Instruction/ maintenance manual of the product 2006 Bentley
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STAAD. Pro 2006 T ECHNICAL R EFERENCE M ANUAL A Bentley Solutions Center www.r ei wor l d. co m www.b en tl e y.c om / st a ad Part Number: DAA036990-1/0001.
STAAD. Pro 2006 is a suite of proprietary computer program s of Research Engineers, a Bentle y Solutions Cent er. Although every effort has been made to ensure the correctness of these programs, REI will not accept re sponsibility for any m istake, error or misrepresentat ion in or as a result of the usage of these programs.
About STAAD. Pro STAAD.Pro is a general purpose structural analysis and design program with applications primarily in the building i ndustry - commercial buildings, bridges and highway structures, industrial structures, chemical plant structures, dams, retaining walls, turbine foundations, culverts and othe r embedded structures, etc.
About the STAAD. Pro Documentation The documentation for STAAD.Pro consists of a set of manuals as described below. These manuals are normally provided only in the electronic format, with perhaps some exceptions such as the Getting Started Manual which may be supplied as a printed book to first time and new-version buyers.
Table of Contents STAAD. PRO Technical Reference Manual Section 1 General Description 1 - 1.1 Introduction 1 - 1 1.2 Input Generation 2 1.3 Types of Structures 2 1.4 Unit Systems 3 1.5 Structure Geometry and Coordinate Systems 4 1.5.1 Global Coordinate System 4 1.
1.16.7 Support Displacement Load 1 - 65 1.16.8 Loading on Elements 65 1.17 Load Generator 67 1.17.1 Moving Load Generator 67 1.17.2 Seismic Load Generator ba sed on UBC, IBC and other codes 68 1.17.3 Wind Load Generator 69 1.18 Analysis Facilities 70 1.
2.3.7 Torsion per Publication T114 2 - 9 2.3.8 Design of Web Tapered Sections 11 2.3.9 Slender compression elements 11 2.4 Design Parameters 11 2.5 Code Checking 18 2.6 Member Selection 19 2.6.1 Member Selection by Optimization 20 2.6.2 Deflection Check With Steel Design 20 2.
3.8.2 Shear Wall Design 3 - 20 3.8.3 Slabs and RC Designer 28 3.8.4 Design of I-shaped beams per ACI-318 3 - 35 Section 4 Timber Design 4 - 4.1 Timber Design 4 - 1 4.2 Design Operations 13 4.3 Input Specification 16 4.4 Code Checking 17 4.5 Orientation of Lamination 18 4.
5.20.8 Curved Member Specification 5 - 86 5.20.9 Applying Fireproofing on members 98 5.21 Element/Surface Property Specification 103 5.21.1 Element Property Specification 104 5.21.2 Surface Property Specification 105 5.22 Member/Element Releases 106 5.
5.31.2.10 Canadian (NRC 1995) Seismic Load 5 - 221 5.31.3 Definition of Wind Load 234 5.31.4 Definition of Time History Load 238 5.31.5 Definition of Snow Load 244 5.32 Loading Specifications 245 5.32.1 Joint Load Specification 247 5.32.2 Member Load Specification 248 5.
5.42 Stress/Force output printing for Surface Entities 5 - 382 5.43 Print Section Displacement 384 5.44 Print Force Envelope Specification 386 5.45 Post Analysis Printer Plot Specifications 388 5.46 Size Specification 389 5.47 Steel and Aluminum Design Specifications 391 5.
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1-1 General Description Section 1 1.1 Introduction The STAAD. Pro 2006 Graphical User Interface (GUI) is normally used to create all input specifi cations and all output repor ts and displays (See the Graphical Environment m anual). These structural m odeling and analysis input specifications are stored in a text fil e with extension “.
General Description Section 1 1-2 which the facilities are discussed follows the recommended sequence of their usage in the STD input file. 1.2 Input Generation The GUI (or user) communicates wit h the STAAD analysis engine through the STD input file.
Section 1 1-3 Specification of the correct stru cture type reduces the number of equations to be solved during the analysis. Thi s results in a faster and more economic solution for the user. The degrees of freedom associated with frame elements of different types of structures is ill ustrated in Fi gure 1.
General Description Section 1 1-4 1.5 Structure Geometry and Coordinate Systems A structure is an assembly of indivi dual components such as beams, columns, slabs, plates et c.. In STAAD, frame elem ents and plate elements may be used t o model the structural com ponents.
Section 1 1-5 directions. The translational degr ees of freedom are denoted by u 1 , u 2 , u 3 and the rotational degrees of freedom are denoted by u 4 , u 5 & u 6 .
General Description Section 1 1-6 Figure 1.3 : Cylindrical Coordinate System Figure 1.4 : Reverse Cylindrical Coordinate System.
Section 1 1-7 1.5.2 Local Coordinate Sy stem A local coordinate system is asso ciated with each member. Each axis of the local orthogonal coordinat e system is also based on the right hand rule. Fi g. 1.5 shows a beam member wit h start joint 'i' and end joint 'j'.
General Description Section 1 1-8 Figure 1.5a Figure 1.5b.
Section 1 1-9 Figure 1.6a - Local axis system for various cros s sections when global Y axis is vertical. NOTE: The local x-axis of the above sections is going into the paper.
General Description Section 1 1-10 Figure 1.6b - L ocal axis system for various c ross sections when global Z axis is vertical (SET Z UP is specified).
Section 1 1-11 1.5.3 Relationship Betw een Global & Local Coordinates Since the input for member loads can be provided i n the local and global coordinate sy stem and the output for member-end-forces is printed in the l ocal coordinate system, it is im portant to know the relationship between the local and global coordi nate systems.
General Description Section 1 1-12 Reference Point An alternative to providi ng the member orientat ion is to input the coordinates (or a joint number) whi ch will be a reference point located in the mem ber x-y plane (x-z plane for SET Z UP) but not on the axis of the member.
Section 1 1-13 Figure 1.8.
General Description Section 1 1-14 Figure 1.9.
Section 1 1-15 Figure 1.10.
General Description Section 1 1-16 Figure 1.11.
Section 1 1-17 Figure 1.12.
General Description Section 1 1-18 1.6 Finite Element Information F or input, see sections 5.11, 5.13, 5.14, 5.21, 5.24, and 5.32.3 STAAD is equipped with a plate/shel l finite element, solid finite element and an entity called the surface element. The features of each is explained below.
Section 1 1-19 Geometry Modeling Considerations The following geometry related m odeling rules should be remembered while using the plate/shell element 1) The program automatically generat es a fictitious fifth node "O" (center node - see Fig.
General Description Section 1 1-20 Generated Node (Center Node) Correct num bering Incorrect numbering Bad E leme nt s Good E lem ents Figure 1.8 Figure 1. 10 Figure 1.9 Figure 1. 11 Figure 1.13 Theoretical Basis The STAAD plate finite element is based on hybrid finite elem ent formulations.
Section 1 1-21 Complete quadratic assumed stress distribution: ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎠ ⎞ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎝ ⎛ ⎥ ⎥ ⎥ ⎥ ⎦ ⎤ ⎢ ⎢ ⎢ ⎢ ⎣ ⎡ − − − − − = ⎟.
General Description Section 1 1-22 The distinguishing features of t his finite element are: 1) Displacement com patibility between t he 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.
Section 1 1-23 8) The plate bending portion can handl e thick and thin plates, thus extending the usefulness of the plat e elements into a multiplicity of probl ems. In addition, the thickness of the pl ate is taken into consideration in calculating the out of plane shear.
General Description Section 1 1-24 Output of Plate Elemen t Stresses and Moments For the sign convention of output st ress and moments, please see Fig. 1.13. ELEMENT stress and moment output is available at the following locations: A. Center point of the elem en t.
Section 1 1-25 Notes: 1. All element stress ou tput is in the local co ordinate syste m. The direction and sense of the element stresses are explained in Fig. 1.13. 2. To obtain element stresses at a specified point wi thin the element, the user must provide the location (local X, local Y) in the coordi nate system f or the element.
General Description Section 1 1-26 Sign Convention of Plate Element Stresses and Moments Figure 1.18 Figure 1.19.
Section 1 1-27 Figure 1.20 Figure 1.21.
General Description Section 1 1-28 Figure 1.22 Figure 1.23.
Section 1 1-29 Figure 1.24 Figure 1.25.
General Description Section 1 1-30 Please note the following few restrictions i n using the finite element portion of STAAD: 1) Members, plate elements, s olid elements and surface elements can all be part of a single STAAD model. The MEMBER INCIDENCES input must preced e the INCIDENCE input for plates, solids or surfaces.
Section 1 1-31 However the user has to decide between adopting a num ber ing system which reduces the comput ation time versus a num bering system which increases the ease of defin ing the structure geometry. Efficient Element numbering Inefficient Element numbering 1 3 4 5 6 7 8 23 4 56 7 8 2 1 Figure 1.
General Description Section 1 1-32 Theoretical Basis The solid element used in STAAD is of ei ght noded isoparametric type. These elements have three translational degrees-of-freedom per node. Figure 1.27 By collapsing various nodes together, an eight noded sol id element can be degenerated to the following forms wit h four to seven nodes.
Section 1 1-33 xh ii i = = ∑ 1 8 x y z , , zh yh ii i = = ∑ 1 8 ii i = = ∑ 1 8 where x, y and z are the coordina tes of any point in the element and x i , y i , z i , i=1,..,8 are the coordinate s of nodes defined in the global coordinate sy stem.
General Description Section 1 1-34 Local Coordinate System The local coordinate sy stem used in solid elements is the same as the global system as shown below : Figure 1.29 Properties and Constants Unlike members and shell (plate) ele ments, no pro perties are required for solid elem ents.
Section 1 1-35 Output of Solid Element Stresses Element stresses may be obtai ned at the center and at the joi nts of the solid element. The item s that are printed are : Normal Stresses : SXX, SYY and SZZ Shear Stresses : SXY, SYZ and SZX Principal stresses : S1, S2 and S3.
General Description Section 1 1-36 The attributes associated with surfaces, and the sections of this manual where the informati on may be obtained, are listed below: Attributes Related Sections Surfaces incidences - 5.13.3 Openings in surfaces - 5.13.
Section 1 1-37 The diagram below shows directions and sign conve ntion of local axes and forces. Figure 1.30 1.7 Member Properties The following types of me mber property specifications are available in STAAD: A) PRISMATIC property specifications B) Standard Steel shapes from built- in section library See section 5.
General Description Section 1 1-38 (12EI/L 3 )/(1+ Φ ) where Φ = (12 EI) / (GA s L 2 ) and A s is the shear stiffness ef fective area. PHI ( Φ )is usually ignored in ba sic beam theory. STAAD will include the PHI ter m unless the SET SHEAR co mmand is entered.
Section 1 1-39 1.7.1 Prismatic Properties The following prismatic properties are required for analy sis: See section 5.20.2 AX = Cross sec tional area IX = Torsional constant IY = Moment of inertia about y-axis.
General Description Section 1 1-40 STAAD automatically considers the additional deflection of members due to pure shear (in additi on to deflection due to ordinary bending theory). To i gnore the shear deflection, enter a SET SHEAR command before th e joint coo rdinates.
Section 1 1-41 Table 1.1 Required p roperties Structural Required Type Properties TRUSS structure AX PLANE structure AX, IZ or IY FLOOR structure IX, IZ or IY SPACE structure AX, IX, I Y, IZ 1.
General Description Section 1 1-42 1.7.3 User Provided Steel Table The user can provide a customized steel table with designat ed names and proper corresponding pr operties. The program can t h en find member properties from those tables. Member selecti on may also be performed with the pr ogram selecting members from the provided tables only .
Section 1 1-43 For the keyword COLUMN also, the program will assign an I- shaped beam section (Wide Fla nge for AISC, UC section for British). If steel design-mem b er selection is requested, a similar type section will be selected. See section 5.20.5 for the co mmand syntax and description of the ASSIGN Comm and.
General Description Section 1 1-44 The designation for the G series Joist Girders is as shown in page 73 of the Steel Joist Institut e publication. STAAD.
Section 1 1-45 As a result of the above assumption, the fol lowing points must be noted with resp ect to mod eling joists : 1) The entire joist is represented in the STAAD input fil e by a single member. Graphically it will be drawn using a single line.
General Description Section 1 1-46 Assigning the joists The procedure for assigning the joists is explained in the Graphi cal User Interface manual. The STAAD joists database include s the weight per length of the joists. So, for selfweight co mputations in t he model, the weight of the joist is automatical ly consid ered.
Section 1 1-47 LOAD COMB 3 1 1 2 1 PERF ANALY PRINT STAT CHECK PRINT SUPP REAC FINISH 1.7.7 Composite Beams a nd Co mpo s ite Decks There are two methods in STAAD for specifying com posite beams. Composite beam s are members whose property is comprised of an I-shaped steel cross section (like an American W shape) with a concrete slab on top.
General Description Section 1 1-48 b) The composite deck generation method – The labori ousness of the previous procedure can be alleviated to som e extent by using the program’s com posite deck definition facilities.
Section 1 1-49 Only one of the attributes described i n sections 1.8 and 1.9 can be assigned to a given member. The last one entered will be used. In other words, a MEMBER RELEASE should not be applied on a member which is declared TRUSS, TENSION ONLY or COMPRESSION ONLY.
General Description Section 1 1-50 1.11 Cable Members STAAD supports 2 types of analysis for cable members - linear and non-linear. 1.11.1 Linearized Cable Members Cable members may be speci fied by using the MEMBER CAB LE command. Wh ile specifyin g cable me mbers, the init ial tension in the cable must be provided.
Section 1 1-51 K KK comb sag elastic = + 1 11 // K comb = (EA/L) / [1+w 2 L 2 EA(cos 2 α )/12T 3 ] Note: When T = infinity, K co mb = EA/L When T = 0, K comb = 0 It may be noticed that as the te nsion in creases (sag decreases) the combined stiffness approaches that of the pure elastic situation.
General Description Section 1 1-52 that the user declare the member to be a tension only member by using the MEMBER TENSION com mand, after the CABLE command.
Section 1 1-53 1.11.2 Non Linear Cable & Truss Members Cable members for the Non Lin ear Cable Analysis may be specified by using the MEMBER CABLE co mmand. While specifying ca ble members, the init ial ten sion in the c able or the unstressed length of the cable may be provided.
General Description Section 1 1-54 1.12 Member Offsets Some members of a structure may not be concurrent with the incident joints thereby creating o ffsets. This offset d istance is specified in terms of global or l ocal coordinate system (i.e. X, Y and Z distances from the incident joint).
Section 1 1-55 1.13 Material Constants The material const ants are: modulus of elastici ty (E); weight density (DEN); Poisson's ratio (POISS); co-efficient of thermal expansion (ALPHA), Composit e Damping Ratio, and beta angle (BETA) or coordinates for any reference (REF) point.
General Description Section 1 1-56 1.14 Supports STAAD allows specifications of suppor ts that are parallel as well as inclined to the global ax es. See section 5.27 Supports are specified as PINNED, FIXED, or FIXED with different releases (known as FIXED BUT).
Section 1 1-57 1.15 Master/Slave Joints The master/slave option is provided to enabl e the user to model rigid links in the struct ural system. This facility can be used to model special struct ural elements like a rigid fl oor diaphragm. Several slave joints ma y be provided which wi ll be assigned same displacements as the master join t.
General Description Section 1 1-58 1.16.2 Member Load Three types of member loads m a y be applied directly to a member of a structure. These loads ar e uniformly distributed loads, concentrated loads, and linearly varying loads (incl uding trapezoidal).
Section 1 1-59 Member Load Configurations - Figure 1.36.
General Description Section 1 1-60 1.16.3 Area Load / Oneway Load / Floor Load Often a floor is subjected to a uniform p ressure. It could require a lot of work to calcu late the eq uivalent me mber load for in dividual members in that floor.
Section 1 1-61 Figure 1.37 shows a floor st ructur e with area load specification of 0.1. 12 3 4 5 678 9 10 11 12 13 4m 5m 6m 4m 5m 6m X Z Figure 1.37 Member 1 will have a linear load of 0.3 at one end and 0.2 at the other end. Members 2 and 4 will h ave a uniform load of 0 .
General Description Section 1 1-62 1.16.4 Fixed End Member Load Load effects on a member may also be specified in terms of its fixed end loads. These loads are given in terms of the mem b er coordinate system and t h e directions are opposite to the actual load on the member.
Section 1 1-63 em = eccentricity o f cable at middle of member (in local y-axis) ee = eccentric ity of cable at end of me mber (in local y-axis) L = Length of member 2) The angle of inclination of th .
General Description Section 1 1-64 5) The term MEMBER PRES TRESS as used in STAAD signifies the following condition. The stru cture is constructed first. Then, the prestressing force is applied on the relevant members. As a result, the members deform and depending on their end conditions, forces are transmitted to other members in the structure.
Section 1 1-65 1.16.6 Temperature/Strain Load Uniform temperature difference throughout m e mbers and elements may be specified. Temperature differences across bo th faces of members and through the thickness of plates may also be specified (uniform temperature only for so lids).
General Description Section 1 1-66 of the element must be provi ded in order to facilitate computation of these effects. 4) The self-weight of the elem ents can be applied using the SELFWEIGHT loading condition. The density of the elements has to be provided in order to f acilitate computation of the self- weight.
Section 1 1-67 1.17 Load Generator – Moving load, Wind & Seismic Load generation is the process of taking a load causing unit such as wind pressure, ground movem ent or a truck on a bridge, and converting it to a form such as member load or a joint load which can be then be used in the analysis.
General Description Section 1 1-68 1.17.2 Seismic Load Ge nerator based on UBC, IBC and other codes The STAAD seismic load generato r follows the procedure of equivalent lateral load analysis explained in UBC, IBC and several other codes.
Section 1 1-69 1.17.3 Wind Load Generator The Wind Load Generator is a u tility which takes as input wind pressure and height ranges over which these pressures act and generates nodal point and member loads. See sections 5.31.5 and 5.32.12 This facility is available for two types o f structures.
General Description Section 1 1-70 and hence, they will all receive the load. The concept of members on the windward side shielding the members in the inside regions of the structure does not exist for open structures.
Section 1 1-71 Structural systems such as slabs, plates, spread footings, etc., which transmit loads in 2 directions have to be discretized into a number of 3 or 4 noded finite elem ents connected to each other at their nodes. Loads may be applied in the form of distributed loads on the element surfaces or as concen trated loads at the jo ints.
General Description Section 1 1-72 5) Two types of coordinate system s are used in the generation of the required matrices and are referred to as local and global systems. Local coordinate axes are assigne d to each individual element and are oriented such that computi ng effort for element stiffness matrices are generalized and mi nimized.
Section 1 1-73 Consideration of Bandwi dth The method of decomposition is particularly efficient when applied to a symmetrically banded matrix. For this type of matrix fewer calculations are required due to th e fact that elements outside the band are all equal to zero.
General Description Section 1 1-74 Modeling and Numerica l Instability Problems Instability problems can occur due to two primary reasons. 1) Modeling problem There are a variety of modeling problems which can give rise to instability conditions. They can be cl assified into two groups.
Section 1 1-75 very "flexible" member, viz., when k1>>k2, or k1+k2 ≅ k1, A=1 and hence, 1/(1-A) =1/0. Thus, huge variations in stiffnesses of adjacent members are not permitted. Artificially high E or I values should be reduced when this occurs.
General Description Section 1 1-76 The lateral loading must be present con currently with the vertical loading for proper cons ideration of the P-Delta effect. The REPEAT LOAD facility (see Section 5.32.11) has been created with this requirement in mind.
Section 1 1-77 1.18.2.2 Imperfection Analysis Structures subjected to vertical and lateral loads often experience secondary forces due to curvature imperfections in the columns and beams. This secondary effect is similar to the P-Delta effect. In STAAD the procedure consists of the following steps: See section 5.
General Description Section 1 1-78 any PDELTA, NONLINEAR, dynamic, or TENSION/ COMPRESSION member cases. The multi-linear spring co mmand will initiate an iterative analys is which continues to convergence.
Section 1 1-79 The user has control of the number of steps, the maxim um number of iterations per step, the convergence tolerance, the artificial stab ilizing stiffness, and the mini mum amount of stiffness remaining after a cable sags.
General Description Section 1 1-80 The analysis sequence is a s follows: 1. Compute the unstressed length of the nonlinear members based on joint coordinates, pretension, and temperature. 2. Member/Element/Cable stiffness is formed. Cable st iffness is from EA/L and the sag formula pl us a geom etric stiffness based on current tension.
Section 1 1-81 8. Do not apply Prestress load, Fixed end load. 9. Do not use Load Combination command to combine cable analysis results. Use a primary case with Repea t Load instead.
General Description Section 1 1-82 usually mass motion in other directi ons at some or all joints and these mass directions (“loads” in weight units) must be entered to be correct. Joint moments that are entered will be considered to be weight moment of inertias (force-length 2 units).
Section 1 1-83 In addition, the dynamic results will not reflect t he location of a mass within a member (i.e. the masses are lu mped at the joints). This means that the motion, of a large mass in the middle of a member relative to the ends of the member, is no t considered.
General Description Section 1 1-84 be created to include either the positive or negative contribution of seismic results. 1.18.3.5 Response Time History Analysis STAAD is equipped with a facility to perform a r esponse history analysis on a structure subjected to time varying forcing function loads at the joints and/or a ground motion at its base.
Section 1 1-85 Time History Analysis for a Structure Subjected to a Harmonic Loading A Harmonic loading is one in wh ich can be described using the following equation ) t ( sin F ) t ( F 0 φ + ω = I.
General Description Section 1 1-86 are chosen from this time ′ 0 ′ to n*tc in steps of "STEP" where n is the number of cycles and tc is the duration of one cycle. STEP is a value that the user may provide or may choose the default value that is built into the program.
Section 1 1-87 A Harmonic loading is one in wh ich can be described using the following equation ) t ( sin F ) t ( F 0 φ + ω = In the above equation, F(t) = Value of the forcing func tion at any ins.
General Description Section 1 1-88 Ground motion or a joint force distribution may be specified. Each global direction may be at a diff erent phase angle. Output frequency points are sele cted automatically for modal frequencies and for a set number of frequencies between modal frequencies.
Section 1 1-89 Figure 1.39a Figure 1.39b.
General Description Section 1 1-90 Figure 1.39c Figure 1.39d.
Section 1 1-91 Y Z Z Y Longer leg Y Z Y Z Y Z Y Z ST RA Figure 1.40 - Stress Zones due to bending ab out Y axis (MY) Notes: Loca l X axis goes into the page; Global Y is vertically upwards; Shaded are.
General Description Section 1 1-92 Y Z Z Y Longer leg Y Z Y Z Y Z Y Z ST RA Figure 1.41 - Stress Z ones due to bending ab out Z axis (MZ) Notes: Loca l X axis goes into the page; Global Y is verticall.
Section 1 1-93 1.19.1 Secondary Analysis Solution of the stiffness equations yield displacements and forces at the joints or end points of the member. STAAD is equipped with the following secondary analysis capabilities to obtain results at intermediate points with in a member.
General Description Section 1 1-94 1.19.4 Member Stresses at Specified Sections Member stresses can be printed at specif ied intermediate s ections as well as at the star t and end joints.
Section 1 1-95 1.20 Multiple Analyses Structural analysis/design may require multiple ana lyses in the same run. STAAD allows the user to change input such as member properties, support conditions etc. in an input file to facilitate multiple analyses in the sa me run.
General Description Section 1 1-96 1.21 Steel/Concrete/Timber Design Extensive design capabilities ar e available in STAAD for steel, concrete and timber sections. Detailed information on steel, concrete and timber design is pr esented in Sections 2, 3 and 4 respectively.
Section 1 1-97 1.24 Plotting Facilities Please refer to the STAAD.Pro Gr aphical Environment Manual for a complete description of the extensive screen and hardcopy graphical facilities available and infor mation on using them . 1.25 Miscellaneous Facilities STAAD offers the following miscel laneous facilities for problem solution.
General Description Section 1 1-98 1.26 Post Processing Facilities All output from the STAAD run may be utilized for further processing by the STAAD.Pro GUI.
2-1 American Steel Design Section 2 2.1 Design Operations STAAD contains a broad set of fa cilities for desi gning structural members as individual component s of an analyzed structure. The member design faciliti es provide th e user with the abil ity to carry out a number of different design operati ons.
Americ an Steel Design Section 2 2-2 2.2 Member Properties For specification of mem ber properties of standard American steel sections, the steel section libra ry available in STAAD may be used. The syntax for specifying th e names of built-in steel shapes is described in the next section.
Section 2 2-3 10 TO 20 BY 2 TA ST C15X40 1 2 TA ST MC8X20 Double Channels Back to back double channels, with or wi thout spacing between them, are available.
Americ an Steel Design Section 2 2-4 engineers are familiar with a conventi on used by some other programs in which the local y-axis is the minor axis.
Section 2 2-5 Pipes Two types of specifications can be used for pipe sections. In general pipes may be input by thei r outer and inner diameters. For example, 1 TO 9 TA ST PIPE OD 2.0 ID 1.875 will mean a pipe with O.D. of 2.0 and I.D. of 1.875 in current input units.
Americ an Steel Design Section 2 2-6 Tubes, like pipes, can be input by their dimensions (Hei ght, Width and Thickness) as follows. 6 TA ST T UBE DT 8.0 WT 6.0 TH 0 .5 is a tube that has a height of 8, a width of 6, and a wall thickness of 0.5. Member Selection cannot be perform ed on tubes specified in the latter way.
Section 2 2-7 2.3 Allowables per AISC Code For steel design, STAAD compares the actual stresses with the allowable stresses as defined by the American Institute of Steel Construction (AISC) Code. The nint h edition of the AISC Code, as published in 1989, is used as t he basis of this design (except for tension stress).
Americ an Steel Design Section 2 2-8 F b = 0.66F y If meeting the requi rements of this section of: a) b f /2t f is less than o r equal to 65/ F y b) b f /t f is less than or equal t o 190/ F y c) d/t is less than or equal to 640(1-3.74(f a /F y ))/ F y when (f a /F y ) < 0.
Section 2 2-9 2.3.5 Combined Compr ession and Ben ding Members subjected to both axial compression and bending st resses are proportioned to satisfy AISC form u la H1-1 and H1-2 when f a /F a is greater than 0.
Americ an Steel Design Section 2 2-10 Methodology If the user were to request design for torsion, the torsional properties required for calculati ng the warping normal stresses, warping shear stresses and pure shear stresses are first determined. These depend of the ”boundary” conditions that prevail at the ends of the member.
Section 2 2-11 Restrictions This facility is currently avai labl e for Wide Flange shapes (W , M & S), Channels, Tee shapes, Pipes and Tubes. It is not available for Single Angles, Double Angles, m embers with the PRISMATIC property specification, Com posite sections (Wide Flanges with concrete slabs or plates on top), or Double C h annels.
Americ an Steel Design Section 2 2-12 the particular design requirem en ts of an analysis, some or all of these parameter values may have to be changed to exactly model the physical structure. For example, by default the KZ (k valu e in local z-axis) valu e of a memb er is set to 1 .
Section 2 2-13 Table 2.1 - AISC Parameters Parameter Default Description Name Value KX 1.0 K value used in computing K L/r for flexural torsional buckling for tees and double a ngles LX Member Length L value use d in computing KL/r for flexur al torsional buckling for tees and double a ngles KY 1.
Americ an Steel Design Section 2 2-14 Table 2.1 - AISC Parameters Parameter Default Description Name Value STI FF Member length or depth of beam whichever is greater Spacing of stiffeners for plate girder design TRA CK 0.0 Controls the level of detail to which results are reported.
Section 2 2-15 Table 2.1 - AISC Parameters Parameter Default Description Name Value DJ2 End Joint of member Joint No. denoting end point for calcu lation of "Deflection Length" (See Note 1) CAN 0 0 = deflection check based o n the principle that maximum deflection occurs within the span between DJ1 and DJ2.
Americ an Steel Design Section 2 2-16 NOTES: 1) When performing the deflection check, t he user can choose between two methods. The first method, defined by a value 0 for the CAN parameter, is based o n the local displac ement. Local displacement is described in section 5.
Section 2 2-17 D = Maximum local deflection for members 1 2 and 3. D 1 23 4 1 23 EXAMPLE : PARAMETERS DFF 300. ALL DJ1 1 ALL DJ2 4 ALL 3) If DJ1 and DJ2 are not used, "Deflection Length" w ill default to the memb er length an d local defl ection s will be me asured from the original memb er line.
Americ an Steel Design Section 2 2-18 the user provides CMY, the program will use that value and not calculate CMY at all , regardless of what the user defines SSY to be.
Section 2 2-19 When code checking is selected, th e program calculates and prints whether the members have passed the code or have failed; the critical condition of the AISC code (li ke any of the AISC specifications or co mpression, tens ion, shear, etc.
Americ an Steel Design Section 2 2-20 Member selection cannot be perform ed on members whose section properties are input as prism atic. 2.6.1 Member Selection by Optimization Steel table properties of an enti r e structure can be optimized by STAAD.
Section 2 2-21 member rather than as a regular frame member with both ends pinned. 2.8 Unsymmetric Sections For unsymmetric sections like single angles, STAAD considers the smaller section m odulus for calculating bending stresses.
Americ an Steel Design Section 2 2-22 The following parameters have been introduced to support the composite member design, specified usi ng the explicit definition method.
Section 2 2-23 UNIT INCH PARAMETER CODE AISC BEAM 1 ALL TRACK 2 ALL DR1 0.3135 ALL WID 69.525 ALL FPC 3.0 ALL THK 4.0 ALL CMP 1 ALL CHECK CODE ALL SELECT ALL 2.10 Plate Girders Plate girders may be designed accord ing to Chapter G of the AISC specifications.
Americ an Steel Design Section 2 2-24 a) MEMBER refers to the member number for which the design is performed. b) TABLE refers to the AISC steel section nam e which has been checked against the steel c ode or has been selected. c) RESULT prints whether the member has PASSed or FAILed.
Section 2 2-25 () Fey KL r YY Y = 12 23 2 2 πΕ () Fez KL r ZZ Z = 12 23 2 2 πΕ STAAD.Pro MEMBER SELECTION - (AISC 9TH EDITION) ************************** |-----------------------------------------.
Americ an Steel Design Section 2 2-26 2.12 Weld Design Selected provisions of the AISC specifications for the Design, Fabrication and Erecti on of Steel for Buildings, 1999, and t he American Welding Society D1.1 Struct ural Welding Code – Steel, 1998, have been implem e nted.
Section 2 2-27 Horizontal Stress - as produced by the local z-shear force and torsional moment. Vertical Stress - as produced by the axial y-she ar force and torsional mo ment. Direct Stress - as produced by the axial force and bending moments in the local y an d z directions.
Americ an Steel Design Section 2 2-28 Vertical stress, Fv VY AX CV MX JW =+ × Direct stress, Fd FX AX MZ SZ MY SY =+ + ** * The moments MY and MZ are taken as absolute value s, which ma y result in some conservativ e results for asy mmetrical sections like angle, tee and channel.
Section 2 2-29 P Figure 2.4 - Weld design for SELECT WELD TRUSS. 2.13 Steel Design per AASHTO Specifications The design of structural steel members in accord ance with the AASHTO Standard Specifications for Highway Bridges, 17 th edition has been implement ed.
Americ an Steel Design Section 2 2-30 manual) and Com posite beams (I shapes wit h concrete slab on top) is not suppported. Allowable Stresses per AASHTO Code The member design and code checking in STAAD is based upon the allowable stress design m ethod.
Section 2 2-31 It can be mentioned here that AASHTO does not hav e a provision for increase in all owable stresses for a secondary member and when 1/r ex ceeds a certa in value.
Americ an Steel Design Section 2 2-32 Bending-Axial Stress Interaction Members subjected to both axial and bending stresses are proportioned according to secti on 10.
Section 2 2-33 Table 2.3 - AASHTO Design Parame ters Parameter Default Description Name Value KY 1.0 K value in local y-axis. Usually, this is minor axis. KZ 1.0 K value in local z-axis. Usually, this is major a xis. LY Member Length Length to calculate slend erness ratio for buckling about local Y axis.
Americ an Steel Design Section 2 2-34 Verification Problem TYPE: AASHTO Steel Des ign. REFERENCE: Attached step by step hand calculation as per AASHTO code. PROBLEM: Determine the allowable stresses (AASHTO code) for the members of the structure as shown in figure.
Section 2 2-35 VERIFICATION PROBLE M HAND CALCULATION Manual / Code refers to AASHTO Manual . Steel Design - Member 1 , Size W 12X26, L = 10 ft., a = 7.65 in 2 , Sz = 33.39 in 3 From observation Load case 1 will govern, Fx = 25.0 kip (compression), Mz = 56.
Americ an Steel Design Section 2 2-36 2 6 50 10 1.75 8.6564 0.28389 11.46 0.772 9.87 33.38789 120 8.6564 120 cz F ×× ⎛⎞ ⎛ ⎞ = += ⎜⎟ ⎜ ⎟ ⎝⎠ ⎝ ⎠ 64375.03 psi From this, calculated FCZ = 64.37.As this is larger than 0.55xF Y FCZ = 0.
Section 2 2-37 () 22 22 * 29000 250.5999 120 .. 2.12 5.17 ez E F FS K L r ππ == = ⎛⎞ ⎜⎟ ⎝⎠ From table 10 -36A , C mz = 0.85 Equation 10-42 3.
Americ an Steel Design Section 2 2-38 Bending Minor Axis: Allowable minor axis bending stress: FTY = FTZ = 0.55 x F Y = 19.8 ksi Bending Major Axis: 2 6 50 10 0.772 9.87 0.55 yc b cz y xc yc I xC Jd FF Sl I l ⎛⎞ ⎛⎞ =+ ⎜⎟ ⎜⎟ ⎝⎠ ⎝⎠ ≤ Where, C b = 1.
Section 2 2-39 As (KL/r) y < C c , the a llowable axial str ess in compression () () 2 2 22 39.92 36 36 1 1 16.13 . . 4 2.12 4 29000 yy a FK L r F F FS E ππ ⎡⎤ ⎡⎤ ⎢⎥ =− = − = ⎢⎥ ⎢⎥ ⎢⎥ ⎣⎦ ⎣⎦ Shear: Allowable shear stress as per gross section, F v = 0.
Americ an Steel Design Section 2 2-40 for the end section, Equation 10-43 1.138 20.299 0 1.092 0.472 0.472 * 36 19.8 by ab z yb zb y f ff FF F ++ = + + = The value calculated by STAAD is 1.093 Member 3 , Size W 14X43, L = 11 ft., a = 12.6 in 2 , Sz = 62.
Section 2 2-41 I YC = tb 3 /12 = 0.53 x 8.0 3 /12 = 22.61in 4 J = (2 x 8.0x0.53 3 + (13.66 – 2x0.53) x0.305 3 )/3 = 0.913 in 4 2 6 50 10 1.75 22.61 0.917 12.6 0.772 9.87 62.7 132 22.61 132 cz F ×× ⎛⎞ ⎛ ⎞ = += ⎜⎟ ⎜ ⎟ ⎝⎠ ⎝ ⎠ 83 187.
Americ an Steel Design Section 2 2-42 () () 22 22 * 29000 263.18 . . 2.12 22.648 ez E F FS K L r ππ == = From table 10 -36A , C mz = 0.85 So the design ratio is Equation 10-42 2.
Section 2 2-43 FTY = FTZ = 0.55 x F Y = 19.8 ksi Major Axis: 2 6 50 10 0.772 9.87 0.55 yc b cz y xc yc I xC Jd FF Sl I l ⎛⎞ ⎛⎞ =+ ⎜⎟ ⎜⎟ ⎝⎠ ⎝⎠ ≤ Where, C b = 1.75+ 1.05(M1/M 2)+0.3x(M1/M2) 2 Here M1 = -191.36 Kip-in , M2 = -1346.
Americ an Steel Design Section 2 2-44 The critical moment occurs at th e end node of the beam. So we use the AASHTO equation 10.42 in section 10-36 to calculate the design ratio. Actual bending stress = 112.17 x12/62.7 = 1.789 x 12 = 21.467 ksi 0.6944 21.
Section 2 2-45 Where, C b = 1.75+ 1.05(M1/M 2)+0.3x(M1/M2) 2 Here M1 = 40.14, M2 = -684.4 so C b = 1.81 S zc =Section modulus w.r.t. compression flange =448/(0.5X15.86) = 56.5 in 3 I YC = tb 3 /12 = 0.43 x 6.99 3 /12 = 12.238 in 4 J = (2 x 6.99x0.43 3 + (15.
Americ an Steel Design Section 2 2-46 Actual Stress Calculation: Axial stress (f a ) = 14.02 / 10.6 = 1.323 ksi. The critical moment occurs at th e end node of the beam. So we use the AASHTO equation 10.42 in section 10-36 to calculate the design ratio.
Section 2 2-47 Member 6 , Size W 16X36, L = 16 ft., a = 10.6 in 2 , Sz = 56.5 in 3 From observation Load case 3 will govern, Forces at the end are Fx = 10.2 kip (compression), Mz = 62.96 k-ft Allowable Stress Ca lculation: From Table 10.32.1A, Bending: Minor Axis: Allowable minor axis bending stress: FTY = FTZ = 0.
Americ an Steel Design Section 2 2-48 Since FCZ is larger than 0.55xF Y, FCZ = 0.55xF Y = 19.8 ksi Axial Compression: Critical (KL /r) y = 1.0 x 192/1.52 = 126.29 22 2 2 * 29000 126.099 36 c y E C F ππ == = As (KL/r) y > C c , the a llowable axial str ess in compression () 2 2 .
Section 2 2-49 So the design ratio is 0.962 0.85 *13.372 0 0.691 0.926 8.46 1- 19.8 1 1 154.58 ' ' my by am x b z a a a bz by ez ey Cf fC f F f f F F F F ++ = + + = ⎛⎞ ⎛⎞ ⎛ ⎞ − ⎜⎟ − ⎜⎟ ⎜⎟ ⎜⎟ ⎝⎠ ⎝⎠ ⎝⎠ 0.
Americ an Steel Design Section 2 2-50 Axial Tension: F a = 0.55 x F Y = 19.8 ksi Shear: Allowable shear stress as per gross section, F v = 0.33xF Y = 11.8 ksi Actual Stress Calculation: Actual stress (f a ) = 24.05 /10.6 = 2.268 ksi, hence safe. From Table 10.
Section 2 2-51 Allowable Stress Ca lculation: Axial Compression: Critical (KL /r) y = 1.0 x 7.07x12/0.795 = 106.73 22 2 2 * 29000 126.099 36 c y E C F ππ == = As (KL/r) y < C c , the a llowable axial str ess in compression () () 2 2 22 106.73 36 36 1 1 10.
Americ an Steel Design Section 2 2-52 22 2 2 * 29000 126.099 36 c y E C F ππ == = As (KL/r) y < C c , the a llowable axial str ess in compression () () 2 2 22 68.
Section 2 2-53 **************************************************** * * * STAAD.Pro * * Version Bld * * Proprietary Program of * * Research Engineers, Intl. * * Date= * * Time= * * * * USER ID: * **************************************************** 1.
Americ an Steel Design Section 2 2-54 35. PRINT FORCES MEMBER END FORCES STRUCTURE TYPE = PLANE ----------------- ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 1 1 1 25.00 -5.65 0.00 0.00 0.00 0.00 3 -25.00 5.65 0.
Section 2 2-55 40. CHECK CODE ALL STAAD.Pro CODE CHECKING - (AASH) *********************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= * 1 ST W12X26 (AISC SECTIONS) FAIL AASHTO 10-43 1.
Americ an Steel Design Section 2 2-56 2.14 Steel Design per AISC/LRFD Specification The 2 nd and 3 rd editions of the American LRFD code have been implemented. The commands to access those respect ive codes are: For the 3 rd edition code – PARAMETER CODE LRFD or PARAMETER CODE LRFD3 For the 2 nd edition – PARAMETER CODE LRFD2 2.
Section 2 2-57 In the STAAD implementation of LRFD, m embers are proportioned to resist the design loads without exceeding the limit states of strength, st ability and se rviceability .
Americ an Steel Design Section 2 2-58 the live load and other loads in comparison with the dead load, a uniform reliability is not possible. LRFD, as its name implies, uses separate factors for each load and resistance.
Section 2 2-59 Sect. C1 of the LRFD specification, an analysis of second order effects is required. Thus, when using LRFD code for steel design, the user must use the P-Delta analysis feature of STAAD. 2.14.4 Section Classification The LRFD specification allows inelas tic deformation of section elements.
Americ an Steel Design Section 2 2-60 2.14.6 Axial Compression The column strength equations have been revised in LRFD to take into account inelastic deformation and other recent research in column behavior. Two equations governing column strength are available, one for inelastic buckling and the other for elas tic or Euler buckling.
Section 2 2-61 2.14.7 Flexural Design Strength In LRFD, the flexural design stre ngth of a member is determined by the limit state of la teral torsional buckling. Inelasti c bending is allowed and the basic measure of flexural capacity is the plastic moment capacity of the section.
Americ an Steel Design Section 2 2-62 2.14.10 Design Parameters Design per LRFD specifications is requested by using the CODE parameter (see Section 5.
Section 2 2-63 Table 2.4 - AISC LRFD Parameters Parameter Default Description Name Value UNT Member Length Unsupported length (L b ) of the top* flange for calculating flexural strength. Will be us ed only if flexural compression is on the top flange.
Americ an Steel Design Section 2 2-64 Table 2.4 - AISC LRFD Parameters Parameter Default Description Name Value PROFILE None Used in member selection. See section 5.47.1 for details. AXIS 1 1 - Design single angles for bending based on principal axis.
Section 2 2-65 Example for the LRFD-2001 code UNIT KIP INCH PARAMETER CODE LRFD or CODE LRFD3 FYLD 50 ALL UNT 72 MEMBER 1 TO 10 UNB 72 MEMB 1 TO 10 MAIN 1.0 MEMB 17 20 SELECT MEMB 30 TO 40 CHECK CODE MEMB 1 TO 30 Example for the LRFD-1994 code UNIT KIP INCH PARAMETER CODE LRFD2 FYLD 50 ALL UNT 72 MEMBER 1 TO 10 UNB 72 MEMB 1 TO 10 MAIN 1.
Americ an Steel Design Section 2 2-66 If the TRACK is set to 1.0, member design strengths will be printed out. 2.14.13 Composite Beam Design per the American LRFD 3rd edition code The design of composite beams per the 3 rd edition of the American LRFD code has been implemented.
Section 2 2-67 3. If step 1 produces a higher value than step 2, plastic neutral axis (PNA) is in the slab. Else, it is in the steel beam. CASE 1: PNA IN SLAB Find the depth of PNA below the top of slab as: 0.85 f c . b . a . = A s . f y a = b . f 0.85 f .
Americ an Steel Design Section 2 2-68 CASE 2: PNA IN STEEL BEAM Define: C s = Compressive force in slab = 0.85 . f c . b . t C b = Compressive force in steel beam T b = Tensile force in steel bea m C s + C b = T b Since magnitude of C b + magnitude of T b = A s .
Section 2 2-69 CASE 2A: PNA IN FLANGE OF STEEL BEAM T P.N.A. r h t e C 1 e 2 S C f b y C f y f y f y f Figure 2.8 Calculat e: y = () y f f f . b C where, b f = width of flange The point of action of the tensile force is the centroid of the stee l area below the PNA.
Americ an Steel Design Section 2 2-70 CASE 2B: PNA IN WEB OF STEEL BEAM P.N.A. g h r t T S C 1 e f C e 2 S e 3 w C C f y f y f Figure 2.9 C f = Compressive force in flange = A f .
Section 2 2-71 Notes 1. Rib Height is the distance from t op of flange of steel beam to lower surface of concrete. 2. If the slab is flush on top of the steel beam, set the Rib Height to zero.
Americ an Steel Design Section 2 2-72 TABLE 2.5 – COMPOSITE BEAM DESIGN PARAMETERS FOR AISC-LRFD Name Default value Description RBH 0.0 inches Rib Height EFFW Value used in analysis Effective width of slab FPC Value used in analysis Ultimate compressive strength of concrete Example STAAD SPACE … … MEMBER PROPERTY 1 TA CM W12X26 CT 6.
Section 2 2-73 2.15 Design per American Cold Formed Steel Code General Provisions of the AISI Specifi cation for the Design of Cold- Formed Steel Structural Memb ers, 1996 Edition have been implemented.
Americ an Steel Design Section 2 2-74 designation symbol in the input fi le. Details of the latter are explained below. The AISI Steel Section Library: The command-line syntax for assigning steel sect ions from the AISI library is as explained below : C-Section With Lips 20 TO 30 TA ST 14CS3 .
Section 2 2-75 Equal Leg Angles With Lips 8 9 TA ST 4LS4X105 10 11 TA ST 3LS3X060 12 13 TA ST 2LS2X075 Equal Leg Angles Without Lips 1 5 TA ST 4LU4X135 7 8 TA ST 2.5LU2.5 X105 4 9 TA ST 2LU2X060 Hat Sections Without Lips 4 8 TA ST 10HU5X075 5 6 TA ST 6HU9X105 1 7 TA ST 3HU4.
Americ an Steel Design Section 2 2-76 Design Procedure The following two design modes are available: 1. Code Checking The program compares the resistance of members with the applied load effects, in accordance with the LRFD Method of the AISI code.
Section 2 2-77 Cross-sectional properties of members are checked for compliance with the following Sections: • B1.1(a), Maximum Flat-Width-to-Thickness Ratios, and • B1.2, Maximum Web Dep th-to-Thickness Ratio The program checks m ember stre ngth in accordance with Chapter C of the specification as fo llows: 1.
Americ an Steel Design Section 2 2-78 The following table contains the input parameters for specifying values of design variables a nd selection of design options. Table 2.6 - AI SI Cold Form ed Steel Design Parameters Parameter Name Default Value Description BEA M 1.
Section 2 2-79 Table 2.6 - AI SI Cold Form ed Steel Design Parameters Parameter Name Default Value Description DMA X 1000.0 Maximum dept h permissible for the section during member selection. This value must be provi ded in the current units. DMI N 0.
Americ an Steel Design Section 2 2-80 Table 2.6 - AI SI Cold Form ed Steel Design Parameters Parameter Name Default Value Description KZ 1.0 Effective length factor for overall column buckling in the local Z-axis. It is a fraction and is unit-less. Values can range from 0.
Section 2 2-81 Table 2.6 - AI SI Cold Formed Steel Design Parameters Parameter Name Default Value Description STIFF Membe r length Spacing in the longitudinal direction of shear stiffeners for reinforced we b element s. It is input in the current units of length.
Americ an Steel Design Section 2 2-82 2.16 Castellated Beams STAAD.Pro comes with the non-compos ite castellated beam tables supplied by the steel products manufacturer SMI Steel Products. Details of the manufacture and de sign of these sections may be found at http://www.
Section 2 2-83 Analysis and Design criteria The local axis system (local X, loc al Y and local Z) of a castellated beam is identical to that for a wide flange, and is shown in section 1.
Americ an Steel Design Section 2 2-84 The design method is the allowable stress method, using mainly the rules stated in the AISC ASD 9 th edition code. Only code checking is currently available for cas tellated beams. Me mber selection is not. Design parameters: The following table contains a list of parameters and their default values.
Section 2 2-85 Table 2.7 Parameter Default Value Description CMZ 0.85 Cm value in local Z axis. Used in the interaction equations in Chapter H of AISC specifications. TRACK 0 Parameter used to control the level of description of desi gn output. Permissible values are 0 and 1 .
Americ an Steel Design Section 2 2-86 member fails these checks, the remainder of the checks are not performed. The cross section checks are the following: Figure 2.13 1. Web Post Width ( e ) should be at least 3.0 inches 2. Tee Depth ( d T -top and d T -bot ) should be greater than the thickness of flange plus one inch.
Section 2 2-87 Checking the member for adequacy in carrying the applied loading: This consists of fi ve different checks: 1. Global Bending 2. Vierendeel Bending 3.
Americ an Steel Design Section 2 2-88 1. Global Bending : Global bending check is done at the web post section. This is the region of the member where the full cross section is act ive, without interference of the holes.
Section 2 2-89 Allowable Stresses for vierendeel bending: • Axial Stress: The allowable axia l stress is computed as per the Chapter E of the AISC sp ecifications.
Americ an Steel Design Section 2 2-90 The command syntax in the STAAD input file for assigning castellated beams is: MEMBER PROPERTY AMERICAN Member-list TAB LE ST section-na me Example MEMBER PROPERT.
Section 2 2-91 Steel Design Output: A typical TRACK 2 level output pa ge from the STAAD output file is as shown. Figure 2.15.
Americ an Steel Design Section 2 2-92 Viewing the design results in the grap hical screens: After the analysis and design is completed, double click on the castellated member. This feature, known as member query, brings up a dialog box, one of whose tabs will be Castellated Beam Design as shown.
Section 2 2-93 Example Problem : STAAD PLANE EXAMPLE PROBLEM FOR *CASTELLATED BEAM DESIGN UNIT FT KIP JOINT COORDINATES 1 0. 0. ; 2 45 0 3 0 15; 4 45 15 MEMBER INCIDENCE 1 1 3; 2 3 4; 3 4 2 MEMBER PRO.
Americ an Steel Design Section 2 2-94 LOADING 2 WIND FROM LEFT MEMBER LOAD 2 UNI Y -0.6 LOAD COMB 3 1 1.0 2 1.0 PERFORM ANALYSIS LOAD LIST 3 PRINT MEMBER FORCES PRINT SUPPORT REACTION UNIT KIP INCH PARAMETER CODE AISC CASTELLATED UNL 0.01 MEMB 2 FYLD 50 MEMB 2 CMZ 0.
3-1 American Concrete Design Section 3 3.1 Design Operations STAAD has the capabilities for perform ing concrete design. It will calculate the reinfor cement needed for the specified concrete section. All the concrete design cal culations are based on the current ACI 318.
American Concrete Design Section 3 3-2 3.2 Section Types for Concrete Design The following types of cross secti ons can be defined for concrete design. For Beams Prismat ic (Rectangular & Square), Trapezoidal and T-shapes For Columns Prismatic (Rectangular, Square and Ci rcular) For Slabs Finite element with a specified thickness.
Section 3 3-3 In the above input, the first set of m embers are rectangular (18 inch depth and 12 inch width) and the second set of mem b ers, wi th only depth and no width provided, will be assumed to be circular with 12 inch diameter. It can been seen that no area (AX) is provided for these mem bers.
American Concrete Design Section 3 3-4 generate load cases which contain l oads magnified by t h e appropriate load factors. Table 3.1 – ACI 318 Design Parameters Parameter Default Description Name Value FYM AIN * 60,000 psi Yield Stress for main reinforcing steel.
Section 3 3-5 Table 3.1 – ACI 318 Design Parameters Parameter Default Description Name Value DEP TH *YD Depth of concrete member. This value defaults to YD as provided under MEMBER PROPERTIES. NSE CTION *** 12 Number of equally-spaced sections to be considered in finding critical moments for beam design.
American Concrete Design Section 3 3-6 3.5 Slenderness Effects and Analysis Consideration Slenderness effects are extr emely im portant in designing compression m embers. The ACI-318 code specifies two options by which the slenderness effect can be accomm odated (Section 10.
Section 3 3-7 combinations of forces and m ome nts, whereas a primary load case is revised during the pdelta analysis based on the deflect ions. Also, the proper factored loads (such as 1.4 for DL etc.) should be provided by the user. STAAD does not factor the loads automatically.
American Concrete Design Section 3 3-8 3.6.2 Design for Shear Shear reinforcement is calculated to resist both shear forces and torsional moments. Shear forces are calculated at a distance (d+SFACE) and (d+EFACE) away from the end nodes of the beam. SFACE and EFACE have default values of zero unl ess provided under parameters (see Tabl e 3.
Section 3 3-9 Example for beam design per the ACI 318-2002 code UNIT KIP INCH START CONCRETE DESIGN CODE ACI 2002 or CODE ACI FYMAIN 58 ALL MAXMAIN 10 ALL CLB 2.5 ALL DESIGN BEAM 1 7 10 END CONCRETE DESIGN Example for beam design per the ACI 318-1999 code UNIT KIP INCH START CONCRETE DESIGN CODE ACI 1999 FYMAIN 58 ALL MAXMAIN 10 ALL CLB 2.
American Concrete Design Section 3 3-10 3) BAR INFO Reinforcement bar information specifying number of bars and bar size. 4) FROM Distance from the star t of the beam to the start of the reinforcement bar. 5) TO Distance from the star t of the b eam to the end of the reinforcement bar.
Section 3 3-11 Table 3.2 (Actual Output from Design) ==================================================================== B E A M N O. 14 D E S I G N R E S U L T S - FLEXURE LEN - 20.00FT. FY - 60000. FC - 4000. SIZE - 15.00 X 21.00 INCHES LEVEL HEIGHT BAR INFO FROM TO ANCHOR FT.
American Concrete Design Section 3 3-12 3.6.5 Cracked Moment of Inertia – ACI Beam Design When beam design is done per ACI 318, STAAD will report the moment of inertia of the cracked section at the location where the design is performed. The cracked section properties are calculated in accordance with the equations shown below.
Section 3 3-13 A typical screen from the ST AAD beam design output, showing the cracked moment of inertia val u e, i s shown below. Figure 3.6 3.7 Column Design Columns design in STAAD per the ACI code is performed for axial force and uniax ial as well as biaxial m o m en t s.
American Concrete Design Section 3 3-14 2) Find an approximat e arrangement of bars for t he assumed reinforcement. 3) Calculate PNMAX = 0.85 Po, wher e Po is the maxim u m ax ial load capacity of the section. Ensure th at the actual nominal load on the column does not exceed PNMAX.
Section 3 3-15 any of the radial axes. The va lues printed for the TRACK 1.0 output are: P0 = Max im um pur ely axial lo ad carrying capacity of the co lumn ( zero moment ). Pnmax = Maximum allowable axial load on the column (Section 10.3.5 of ACI 318).
American Concrete Design Section 3 3-16 DESIGN COLUMN 23 25 END CONCRETE DESIGN Example for column design per the ACI 318-1999 code UNIT KIP INCH START CONCRETE DESIGN CODE ACI 1999 FYMAIN 58 ALL MAXMAIN 10 ALL CLB 2.
Section 3 3-17 TRACK 1.0 generates the foll owing additional output . COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KIP-FT) -------------------------------------------------------- P0 Pn max P-bal. M-bal. e-bal.(inch) 897.12 717.70 189.56 158.50 10.03 M0 P-tens.
American Concrete Design Section 3 3-18 3.8 Designing elements, shear walls, slabs STAAD currently provides facilitie s for designing 3 types of entities associated with su rface type of structures. a. Individual plate elem ents – these are designed from the standpoint that one elem ent is independent of the next element.
Section 3 3-19 LONG. TRANS. X Y Z M M M M x y x y Figure 3.7 Table 3.4 (Actual Output from Design) ELEMENT FORCES FORCE, LENGTH UNITS= KIP FEET -------------- FORCE OR STRESS = FORCE/WIDTH/THICK, MOMENT = FORCE-LENGTH/WIDTH MXY ELEMENT LOAD QX QY MX MY FX FY FXY 0.
American Concrete Design Section 3 3-20 Example for element desi gn per the ACI 318-2002 code UNIT KIP INCH START CONCRETE DESIGN CODE ACI 2002 or CODE ACI FYMAIN 58 ALL MAXMAIN 10 ALL CLB 2.
Section 3 3-21 The attributes associated with th e surface element, and the sections of this manual where the informati on may be obtai ned, are listed below: Attributes Related Sections Surfaces incidences - 5.13.3 Openings in surfaces - 5.13.3 Local coordinate system for surfaces - 1.
American Concrete Design Section 3 3-22 The program reports shear wall design results for each load case/combinati on for a user specified number of secti ons given by the SURFACE DIVISION (default va lue is 10) command. The wall is designed at these horizont al sections.
Section 3 3-23 The following table explai ns parameters used i n the shear wall design comm and block above. All reinforcing bar sizes are English designation (#). Table 3.5 - SHEAR WALL DESIGN PARAMETERS Parameter Name Default Value Description FYMAIN 60.
American Concrete Design Section 3 3-24 Table 3.5 - SHEAR WALL DESIGN PARAMETERS Parameter Name Default Value Description LMIN 3 Minimum size of links (range 3 - 18) LMAX 18 Maximum size of links (range 3 - 18) CLE AR 3.0 i n Clear concrete cover, in current units.
Section 3 3-25 1 7 14 20 PINNED 2 TO 5 GEN PIN 6 TO 10 GEN PIN 11 TO 15 GEN PIN 19 TO 16 GEN PIN . . . SURFACE CONSTANTS E 3150 POISSON 0.17 DENSITY 8.
American Concrete Design Section 3 3-26 Notes regarding the above example: 1. Comma nd SET DIVISION 12 indicates that the surface boundary node-to-node segments will be s ubdivided into 12 fragments prior to finite element mesh generation. 2. Four surfaces are defined by the SURFACE INCIDENCES co mmand .
Section 3 3-27 Design for in-plane shear (denoted using Fxy in the shear wall force output) per Section 11.10 of ACI 318 a. Extreme com pression fiber to centroid of tensi on (concentrated) reinforcement di stance, d, i s taken as 0.8 horizontal lengt h of the wall (ACI - 11.
American Concrete Design Section 3 3-28 d. Extreme com pression fiber to centroid of tension reinforcement dist ance, d, is taken as 0.8 horizontal length of the wall (11.10.4 of ACI 318). e. Flexural design of the wall is carried out in accordance with provisions of Chapt er 10.
Section 3 3-29 Description Slab Interactive Design offe rs the following advantages: 1. Bending and shear design, fully conforming to the ACI 318-02 Code. 2. Design based on finite elem ent analysis - no lim itations of traditional design approaches, su ch as the Direct Design or Equivalent Fram e methods.
American Concrete Design Section 3 3-30 compute - one of the orthogonal directions is assum ed to be parallel to the design sect ion. c. Punching shear check.
Section 3 3-31 the denser the grid of elements, the more precise the results that will be obtained. The program extracts and processe s the internal forces from the FEA results in three ways (for each load case / combination): a.
American Concrete Design Section 3 3-32 There are two categories of output for bendi ng mome nts (envelopes are reported) and flexural reinforcing i n the Slab Design Report window. a. Moment Diagram page allows to browse the results displayed for each of the transver se sections of the strip or user defined section.
Section 3 3-33 Distance from extreme com pression fiber to centroid of tension reinforcement, d, is assumed to be equal to: • for longitudinal bending: slab de pth - concrete cover - ½ di a. of min. size bar • for transverse bending: slab depth - concrete cover - 1½ dia.
American Concrete Design Section 3 3-34 If both Mx1 and My1 are positive, Mxd = 0 and Myd = 0. If both Mx1 and My1 are negati ve, Mxd = Mx1 and Myd = My 1. If Mx1 is negative and My1 positive, Mxd = Mx2 and Myd = 0. If My1 is negative and Mx 1 positive, Mxd = 0 and Myd = My2.
Section 3 3-35 3.8.4 Design of I-shaped beams per ACI-318 I-shaped sections can be designe d as beam s per the ACI 318 code. The property for these sections m ust be defined through a user table, I-section, or using t he tapered specification. Inform ation on assigning properties in t his manner is avai lable in sections 5.
American Concrete Design Section 3 3-36 • If the thickness of the web is the sam e as the width of one of the flanges but not the other, the m ember is designed as a T-section or a rectangular section, dependi ng on which side the compression due t o bending is at.
Section 3 3-37 An example for I-beam design is shown below. STAAD PLANE I BEAM CONCRETE DESIGN PER ACI-318 UNIT FEET KIP JOINT COORDINATES 1 0 0 0; 2 10 0 0 MEMBER INCIDENCES 1 1 2 UNIT INCHES KIP MEMBER PROPERTY 1 TAPERED 18 10 18 15 2.
American Concrete Design Section 3 3-38 START CONCRETE DESIGN CODE ACI 2002 UNIT INCHES KIP MINMAIN 9 ALL FC 4 ALL FYMAIN 60 ALL TRACK 2.0 ALL DESIGN BEAM ALL END CONCRETE DESIGN FINISH.
4-1 Timber Design Section 4 4.1 Timber Design STAAD.Pro supports timber design per tw o codes – 1985 AITC code and 1994 AITC code. The implementation of both the codes is explained below .
Timber Design Section 4 4-2 an E of 1900 ksi and an allowable bending stress, F b , of 1450 psi. A 5x5 Douglas Fir-Larch, Select Structural , Beam or Stri nger mem ber has an E of 1600 ksi and an allowable bending stress, F b , of 1600 psi.
Section 4 4-3 Naming convention in STAAD.Pro for Dimensional Lumber sections As can be seen from Tables 8.3 through 8.6 of the AITC 1994 manual, one or m ore of the following attributes have to be con.
Timber Design Section 4 4-4 3/4” x 30” 24F-V8 DF/DF beam both have an E of 1600 ksi and an allowable bending stress in the t ension zone, F bx , of 2400 psi. Therefore, in STAAD’s glulam data base, the section sizes are not linked to the glulam type.
Section 4 4-5 Example for Dimensional Timber: UNIT FEET KIP DEFINE MATERIAL START ISOTROPIC DFLN_SS_4X4 E 273600 POISSON 0.15 DENSITY 0.025 ALPHA 5.5e-006 END DEFINE MATERIAL MEMBER PROPERTY AITC 3 4 .
Timber Design Section 4 4-6 Assigning the input Please see the Graphical User In terface manual for the procedure for assigning the properties, gl ulam types and m aterial constants. Design parameters The timber design parame ters for the AITC 4 th Edition are listed below.
Section 4 4-7 Table 4.1 - AITC 1994 Timber Design Parameters Parameter name referred to in AITC 1994 code document Name used in STAAD Default value and units if applicable Description C r CR 1.0 Repetitive Member Factor, see Section 4.5.10 C F CSF 1.0 Form Factor, see Section 4.
Timber Design Section 4 4-8 Table 4.1 - AITC 1994 Timber Design Parameters Parameter name referred to in AITC 1994 code document Name used in STAAD Default value and units if applicable Description SRC SRC 1.0 Slenderness ratio of Com pression mem ber SRT SRT 1.
Section 4 4-9 Example for Dimensional lumber: STAAD PLANE EXAMPLE FOR DIMENSIONAL LUMBER UNIT FEET POUND JOINT COORDINATES 1 0 0 0; 2 6 0 0; 3 12 0 0; 4 18 0 0; 5 24 0 0; 6 6 3 0; 7 12 6 0; 8 18 3 0; .
Timber Design Section 4 4-10 7 START MP 0.99 SUPPORTS 1 PINNED 5 FIXED BUT FX MZ UNIT FEET POUND LOAD 1 DEAD+LIVE LOAD SELFWEIGHT Y -1 MEMBER LOAD 1 TO 4 UNI GY -30 5 TO 8 UNI GY -40 LOAD 2 SNOW LOAD MEMBER LOAD 5 TO 8 UNI GY -50 LOAD 3 WIND LOAD MEMBER LOAD 5 6 UNI Y -30 7 8 UNI Y 25 LOAD COMB 11 D+L+SNOW 1 1.
Section 4 4-11 Example for Glulaminated lumber: STAAD PLANE EXAMPLE FOR GLULAM DESIGN INPUT WIDTH 79 UNIT FEET KIP JOINT COORDINATES 1 0 0 0; 2 12 0 0; 3 24 0 0; 4 36 0 0; 5 0 12 0; 6 6 10 0; 7 18 6 0.
Timber Design Section 4 4-12 MEMBER LOAD 1 TO 3 UNI GY -100 4 TO 7 UNI GY -100 LOAD COMB 3 1 1.0 2 1.0 PERFORM ANALYSIS PRINT STATICS CHECK PARAMETER CODE AITC CMT 1 ALL RATIO 0.9 ALL CHECK CODE ALL FINISH 1985 AITC code implementation STAAD’s Timber design m odule per the 1985 AITC code (Timber Construction Manual , 3rd.
Section 4 4-13 iii) Form Factor iv) Lateral stability of Beams and Colu m ns v) Moisture Content Fact or vi) Temperature and Curvature factors. The allowable stresses for bending, tensi on, compression, shear and Moduli of elasticitie s are modified accordingly .
Timber Design Section 4 4-14 FVZ, FVY Allowable horizontal shear stresses. VZ, VY Shear in local Z and local Y direction. ZD, YD Depth of section in local Z and Y axis. EZ, EY Minim um eccentricity along Z and Y axis. CFZ, CFY CFZ and CFY are values of the size factors in the Z- axis and Y-axis respectively.
Section 4 4-15 b) When CF >= 1.00, the effect of CF and CL are cumulative FBZ is taken as FBZ x CFZ x CLZ FBY is taken as FBY x CFY x CLY Min. Eccentricity: The program checks against mi n. eccentricity in following cases: a) The member is a FRAME m ember and not a truss member and under compression.
Timber Design Section 4 4-16 4.3 Input Specification A typical set of i nput comm ands for STAAD TIMBER DESIGN is listed below: UNIT KIP INCH PARAMETER CODE TIMBER GLULAM 1:16F-V3-DF/DF MEMB 1 TO 14 GLULAM 1:24F-V5-SP/SP MEMB 15 TO 31 GLULAM 20F-V1-DF/WW MEMB 32 TO 41 LAMIN 1.
Section 4 4-17 Glued Laminated Ti mber. The st ructural members are to be specified in the following manner: Table - 1 Members : Table No. Lamination) GLULAM 1 : 16F-V3-DF/DF Combination Species Symbol (Outer/core Table - 2 Members : Table No. GLULAM 2 : 3 - DF Combination Species No.
Timber Design Section 4 4-18 4.5 Orientation of Lamination Laminations are al ways assumed to li e along the local Z-plane of the member. The user m ay pleas e note that in the MEMBER PROPERTIES section, YD always represent s the depth of the section across the grain and ZD represents the widt h along the grain.
Section 4 4-19 Table 4.2 - AITC 1985 Timber Design Parameters Parameter Default Description Name Value LZ Length of the Member(L) Effective length of the column in z-axis. LY -DO- Same as above in y-axis. LUZ 1.92*L Unsupported effective length for beam in z.
Timber Design Section 4 4-20 SAMPLE OUTPUT RESULTS STAAD CODE CHECKING - (AITC) *********************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 2 PR 8.
Section 4 4-21 Output Results and Parameters Explained For CODE CHECKING and/or ME MBER SELECTION the output results are printed as sho wn in the previous section. Th e item s are explained as follows: a) MEMBER refers to the m ember num ber for which the design is performed.
Timber Design Section 4 4-22 h) LOCATION specifies the actual distance from the start of the mem ber to the section where design forces govern in case BEAM comm and or SECTION comm and is specified. OUTPUT parameters that appear within the box are explained as follows: a) MEMB refers to the sam e mem b er num ber for which the design is performed.
5-1 STAAD Commands and Input Instructions Section 5 This section of the m anual describes in detail various comm ands and related instructions for ST AAD.
STAAD Comm ands and Input Instructions Section 5 5-2 Input Instructions 5.1 Command Language Conventions This section describes the com mand language used in STAAD. First, the various elem ents of the language are discussed and then the comm and format is described in detail.
Section 5 5-3 5.1.1 Elements of The Commands a) Integer Numbers: Integer numbers are whole numbers written without a decim al point. These numbers are designated as i 1 , i 2 , etc., and should not contain any decimal poi nt. Negative signs (-) are permitted in front of these numbers.
STAAD Comm ands and Input Instructions Section 5 5-4 d) Repetitive Data: Repetitiv e numerical data m ay b e provided in some (but not all) input tabl es such as joint coordinates by using the following form at: n*f where n = num ber of times data has to be repeated f = numeric data , integer and floating poi nt Example JOINT COORDINATES 1 3*0.
Section 5 5-5 5.1.2 Command Formats a) Free-Format Input: All input to STAAD is in free-form at style. Input data items should be separated by blank spaces (not comm as) from the other input data ite ms. Quotati on marks are never needed to separate any alphabetic words such as data, commands or titles.
STAAD Comm ands and Input Instructions Section 5 5-6 Example ⎧ XY ⎫ ⎨ YZ ⎬ ⎩ XZ ⎭ In the above example, the user m ust make a choice of XY or YZ or XZ. Example * ⎧ FX ⎫ ⎨ FY ⎬ ⎩ FZ ⎭ Here the user can choose one or all of the list ing (FX, FY and FZ) in any order.
Section 5 5-7 One restriction is that a semicol on can not separate consecutive comma nds. They must appear on separate lines. Example MEMBER INCIDENCES 1 1 2; 2 2 3; 3 3 4 etc. Possible Error: PRINT FORCES; PRINT STRESSES In the above case, only the PRINT FORCE S comma nd is processed and the PRINT STRESSES comm and is ignored.
STAAD Comm ands and Input Instructions Section 5 5-8 parallel to the global d i rection specified. Note th at this is not applicable to JOINTs or ELEMENTs. ALL, BEAM, PLATE, SOLID . Do not use these unless the documentati on for a comm and specifically m entions them as available for that comma nd.
Section 5 5-9 General format: ⎧ XR ANGE ⎫ ⎨ YR ANGE ⎬ f 1 , f 2 ⎩ ZR ANGE ⎭ where, XRANGE, YRANGE, ZRANGE = directi on of range (parallel to global X, Y, Z directions respectively) f1, f2 = values (in current unit sy stem) that defines the specified range.
STAAD Comm ands and Input Instructions Section 5 5-10 STAAD Commands 5.2 Problem Initiation And Title Purpose This comma nd initiates the STAAD run, allows the user to specify the type of the structu re and an optional title.
Section 5 5-11 Notes 1) The user should be careful about choosing the ty pe of the structure. The choice is dependent on the vari ous degrees of freedom that need to be cons idered in the analysis. The following figure illu strates the degrees of freedoms considered in the various type specificat ions.
STAAD Comm ands and Input Instructions Section 5 5-12 5.3 Unit Specification Purpose This comm and allows the user to specify or change length and force units for input and out put.
Section 5 5-13 specification preceding that da ta. Also, the input unit for angles is always degrees. However, t he output unit for joint rotations (in joint displacement) is radians.
STAAD Comm ands and Input Instructions Section 5 5-14 5.4 Input/Output Width Specification Purpose These comma nds may be used to sp ecify the width(s) of the lines of output file(s). General format: ⎧ INP UT ⎫ ⎨ ⎬ WID TH i 1 ⎩ OUT PUT ⎭ For OUTPUT WIDTH, i 1 = 72 or 118 depending on narrow or wide output.
Section 5 5-15 5.5 Set Command Specification Purpose This comm and allows the user to set various general specifications for the analysis/design run. General format: ⎧ NL i 1 ⎫ ⎪ DIS PLACEMENT i.
STAAD Comm ands and Input Instructions Section 5 5-16 Description The SET NL command is used in a multiple analysis run if the user wants to add more primary load cases after one analysis has been performed.
Section 5 5-17 Notes for SET Z UP The SET Z UP Comma nd directly in fluences the values of the following inpu t: 1) JOINT COORDINATE 2) Input for the PERFORM R OTATION Comm and 3) BETA ANGLE The following features of STAAD cannot be used wit h the SET Z UP comman d: 1.
STAAD Comm ands and Input Instructions Section 5 5-18 The SET PRINT 1 command is for eliminating the Zero Stiffness messages. The SET SHEAR command is for omitting the additional p ure shear distortion stiffness t erms in form ing beam member stiffnesses.
Section 5 5-19 5.6 Separator Command Purpose This comm and may be used to specify the desired separator character that can be used to separate m u ltiple lines of data on a single line of input. General format: SEP ARATOR a 1 Description The semicolon (;) is the default character which functions as the separator for multiple line data on one lin e.
STAAD Comm ands and Input Instructions Section 5 5-20 5.7 Page New Command Purpose This comm and may be used to inst ruct the program to start a new page of output. General format: PAG E NEW Description With this comm and, a new page of output can be started.
Section 5 5-21 5.8 Page Length/Eject Command Purpose These comm ands may be used to speci fy the page length of the output and the desired page eject character. General format: ⎧ LEN GTH i ⎫ PAG E ⎨ ⎬ ⎩ EJE CT a 1 ⎭ The page length in STAAD output is based on a default value of 60 lines .
STAAD Comm ands and Input Instructions Section 5 5-22 5.9 Ignore Specifications Purpose This command allows the user to provide member lists in a convenient way without triggering error me ssages pertaining to non-existent m ember numbers.
Section 5 5-23 5.10 No Design Specification Purpose This comm and allows the user to declare that no design operations will be performed during the run.
STAAD Comm ands and Input Instructions Section 5 5-24 5.11 Joint Coordinates Specification Purpose These comma nds allow the user to specify and generate the coordinates of the JOINTs of the structure. The JOINT COORDINATES command initiates the specification of the coordinates.
Section 5 5-25 JTORIG causes the program to use a di fferent origin than (0, 0, 0) for all of the jo ints entered with this JOINT COORDINATES comm and. It is useful in instan ces such as when the center of cylinder is not at (0, 0, 0) but at a different point in space.
STAAD Comm ands and Input Instructions Section 5 5-26 * i 1 = The joint num ber for which the coordinates are provided. An y integer number within the limit (see section 5.2 for limit) is permitted. x 1 , y 1 and z 1 = X, Y & Z (R, θ & Z for cylindrical or R, Y & θ for cylindrical reverse) coordinat es of the joint.
Section 5 5-27 spaced from 3 to 6. Hence, joint 4 will have coordinates of 20.25 0. 0 8.5 and joint 5 will have co ordinates of 35.25 0. 0 8.5. Example 2 JOINT COORDINATES 1 0.0 0.0 0.0 4 45 0.0 0.0 REPEAT 4 0.0 0.0 15.0 REPEAT ALL 10 0.0 10.0 0.0 Here, the 220 joint coordinates of a te n story 3 X 4-bay structure are generated.
STAAD Comm ands and Input Instructions Section 5 5-28 The following examples illustrate various uses o f the REPEAT co mmand . REPEAT 10 5. 10. 5. The above REPEAT comma nd will repeat the last input line 10 times using the same set of increments (i.e.
Section 5 5-29 5.12 Member Incidences Specification Purpose This set of comm ands is used to specify MEMBERs by defi ning connectivity between JOINTs. REPEAT and REPEAT ALL commands are available to facilitate generation of rep etitive patterns.
STAAD Comm ands and Input Instructions Section 5 5-30 Note: Use “REPEAT ALL 0”, to start a set of members that will be repeated if you don’t want to repeat back to the last REPEAT ALL. The following data are used for m ember generation only: i 4 = Second member number to which m embers will be generated.
Section 5 5-31 This example creat es the 510 mem b ers of a t en story 3 X 4-bay structure (this is a cont inuation of the exam ple started in Section 5.12). The first input line creat es the twenty colum ns of the first floor: 1 1 21 ; 2 2 22 ; 3 3 23 ; .
STAAD Comm ands and Input Instructions Section 5 5-32 Notes The PRINT MEMBER INFO com mand may be used to verify t h e mem ber incidences provided or generated by R EPEAT and REPEAT ALL comma nds. Also, use the Post Processing facility to verify geom etry graphically.
Section 5 5-33 5.13 Elements and Surfaces This section describes the com mands used to specify: a. Plate and Shell elements (see section 5.13.1). b. Solid elements (see section 5.
STAAD Comm ands and Input Instructions Section 5 5-34 5.13.1 Plate and Shell Element Incidence Specification Purpose This set of comma nds is used to specify ELEMEN Ts by defining the connectivity between JOINTs. REPEAT and REPEAT ALL commands are available to facilitate generation of rep etitive patterns.
Section 5 5-35 i 1 = Elem ent number (any num ber up to six digits). If MEMBER INCIDENC E is provided, this num ber must not coincide with any M EMBER num ber. i 2 ...i 5 = Clockwis e or counterclockwise joint num bers which represent the element connectivity.
STAAD Comm ands and Input Instructions Section 5 5-36 5.13.2 Solid Element Incidences Specification Purpose 4 through 8 noded elements, al so known as solid element s, are described using the comm ands described below. Technical information on these elements is available in section 1.
Section 5 5-37 Specify the four nodes of any of the faces of the solid element in a counter-clockwise direction as vi ewed from the outside of t h e element and then go to the oppos ite face and specify the four nodes of that face in the same di rection used in specifying the nodes of the first face.
STAAD Comm ands and Input Instructions Section 5 5-38 5.13.3 Surface Entities Specification Purpose In order to facilitate rapid modeling of com plex walls and slabs, a type of entity called Surfac e is available. At the modeling lev el, it corresponds to the entire structural part , such as a wall, floor slab or bridge d eck.
Section 5 5-39 General Format: SET DIVISION m SUR FACE INC IDENCE n1, ..., ni SUR FACE s DIV ISION sd1, ..., sdj - RECO PENING x1 y1 z1 x2 y 2 z2 x3 y3 z3 x4 y4 z4 DIV ISION od1, ..., odk where : m - num ber of segments to be generated between each pair of adjacent nodes n1, .
STAAD Comm ands and Input Instructions Section 5 5-40 surface boundaries provided the nodes are collinear on edges they belong to. In addition, th e user specifies the number of edge divisions that will be the basis fo r m esh gen eration. A single comm and per wall is used for this purpose.
Section 5 5-41 SURFACE INCIDENCES comma nd start the specifications of the elements. SUR 1 and SUR 2 comm ands define Surface elements No. 1 and 2 wi th default boundary divisi ons and no openings. SUR 3 comm and defines Surface No. 3 with non-default edge divisions and one opening.
STAAD Comm ands and Input Instructions Section 5 5-42 5.14 Element Mesh Generation Purpose This set of commands is used to generate finite element meshes. The procedure involves the definiti on of super-elements, which are subsequently divided int o smaller elem ents.
Section 5 5-43 General Format: DEF INE MES H ⎧ CYL ⎫ A x i y i z i ( ⎨ ⎬ (x o ,y o ,z o )) i . . . ⎩ RCY L ⎭ A j x j y j z j ⎧ ( QUA DRILATERAL) ⎫ GEN ERATE ELE MENT ⎨ ⎬ ⎩ TRI ANGULAR ⎭ MES H A i A j ..... n 1 (n 2 ) MES H A m A n .
STAAD Comm ands and Input Instructions Section 5 5-44 Limits There is a lim it of 21 Mesh com mands. Up to 33000 joints may be generated and up to 67000 elem ents. Total num ber of joints in the model after this comm and is completed may not exceed 100,000.
Section 5 5-45 4. This comm and must be used after the MEMBER INCIDENCE & ELEMENT INCIDENCE section and before the MEMBER PROPERTIES & ELEMENT PROPERTIES section. The elements that are created internally ar e numbered sequentia lly with an increment of one start ing from the la st mem ber/element number plus one.
STAAD Comm ands and Input Instructions Section 5 5-46 7. Element incidences of t he generated sub-elements m ay be obtained by providing the comm and 'PRI NT ELEMENT INFORMATION' after the 'MESH.
Section 5 5-47 A B C D E F G H Figure 5.4 STAAD SPACE TANK STRUCTURE WITH * MESH GENERATION UNIT . . . DEFINE MESH A 0 0 0 ; B 0 20 0 ; C 20 20 0 D 20 0 0 ; E 0 0 -20 ; F 0 20 -20 G 20 20 -20 ; H 20.
STAAD Comm ands and Input Instructions Section 5 5-48 5.15 Redefinition of Joint and Member Numbers Purpose This comm and may be used to redefine JOINT and MEMBER numbers.
Section 5 5-49 Joints with Y coordinates rang i ng from 9.99 to 10 meters will have a new number starting from 101. Colum ns will be renumbered starti ng with the new number 901. Note Meaningful respecificati on of JOINT and MEMBER num bers may significantly improve ease of in terpretation of results.
STAAD Comm ands and Input Instructions Section 5 5-50 5.16 Listing of entities (Members / Elements / Joints, etc.) by Specification of GROUPS This comma nd allows the user to specify a group of entities such as joints, mem bers, plate & solid elements and save the information usi ng a 'group-name' .
Section 5 5-51 END GROUP DEFINITION where, group-name = an alphanumeric name specified by the user to identify the group. The group-nam e must start with the '_' (underscore) character and is limit ed to 24 characters. mem ber-list = the list of members/el ements/sol ids belonging to the group.
STAAD Comm ands and Input Instructions Section 5 5-52 suffice, and that is for defi ning panels during a FLOOR LOAD assignment. In section 5.32.4 of this m anual, as explained under the topic “Applying floor load on m embers grouped under a FLOOR GROUP name”, a panel has to be speci fied using a FLOOR GROUP, not a MEMBER GR OUP.
Section 5 5-53 5.17 Rotation of Structure Geometry Purpose This command may be used to rotate the currently defined joint coordinates (and the attached m embers/elements) about t he global axes.
STAAD Comm ands and Input Instructions Section 5 5-54 5.18 Inactive/Delete Specification Purpose This set of comm ands may be used to tem porarily INACTIVATE or permanently DELETE specifi ed JOINTs or MEMBERs.
Section 5 5-55 place. For example, such joints ma y have been generated for ease of input of joint coordinate s and were intended to be deleted. Hence, if a DELETE MEMBER comma nd is used, a DELETE JOINT comm and should not be used. c) The DELETE MEMBER command is applicable for deletion of mem bers as well as elements.
STAAD Comm ands and Input Instructions Section 5 5-56 5.19 User Steel Table Specification Purpose STAAD allows the user to create and use customized Steel Section Table (s) for Property specificat ion, Code checking and Mem ber Selection. This set of com mands ma y be used to create the table(s) and provide necessary data.
Section 5 5-57 section-name = Any user designated section name, use 1 t o 12 characters. First thr ee characters of Pipes and Tubes must be PIP and TUB respecti vely. Only alphanumeric characters and digits are allowed for defining section nam es. (Blank spaces, asterisks, question marks, colon, semi-colon etc.
STAAD Comm ands and Input Instructions Section 5 5-58 5) TF = Thickness of flange 6) IZ = Moment of i nertia about local z-axis (usual ly strong axis) 7) IY = Moment of i nertia about local y-axi s 8) IX = Torsional constant 9) AY = Shear area in local y-axis .
Section 5 5-59 Double Angle 1) D, 2) WF, 3) TF, 4) SP, 5) IZ, 6) IY, 7) IX, 8) CY, 9) AY, 10) AZ WF Y Z SP CY Figure 5.7 Tee 1) AX, 2) D, 3) WF, 4) TF, 5) TW, 6) IZ, 7) IY, 8) IX, 9) CY, 10) AY, 11) AZ Z Y CY Figure 5.
STAAD Comm ands and Input Instructions Section 5 5-60 Tube 1) AX, 2 ) D, 3) WF, 4) TF, 5) IZ, 6) IY, 7) IX, 8) AY, 9) AZ General The following cross-sectional propert ies should be used for this section-type. This facility allows th e user to specify a built-up or unconventional steel secti on.
Section 5 5-61 Isection This section type m ay be used to specify a generalized I-shaped section. The cross-sectional properti es required are listed below. This facility can be utilized to specify tapered I-shapes. 1) DWW = Depth of section at start node.
STAAD Comm ands and Input Instructions Section 5 5-62 NOTES: 1) DWW should never be less than DWW1. The user should provide the mem ber incidences accordingly. 2) The user is allowed the followi ng options for the values AYF, AZF and XIF. a) If positive values are prov ided, they are used directly by the program.
Section 5 5-63 Example START USER TABLE TABLE 1 UNIT . . . WIDE FLANGE W14X30 8.85 13.84 .27 6.73 .385 291. 19.6 .38 0 0 W21X50 14.7 20.83 .38 6.53 .535 984 24.9 1.14 7.92 0 W14X109 32. 14.32 .525 14.605 .86 1240 447 7.12 7.52 0 TABLE 2 UNIT . . . ANGLES L25255 2.
STAAD Comm ands and Input Instructions Section 5 5-64 UNIT . . . WIDE FLANGE W14X30 8.85 13.84 .27 6.73 .385 291. 19.6 .38 0 0 W21X50 14.7 20.83 .38 6.53 .535 984 24.9 1.14 7.92 0 W14X109 32. 14.32 0.525 14.605 .86 1240 447 7.12 7.52 0 and the file TFILE2 will contain : UNIT .
Section 5 5-65 5.20 Member Property Specification Purpose This set of comm ands may be used for specification of secti on properties for frame m embers. The options for assigning propertie s come under 2 broad categories: • Those which are specified from built-in pr operty tables supplied with the program , such as for steel, aluminum and timber.
STAAD Comm ands and Input Instructions Section 5 5-66 The MEMBER PROPERTY command may be extended to multiple lines by ending all lines but the last with a space and hyphen (-).
Section 5 5-67 The MEMBER PROPERTY command may be extended to multiple lines by ending all lines but the last with a space and hyphen (-). 2. General format for cold formed steel: ⎪ BUT LER ⎪ ⎪ .
STAAD Comm ands and Input Instructions Section 5 5-68 4. General format for Aluminum: MEM BER PRO PERTIES ALU MINUM member-list TA BLE ST section-name-in-table The section on alum inum design in t he International Codes m anual contain informat ion on the section ty pes which can be assigned for the aluminum table in the above list.
Section 5 5-69 5.20.1 Type Specs and Additional Specs for assigning properties from Steel Tables Purpose The following comm ands are used for specifying section properties from built-in steel table(s). General format: type-spec . table-name additional-spec.
STAAD Comm ands and Input Instructions Section 5 5-70 also. For details on specify ing s ections from the Am erican steel tables, see Section 2.2.1 of this manual.
Section 5 5-71 Notes All values f 1-9 must be supplied in current units. Some im portant points to note in the case of the composit e section are: 1. The 'CM' param eter can be assigne d to I-shaped sections only.
STAAD Comm ands and Input Instructions Section 5 5-72 Not all I shaped sections have a corresponding T. Thi s may be inferred by going through the secti on libraries of individual countries and organizations. In such cases, if a user were to specify such a T section, the p rogram will term in ate with the message that the secti on does not exist.
Section 5 5-73 5.20.2 Prismatic Property Specification Purpose The following comm ands are used to specify section properties for prismatic cross-sections.
STAAD Comm ands and Input Instructions Section 5 5-74 YD f 7 = Depth of the mem ber in local y direction. (Diameter of section for circular m embers) ZD f 8 = Depth of the mem ber in local z direction. If ZD is not provided an d YD is provided, the section will be assumed to be circular.
Section 5 5-75 5.20.2.1 Prismatic Tapered Tube Property Specification Purpose The following comm ands are used to specify section properties for prismati c tapered tube cross-sections. For t he property types shown below, additional inform ation can be obtained from Table 2.
STAAD Comm ands and Input Instructions Section 5 5-76 D t HEXAGONAL (6 SIDES) t OCTAGONAL (8 SIDES) D t DODECAGONAL (12 SIDES) D t HEXDECAGONAL (16 SIDES) t D ROUND t D Figure 5.
Section 5 5-77 5.20.3 Tapered Member Specification Purpose The following comm ands are used to specify section properties for tapered I-shapes. General format: argument-list = f 1 f 2 f 3 f 4 f 5 (f 6 f 7 ) where, f 1 = Depth of section at start node.
STAAD Comm ands and Input Instructions Section 5 5-78 5.20.4 Property Specification from User Provided Table Purpose The following comm ands are used to specify section properties from a previously created USER-PROVIDED STEEL TABLE.
Section 5 5-79 5.20.5 Assign Profile Specification Purpose The ASSIGN comm and may be used to i nstruct the program to assign a suitable steel section to a frame m ember based on the profile-spec shown below. General format: ⎧ BEA M ⎫ ⎪ COL UMN ⎪ profile-spec = ⎨ ⎬ See Section 1.
STAAD Comm ands and Input Instructions Section 5 5-80 5.20.6 Examples of Member Property Specification This section illustrates the vario us options available for MEMBER PROPERTY specification Example UNIT . . . MEMBER PROPERTIES 1 TO 5 TABLE ST W8X31 9 10 TABLE LD L40304 SP 0.
Section 5 5-81 Member 56 is a wideflange W12X26 with a 4.0 unit wide cover plate of 0.3 units of thic kness at the top. Mem ber 57 is a composite section with a concrete slab of 5.0 uni ts of thickness at the top of a wide flange W14X34. The compressive strength of t he concrete in the slab is 3.
STAAD Comm ands and Input Instructions Section 5 5-82 5.20.7 Composite Decks As explained in section 1.7.7 of thi s manual, a com posite deck generation facility is now built into the program. The command syntax for defining the deck wit hin the STAAD input file i s as shown below.
Section 5 5-83 and is limited to 23 characters. This name must not be the sam e as any group name. mem ber-list = the list of members belongi ng to the deck. TO, BY, ALL, and BEAM are permitted. ALL means all mem bers in structure; BEAM means all beams.
STAAD Comm ands and Input Instructions Section 5 5-84 The following parameter m ay be specified by member list. They only apply to t he composite m embers listed above. f 13 = concrete width for each composite mem ber listed. cw-member-list = the list of composite mem bers in this deck that have this width .
Section 5 5-85 Example START DECK DEFINITION _DECK DEC-1 PERIPHERY 4 16 40 18 38 56 50 49 DIRECTION 0.000000 0.000000 -1.000000 COMPOSITE 41 7 4 38 OUTER 7 8 31 30 VENDOR USSTEEL DIA 0.700 HGT 2.75 CT 11.0 FC 3.1 RBW 2.6 RBH 0.1 CMP 1.0 SHR 1 CD 0.0000870 CW 123.
STAAD Comm ands and Input Instructions Section 5 5-86 5.20.8 Curved Member Specification Purpose The following comma nds are used to specify that a member is curved. The curve must be a segm ent of a circle and the internal angle subtended by the arc m ust be less than 180 degrees.
Section 5 5-87 ASME Boiler and Pressure Ve ssel Code, Section III, NB- 3687.2, 1971, for Class I components i s used to calculate the flexibility reduction facto r. Set p = 0 or omit for this flexibility increase calculatio n to occur with internal pressure equ al to zero.
STAAD Comm ands and Input Instructions Section 5 5-88 Notes: 1) The input for defining the curved mem ber involves 2 steps. The first is the mem b er incidence, which is the sam e as that for a straight line mem ber.
Section 5 5-89 End Node Start Node Gamma = 180° End Node X Gamma = 0° Start Node X Start Node X End Node Start Node Gamma = 180° Y X End Node Gamma = 0° Y Y Y Gamma angle for various configurations of the circular arc lying in the global XY p la ne Figure 5.
STAAD Comm ands and Input Instructions Section 5 5-90 End Node Gamma = 180° Start Node X Start Node Gamma = 180° End Node X X Gamma = 0° Start Node End Node X Start Node End Node Gamma = 0° YY Y YY Gamma angle for various configurations of the circular arc lying in the global XY p la ne Figure 5.
Section 5 5-91 Gamma = 180° Gamma = 0° Gamma = 180° Gamma = 0° End Node Z Start Node Y End Node Y Z End Node Start Node Z Z Start Node Start Node YY End Node Gamma angle for various configurations of the circular arc lying in the global YZ plane Figure 5.
STAAD Comm ands and Input Instructions Section 5 5-92 Start Node Z Gamma = 180° Y End Node Z Gamma = 0° Start Node Y End Node Gamma = 180° End Node Z Gamma = 0° Y End Node Start Node Z Start Node Y Y Gamma angle for various configurations of the circular arc lying in the global YZ plane Figure 5.
Section 5 5-93 Z X Start Node End Node Gamma = +90° X End Node Z Start Node Gamma = -90° Z Start Node Gamma = +90° End Node X X End Node Z Start Node Gamma = -90° Gamma angle for various configurations of the circular arc lying in the global XZ p lan e Figure 5.
STAAD Comm ands and Input Instructions Section 5 5-94 End Node Z Z Start Node Gamma = -90° End Node X Gamma = +90° Start Node X Start Node X End Node Z Start Node Gamma = -90° Z X End Node Gamma = +90° Gamma angle for various configurations of the circular arc lying in the global XZ p lan e Figure 5.
Section 5 5-95 Sign convention for joint displacements The displacements of the nodes of the curved m ember are along the global axis system just as in the case of straight mem bers. Sign convention for member end forces The mem ber end forces for curved members are quite similar to that for straight mem bers.
STAAD Comm ands and Input Instructions Section 5 5-96 Example staad space unit kip feet joint coord cyl rev erse 1 150 0 0 13 150 0 90 repeat 1 30 0 0 repeat all 1 0 15 0 memb inci 1 1 27 26 101 27 28.
Section 5 5-97 Notes 1. The radius should be in current units. 2. Certain attributes like releases, TENSION/COMPRESSION flags, and several mem ber load types are currently not available.
STAAD Comm ands and Input Instructions Section 5 5-98 5.20.9 Applying Fireproofing on members STAAD.Pro now includes a method to autom atically consider the weight of fireproofi ng material applied to structural steel. Two types of fireproofing configur ations are currently supported.
Section 5 5-99 BFP - BLOCK FIREPROOFING T T T T T T T T T Figure 5.14 Contour Fireproofing (CFP): In this configuration, the fire-p rotection material form s a coating around the steel section as shown in the next figure. The area of fireproofing material (A fp ) for this case is calculated in the following manner.
STAAD Comm ands and Input Instructions Section 5 5-100 B f is the flange width D the overall depth of the steel section T is the thickness of the fireproofing material beyond the outer edges of the cross section as shown in the next figure.
Section 5 5-101 Command Syntax MEMBER FIREPROOFING Member-list FIRE ⎭ ⎬ ⎫ ⎩ ⎨ ⎧ CFP BFP THI CKNESS f1 DEN SITY f2 where, f1 = thickness (T in the figures above) in length units f2 = densit.
STAAD Comm ands and Input Instructions Section 5 5-102 UNIT KIP FT LOADING 1 DEADWEIGHT OF STEEL + FIREPROOFING SELF Y -1.0 LOAD 2 LIVE MEMBER LOAD 2 UNI GY -0.
Section 5 5-103 5.21 Element / Surface Property Specification General Individual plate elements, and the Surface elem ent need to have their thickness specified before th e analysis can be performed. The comm ands for specifying this info rmation are explained in this section.
STAAD Comm ands and Input Instructions Section 5 5-104 5.21.1 Element Property Specification Purpose This set of comm ands may be used to specify properties of plate finite elements. General Format: ELE MENT PRO PERTY element-list THI CKNESS f 1 (f 2 , f 3 , f 4 ) f 1 = Thickness of the element.
Section 5 5-105 5.21.2 Surface Property Specification Purpose This set of comm ands may be used to specify properties of surface entities. General Format: SUR FACE PRO PERTY surface-list THI CKNESS t t = Thickness of the surface element, in current units.
STAAD Comm ands and Input Instructions Section 5 5-106 5.22 Member/Element Releases STAAD allows specification of releas es of degrees of freedom for frame m embers and plate elemen ts. Section 5.22.1 describes MEMBER release options and S ection 5.22.
Section 5 5-107 5.22.1 Member Release Specification Purpose This set of comm ands may be used to fully release specific degrees of freedom at the ends of fram e members. They m ay also be used to describe a mode of attachm ent where the member end is connected to the joint for specifi c degrees of freedom through the means of springs .
STAAD Comm ands and Input Instructions Section 5 5-108 For mem bers 1, 10, 11 and 13 to 18, the moment about the local Z axis is released at their end join t. Also, the mem bers are attached to their END joint about their local x axis through a mom ent- spring whose stiffness is 200.
Section 5 5-109 The above RELEASE comm and will apply a factor of 0.75 on the mom ent related stiffness coe fficients at START of mem bers 15 to 25. Notes Member releases are a m eans for describing a type of end condition for mem bers when the default condition, namely, fully mom ent and force resistant, is not applicable.
STAAD Comm ands and Input Instructions Section 5 5-110 5.22.2 Element Release Specification Purpose This set of comm ands may be used to release specified degrees of freedoms at the corners of plate finite elem ents.
Section 5 5-111 Notes 1. All releases are in the local axis system. See Figure 1.13 for the various degrees of freedom. Fx and Fy have the sam e sense as Sx and Sy in Figure 1.13. Fz has the same sense as SQx or SQy. Generally, do not over release. The element m u st still behave as a plate after the releases.
STAAD Comm ands and Input Instructions Section 5 5-112 5.22.3 Element Ignore Stiffness Purpose Structural units like glass panels or corrugated sheet roofs are subjected to loads like wind pressu res or snow loads.
Section 5 5-113 5.23 Member Truss/Cable/Tension/Compression Specification A mem ber can have only one of the following specifications: MEMBER TRUSS MEMBER TENSION MEMBER COMPRESSIO N MEMBER RELEASES If multiple specifications are applied to the sam e mem b er, only the last entered will be used (Warnings will be printed).
STAAD Comm ands and Input Instructions Section 5 5-114 5.23.1 Member Truss Specification Purpose This comm and may be used to model a specified set of me mbers as TRU SS me mbers . Description This specification may be used to specify TRUSS type mem bers in a PLANE, SPACE or FLOOR structure.
Section 5 5-115 Notes The TRUSS mem ber has only one degree of freedom - the axial deformation. Note also that Mem b er Releases are not allowed. Selfweight and transverse loads may induce shear/m oment distributions in the mem ber.
STAAD Comm ands and Input Instructions Section 5 5-116 5.23.2 Member Cable Specification Purpose This comm and may be used to model a specified set of me mbers as CAB LE memb ers .
Section 5 5-117 This is a truss mem ber but not a tension-only member unless you also include this mem ber in a MEMBER TENSION input. See section 5.23.3. Note also that Member Re leases are not allowed. The tension is a preload and will not be the final tension in the cable after the deformation due to this preload.
STAAD Comm ands and Input Instructions Section 5 5-118 5.23.3 Member Tension/Compression Specification Purpose This comm and may be used to designate certain mem bers as Tension-only or Compression-only mem bers.
Section 5 5-119 comm and must be used to convey to STAAD that multiple analyses and multiple structural conditions are involved. For NON-LINEAR CABLE ANALYSIS : This comm and is unnecessary and ignored. Cables are autom atically assumed to be partially to fully tension only (exc ept that there should always be selfweight) without this comm and.
STAAD Comm ands and Input Instructions Section 5 5-120 2) A mem b er declared as a TENSION only m ember or a COMPRESSION only mem ber will carry axial forces only.
Section 5 5-121 … LOAD 2 … LOAD 3 … LOAD 4 … LOAD 5 REPEAT LOAD … PERFORM ANALYSIS CHANGE LOAD LIST ALL PRINT … PRINT … PARAMETER … CHECK CODE … FINISH MEMBER TENSION 0 This comm and.
STAAD Comm ands and Input Instructions Section 5 5-122 convergence may not be possible usi ng this procedure, do not set the limit too high. c) The principle used in the analysis is the following. • The program reads the list of mem bers declared as MEMBER TENSION and/or COMPRESSION.
Section 5 5-123 5.24 Element Plane Stress and Inplane Rotation Specifications Purpose These comm ands allow the user to model the following conditions on plate elements a) PLANE STRESS condition b) In-plane rotation stiffness refo rmulated to be rigid or to be zero.
STAAD Comm ands and Input Instructions Section 5 5-124 element form ulation normally includes this important action automatically. However, it m ay be noted that some element formulations ignore this action by default. The user m ay utilize this option to compare STAAD resu lts with solutions from these programs.
Section 5 5-125 5.25 Member Offset Specification Purpose This comm and may be used to rigidly offset a frame m ember end from a joint to model the offset conditions existing at the ends of fr ame memb ers .
STAAD Comm ands and Input Instructions Section 5 5-126 wp in the diagram refers to the location of the centroid of the starting or ending point of the mem ber. LOCAL is an optional parameter, if not entered then f 1 , f 2 , f 3 are assumed to be in global.
Section 5 5-127 5.26 Specifying and Assigning Material Constants Purpose Material constants are attributes like Modulus of Elasticity and Density which are required for operations like generating the stiffness matrix, com puting selfweight, and for steel and concrete design.
STAAD Comm ands and Input Instructions Section 5 5-128 b. Assign material attributes e xplicitly by specifying the individual constants as expl ained in section 5.26.2. CONSTANTS E ... POISSON .. Section 5.26.3 explains the comm ands required to assign material data to Surface elements.
Section 5 5-129 5.26.1 The Define Material Command Purpose This comm and may be used to specify the material properties by material nam e. Then assign the members and elements to this mate ria l name in t he CO NSTA NTS comman d.
STAAD Comm ands and Input Instructions Section 5 5-130 plates or when Poisson cannot be computed from G. DENSITY specifies weight density. ALPHA Co-efficient of therma l expansion. DAMPING or CDAMP Damping ratio to be used in com puting the modal damping by the com posite damping method.
Section 5 5-131 5.26.2 Specifying CONSTANTS for members, plate elements and solid elements Purpose This comm and may be used to specify the m aterial properties (Moduli of Elasticity and Shea r, Poisson's ratio, Density, Coefficient of linear expansion, and material dam ping) of the mem b ers and elem ents.
STAAD Comm ands and Input Instructions Section 5 5-132 E specifies Young's Modulus. This value m ust be provided before the POISSON for each mem ber/element in the Constants list. G specifies Shear Modulus. Enter only for beams & plates and when Poiss on would not be 0.
Section 5 5-133 next page.] The 'RANGLE' option rotates the section through an angle e qual to (180 - "alpha"). Both options will work the same way for equal angles. For unequal angles, the right option must be used based on the required orientation.
STAAD Comm ands and Input Instructions Section 5 5-134 Global X Local Z as well as Global Z Global X Global Z Local Y Local Z Orientation of a column ( vertical member ) corresponding to BETA = AN GL .
Section 5 5-135 f 1 Value of the corresponding constants. For E, G, POISSON, DENSITY, ALPHA and CDAMP, built- in material nam es can be entered instead of f 1 . The built-in names are STEEL, CONCRETE & ALUMINUM. Appropriate values will be automatically assigned for the built-in nam es.
STAAD Comm ands and Input Instructions Section 5 5-136 Example DEFINE MATERIAL ISOTROPIC CFSTEEL E 28000. POISSON 0.25 DENSITY 0.3E-3 ALPHA 11.7E-6 DAMP 0.
Section 5 5-137 7) If G and Poisson are both required in the analysis, such as for the stiffness matrix of plate elem ents, and G is specified, but Poisson is not, then, Poiss on is calculated from [(E/2G) – 1]. 8) To obtain a report of the values of these terms used in the analysis, specify the comm and PRINT MATERIAL PROPERTIES.
STAAD Comm ands and Input Instructions Section 5 5-138 5.26.3 Surface Constants Specification Explained below is the comm and syntax for specifying constants for surface entities.
Section 5 5-139 where f is one of the following, as appropriate: Young’s Modulus (E), Poisson’s Ratio, Modulus of R igidity (G), Weight density, Coefficient of th ermal expansion, all in current units. In lieu of numerical values, built-in m aterial names m ay be used for the above specification of constants.
STAAD Comm ands and Input Instructions Section 5 5-140 5.26.4 Modal Damping Information Purpose To define unique modal dam p ing ratios for every mode. If all modes have the sam e damping, then enter damping with the Define Time History Load or with the Dynam ic Loading commands.
Section 5 5-141 3. Alternatively enter d1, d2, d3, etc. as the damping ratios for each mode. With the Explicit option each value can be preceded by a repetition factor (rf*damp) without spaces. For example: EXPLICIT 0.03 7*0.05 0.04 <= mode 1 dam ping is .
STAAD Comm ands and Input Instructions Section 5 5-142 However they are determined, the α and β term s are entered in the CALC data above. For this example calculate the dam ping ratio at other frequencies to see the varia tion in damping versus frequency.
Section 5 5-143 5.26.5 Composite Damping for Springs Purpose This comm and may be used to desi gnate certain support springs as contributing to the computation of m odal damping by the composite dam p ing m ethod.
STAAD Comm ands and Input Instructions Section 5 5-144 5.26.6 Member Imperfection Information Purpose To define camber and drift specifications for selected m embers.
Section 5 5-145 5.27 Support Specifications STAAD support specifications may be either parallel or inclined to the global axes. Specification of supports parallel to the global axes is described in Section 5.27.1. Specification of inclined supports is described in Section 5.
STAAD Comm ands and Input Instructions Section 5 5-146 5.27.1 Global Support Specification Purpose This set of comm ands may be used to specify the SUPPORT conditions for supports parallel to the global axes.
Section 5 5-147 Description of Pinned and Fixed PINNED support is a support that has translational, but no rotational restraints. In other wo rds, the support has no mom ent carrying capacity. A FIXED support has both translational and rotational restraints.
STAAD Comm ands and Input Instructions Section 5 5-148 Notes 1) Users are urged to refer to Section 5.38 for information on specification of SUPPORTS along with the CHANGE comm and specifications. 2) Spring constants must be provided in the current units.
Section 5 5-149 The above comm and will generate pinned supports for all joints located between nodes No. 3 and 7 along a straight line. This may include joints explicitly defined by the user or joints generated by the program for internal use only (e.
STAAD Comm ands and Input Instructions Section 5 5-150 5.27.2 Inclined Support Specification Purpose These comm ands may be used to sp ecify supports that are inclined with respect to the global axes.
Section 5 5-151 1 2 3 4 X Y 3m 4m 3m Reference point (1, -1, 0) Figure 5.18 Inclined Support Axis System The INCLINED SUPPORT specification is based on the "Inclined Support axis system".
STAAD Comm ands and Input Instructions Section 5 5-152 Notes Inclined support directions are assumed to be sam e as global when computing som e dynamic and UBC intermediate results (e.
Section 5 5-153 5.27.3 Automatic Spring Support Generator for Foundations STAAD has a facility for automatic generation of spring supports to model footings and foundation m ats.
STAAD Comm ands and Input Instructions Section 5 5-154 Do not use this comm and with SET Z UP. The ELASTIC FOOTING option : If you want to specify the influence area of a joint yourself and have STAAD simply multiply the area you specified by th e sub-grade modulus, use the FOOTING option.
Section 5 5-155 Delaunay triangle method used in the ELASTIC M AT option, which is that the contour formed by the nodes of the m at must form a convex hull. The PLATE MAT DIR ALL option : Similar to the Plate Mat except that the spring supports are generated in all 3 directions.
STAAD Comm ands and Input Instructions Section 5 5-156 information on this input form at. The actual spring constant used will be the subgrade modulus (f3 entered above) tim es the influence area (computed by Staad) tim es the s i values entered in the curve (so the curve stiffness values will likely be between 0.
Section 5 5-157 words, the region should have the shape of a convex polygon. The example below explains the method that may be used to get around a situation where a convex polygon is not available. For the model comprised of plate elements 100 to 102 in the figure below, one wishes to generate th e spring supports at nodes 1 to 8.
STAAD Comm ands and Input Instructions Section 5 5-158 5.27.4 Multi-linear Spring Support Specification When soil is modeled as spring s upports, the varying resistance it offers to external loads can be m odeled using this facility, such as when it becomes stiffer as it is com p ressed.
Section 5 5-159 Load-Displacement characteristic s of soil can be represented by a multi-linear curve. Am plitude of this curve will represent the spring characteristic of the soil at different displacement values. A typical spring characteristic of soil may be represented as the step curve as shown in the figure below.
STAAD Comm ands and Input Instructions Section 5 5-160 Figure 5.20 F = Force Units L = Length units Spring constant is always positive or zero..
Section 5 5-161 5.27.5 Spring Tension/Compression Specification Purpose This comm and may be used to desi gnate certain support springs as Tension-only or Compression-only springs.
STAAD Comm ands and Input Instructions Section 5 5-162 direction spring goes slack, the X and Z springs at the same joint are made inactive as well. The procedure for analysis of Tension-only or Com pression-only springs requires iterations for every load case and therefore may be quite involved.
Section 5 5-163 comm and is used. This example is for the SPRING TENSION comm and. Similar rules are applicable for the SPRING COMPRESSION com mand. The dots indicate other input data items.
STAAD Comm ands and Input Instructions Section 5 5-164 … CHECK CODE … FINISH a) See Section 5.5 for explanation of the SET NL comma nd. The number that follows this com mand is an upper bound on the total number of prim ar y load cases in the file.
Section 5 5-165 d) A revised SPRING TENSION / COMPRESSION comm and and its accompanying list of joints may be provided after a CHANGE comm and. If entered, the new SPRING comm ands replace all prior SPRING commands. If not entered after a CHANGE, then the previous spring definitions are used.
STAAD Comm ands and Input Instructions Section 5 5-166 5.28 Master/Slave Specification Purpose This set of comm ands may be used to model specialized linkages (displacement tying, rigid links ) through the specification of MASTER and SLAVE joints. Please read the notes for restrictions.
Section 5 5-167 displacement at the m aster plus the rigid rotation, R SIN θ . Notice that instead of providing a jo int list for the slaved joints, a range of coordinate values (in global system ) may be used. All joints whose coordinates are within the range are assumed to be slaved joints.
STAAD Comm ands and Input Instructions Section 5 5-168 Example - Fully Rigid and Ri gid Floor Diaphragm SLAVE RIGID MASTER 22 JOINT 10 TO 45 SLAVE RIGID MASTER 70 JOINT YR 25.
Section 5 5-169 5.29 Draw Specifications Purpose This comm and has been discontinued in STAAD.Pro. Please use the Graphical User Interface for screen and hard copy graphics.
STAAD Comm ands and Input Instructions Section 5 5-170 5.30 Miscellaneous Settings for Dynamic Analysis When dynamic analy sis such as frequency and mode shape calculation, response spectrum analysis and tim e history analysis is performed, it involves eigenvalue extraction and usage of a certain number of m odes during the analysis process.
Section 5 5-171 5.30.1 Cut-Off Frequency, Mode Shapes or Time Purpose These comm ands are used in conjunction with dynamic analysis. They may be used to specify th e highest frequency or the num ber of mode shapes that need to be considered. General Format: See Section 1.
STAAD Comm ands and Input Instructions Section 5 5-172 meets the convergence tolerance, then the Subspace iteration is done. If the cut off frequency f1 results in fewer modes than i1, then only those frequencies up to the cut off are used. If the cut off frequency would result in more m odes than i1, then only the first i1 modes are used.
Section 5 5-173 5.30.2 Mode Selection Purpose This comm and allows specification of a reduced set of active dynamic m odes. All modes selected by this comm and remain selected until a new MODE SELECT is specified.
STAAD Comm ands and Input Instructions Section 5 5-174 The advantage of this comm and is that one may find the amount of structural response generated from a specific m ode or a set of modes.
Section 5 5-175 5.31 Definition of Load Systems Purpose This section describes the specifications necessa ry for defining various load systems, for autom atic generation of Moving loads, UBC Seismic loads and Wind loads. In addition, this section also describes the specification of Time History load for Time History analysis.
STAAD Comm ands and Input Instructions Section 5 5-176 5.31.1 Definition of Moving Load System Purpose This set of comm ands may be used to define the moving load system. Enter this com mand only once with up to 200 TYPE co mmand s. General format: DEF INE MOV ING LOA D (FIL E file-name) ⎧ LOA D f 1 ,f 2 ,.
Section 5 5-177 Where, j = moving load system type num ber (integer limit of 200 types) n = number of loads (e.g. axles), 2 to 200. f i = value of conc. i th load d i = distance between the (i+1) th load and the i th load in the direction of movem ent w = spacing between loads perpe ndicular to the direction of movem ent.
STAAD Comm ands and Input Instructions Section 5 5-178 7.0 9.0 7.0 80 6.5 90 50 100 Figure 5.21 Several load systems m ay be repeated within the same file. The STAAD moving load generator assum es: 1) All positive loads are acting in the negative global vertical (Y or Z) direction.
Section 5 5-179 reference point z x d2 W d1 x z W d2 d1 reference point Movement parallel to global X axis Movement parallel to global Z axis Figure 5.22 Notice that in the left view, the reference point is on the positive Z wheel track side; whereas in the ri ght view, the reference point is on the least positive X wheel track side.
STAAD Comm ands and Input Instructions Section 5 5-180 Example DEFINE MOVING LOAD TYPE 1 LOAD 10.0 20.0 – 15.0 10.0 DISTANCE 5.0 7.5 – 6.5 WIDTH 6.0 TYPE 2 HS20 0.80 22.0 Example: When data is provided through an external file called MOVLOAD Data in input file UNIT .
Section 5 5-181 5.31.2 Definitions for Static Force Procedures for Seismic Analysis STAAD offers facilities for determining the lateral loads acting on structures due to seismic forces, using the rules available in several national codes and widely accepted publications.
STAAD Comm ands and Input Instructions Section 5 5-182 5.31.2.1 UBC 1997 Load Definition Purpose This feature enables one to gene rate horizontal seismic loads per the UBC 97 specifications using a static equivalent approach. Depending on this definition, equi valent lateral loads will be generated in horizont al direction(s).
Section 5 5-183 Equation 30-7 – In addition, for Se ismic Zone 4, the total base shear shall also not be less than W R I ZN V v 8 . 0 = For an explanation of the terms us ed in the above equations, please refer to the UBC 1997 code. There are 2 stages of comm and spec ification for generating lateral loads.
STAAD Comm ands and Input Instructions Section 5 5-184 f10 = Optional Period of structure (in sec) in Z (or Y if Z up)- direction to be used in Method B The Soil Profile Type parameter STYP can take on values from 1 to 5.
Section 5 5-185 Steps to calculate base shear are a s f o l l o ws : 1. Time Period of the structure is calculated based on clause 1630.2.2.1 (Method A) and 1630.
STAAD Comm ands and Input Instructions Section 5 5-186 "h". Also, the code deals with distributing the forces only on regions above the foundation. If there are lumped weights below the foundation, it is not clear as to how one should determine the lateral forces for those regions.
Section 5 5-187 5.31.2.2 UBC 1994 or 1985 Load Definition Purpose This set of comm ands may be used to define the parameters for generation of UBC-type equivalent static lateral loads for seism ic analysis. Depending on this definiti on, equivalent lateral loads will be generated in horizontal direction(s).
STAAD Comm ands and Input Instructions Section 5 5-188 2. Program calculates the structure period T. 3. Program calculates C from appropriate UBC equation(s) utilizing T. 4. Program calculates V from appropriate equation(s). W is obtained from the weight data (SELFWEIGHT, JOINT WEIGHT(s), etc.
Section 5 5-189 where, f 1 = seismic zone coefficient (0.2, 0.3 etc.). Instead of using an integer value like 1, 2, 3 or 4, use the fractional value like 0.
STAAD Comm ands and Input Instructions Section 5 5-190 is not defined as part of the structur al model. It is used in the sam e sort of situation in which one uses FLOOR LOADS (see section 5.32.4 for details of the Floor Load input). Notes 1) If the option ACCIDENTAL is used, the accidental torsion will be calculated per UBC specifications.
Section 5 5-191 Example DEFINE UBC LOAD ZONE 0.2 I 1.0 RWX 9 RWZ 9 S 1.5 CT 0.032 SELFWEIGHT JOINT WEIGHT 17 TO 48 WEIGHT 2.5 49 TO 64 WEIGHT 1.25 LOAD 1 UBC LOAD X 0.
STAAD Comm ands and Input Instructions Section 5 5-192 5.31.2.3 Colombian Seismic Load Purpose The purpose of this comm and is to define and generate static equivalent seismic loads as per Colom b ian specifications using a static equivalent approach similar to those outlined by UBC.
Section 5 5-193 Base Shear, Vs is calculated as Vs = W * Sa Where, W = Total weight on the structure Total lateral seismic load, Vs is distributed by the program among different levels as, Fx = Cvx * Vs Where, Cvx = ( Wx * hxK ) / Σ ni=1 ( Wx * hxK ) Where, Wx = Weight at the particular level hx = Height of that particular level K = 1.
STAAD Comm ands and Input Instructions Section 5 5-194 General format to provide Colom b ian Seismic load in any load case: LOAD i COLOMBIAN LOAD {X/Y/Z} (f) where i and f are the load case number and factor to m u ltiply horizontal seismic load respectively.
Section 5 5-195 5.31.2.4 Japanese Seismic Load Purpose The purpose of this comm and is to define and generate static equivalent seismic loads as per Japanese specifications using a static equivalent approach similar to those outlined by UBC. Depending on this definition, equi valent lateral loads will be generated in horizont al direction(s).
STAAD Comm ands and Input Instructions Section 5 5-196 α i is calculated from the weight provi ded by the user in Define AIJ Load comm and. Seismic coefficient of floor Ci is calculated using appropr.
Section 5 5-197 Example DEFINE AIJ LOAD ZONE 0.8 I 0.0 CO 0.2 TC 0.6 JOINT WEIGHT 51 56 93 100 WEIGHT 1440 101 106 143 150 WEIGHT 1000 151 156 193 200 WEIGHT 720 LOAD 1 ( SEISMIC LOAD IN X) AIJ LOAD X.
STAAD Comm ands and Input Instructions Section 5 5-198 5.31.2.5 Definition of Lateral Seismic Load per Indian IS:1893 (Part 1) – 2002 Code Purpose This feature enables one to generate seismic loads per the IS:1893 specifications using a static e quivalent approa ch.
Section 5 5-199 4. Program calculates V from the above equation. W is obtained from the weight data pr ovided by the user through the DEFINE 1893 LOAD comm and. [See section 5.31.2.2 for SELFWEIGHT, JOINT WEIGHT(s), etc. The weight data must be in the order shown.
STAAD Comm ands and Input Instructions Section 5 5-200 ST f 5 = Optional value for type of structure (=1 for RC frame building, 2 for Steel fram e building, 3 for all other buildings). If this parameter is m entioned the program will calculate natural period as per Clause 7.
5-201 5.31.2.6 IBC 2000/2003 Load Definition Description The specifications of the IBC 2000 and 2003 codes for sei smic analysis of a buildi ng using a static equivale nt approach have been implem ented as described in this section. Depending on this definition, equ ivalent lateral loads will be gen erated in horizo ntal direction(s).
STAAD Comm ands and Input Instructions Section 5 5-202 IBC 2003 On a broad basis, the rules described in secti on 1617.4 of the IBC 2003 code document have been im plemented.
Section 5 5-203 The seismic response coeffici ent, C s , is determined in accordance with the following equation: ⎥ ⎦ ⎤ ⎢ ⎣ ⎡ = E DS s I R S C ………………. Eqn 16-35 of IBC 2000, Eqn 9.5. 5.2.1-1 of ASCE 7-02 C s need not exceed the following: T I R S C E D s ⎥ ⎦ ⎤ ⎢ ⎣ ⎡ = 1 …………….
STAAD Comm ands and Input Instructions Section 5 5-204 There are 2 stages of comma nd sp ecification for generating l ateral loads. This is the first st age and is activated through the DEFINE IBC 2000 or 2003 LOAD comm and.
Section 5 5-205 f6 = The response modificat ion factor for lateral l oad along the Z direction. See Table 1617.6 of IBC 2000 (pages 365- 368) and Table 1617.6.2 of IBC 2003 (page 334-337). It is used in equations 16-35, 16-36 & 16-38 of IBC 2000. f7 = Site class as defined in Sect ion 1615.
STAAD Comm ands and Input Instructions Section 5 5-206 Example DEFINE IBC 2003 LOAD SDS 0.6 SD1 .36 S1 .3 I 1.0 RX 3 RZ 4 SCL 4 CT 0.032 SELFWEIGHT JOINT WEIGHT 51 56 93 100 WEIGHT 1440 101 106 143 150 WEIGHT 1000 151 156 193 200 WEIGHT 720 Steps to calculate base shear are as follows: 1.
Section 5 5-207 multiplied by this lever arm to obtain the to rsional moment at that joint. The following example shows the co mm ands required to enable the program to generate the lateral loads. Users may refer to Section 5.32.12 of the Technical Reference Manual for this informat ion.
STAAD Comm ands and Input Instructions Section 5 5-208 5.31.2.7 CFE (Comision Federal De Electricidad) Seismic Load Purpose The purpose of this comm and is to define and generate static equivalent sei.
Section 5 5-209 The ductility reduction factor Q’ is calculated according to section 3.2.5. Q’= Q if T ≥ T a Q’= 1 + (T/T a ) (Q-1) if T < T s If not regular Q’ = Q’ x 0.8 If the period T s of the soil is known and the soil type II or III T a and T b will be modified according to section 3.
STAAD Comm ands and Input Instructions Section 5 5-210 The base shear are distributed proportional ly to the height i f T ≤ Tb or with the quadratic equati on mentioned i f T > Tb. The distributed base shears are subsequently applied as lateral loads on the structure.
Section 5 5-211 f7 = Optional Period of structure (i n sec) in X-direction to be used as fundamental peri od of the structure instead of the value calculated by t he program using Ral eigh-Quotient me.
STAAD Comm ands and Input Instructions Section 5 5-212 5.31.2.8 NTC (Normas Técnicas Complementarias) Seismic Load Purpose The purpose of this comm and is to define and generate static equivalent sei.
Section 5 5-213 B. Base shear is given as Vo / Wo = a / Q’ Where Reduction of Shear Forces are requested Time Period T of the struct ure is: calculated by t he program based on using Ral eigh quotient technique.
STAAD Comm ands and Input Instructions Section 5 5-214 Table 3.1 Values of Ta, Tb and r ZONE Ta Tb r I 0.2 0.6 1/2 II not shaded 0.3 1.5 2/3 III y II shaded 0.
Section 5 5-215 General Format DEF INE NTC LOA D ZON E f1 ntc-spec SEL FWEIGHT JOI NT WEI GHT Joint-list WEI GHT w [See Section 5.31.2.2 for complete weight input definition] ntc-spec = ⎧ QX f2 ⎫ .
STAAD Comm ands and Input Instructions Section 5 5-216 f6 = Optional Period of structure (i n sec) in X-direction to be used as fundamental peri od of the structure instead of the value calculated by .
Section 5 5-217 5.31.2.9 RPA (Algerian) Seismic Load Purpose The purpose of this comm and is to define and generate static equivalent seism ic loads as per RPA specifications using a static equivalent approach similar to those outlined by RPA. Dependin g on this definition , equivalent lateral load s will be generated in horizontal directi on(s).
STAAD Comm ands and Input Instructions Section 5 5-218 Program calculates the natural perio d of buildin g T utilizing clause 4.2.4 of RPA 99. Design spectral coefficient (D) is calculated utilizing T as, sec 3.0 T when, (3/T) . /3) (T . 2.5 sec 3.0 T T when, /T) (T .
Section 5 5-219 rpa-spec = ⎧ Q f2 ⎫ ⎥ RX f3 ⎪ ⎥ RZ f4 ⎥ ⎥ STYP f5 ⎥ ⎨ CT f6 ⎬ ⎥ CRD AMP f7 ⎥ ⎥ ( PX f8) ⎥ ⎩ ( PZ f9) ⎭ where f1 = Seismic zone coefficient. In stead of using an i n teger value like 1, 2, 3 or 4, use the fractional value l ike 0.
STAAD Comm ands and Input Instructions Section 5 5-220 Example DEFINE RPA LOAD A 0.15 Q 1.36 STYP 2 RX 3 RZ 4 CT 0.0032 – CRDAMP 30 PX .027 PZ 0.025 JOINT WEIGHT 51 56 93 100 WEIGHT 1440 101 106 143 150 WEIGHT 1000 151 156 193 200 WEIGHT 720 LOAD 1 ( SEISMIC LOAD IN X DIRECTION ) RPA LOAD X 1.
Section 5 5-221 5.31.2.10 Canadian Seismic Code (NRC) - 1995 Purpose This set of comm ands may be used to define the parame ters for generation of equ ivalent static lateral loads for seismic analysis per National Building Code(NRC/ CNRC) of Canada- 1995 edition.
STAAD Comm ands and Input Instructions Section 5 5-222 R = Force modifi cation factor conformi ng to Table 4.9.1.B that reflects t h e capability of a structure to dissi pate energy through inelastic behaviour. STAAD utilizes the following proce dure to generate the lateral seismic loads.
Section 5 5-223 General format: DEF INE NRC LOA D *nrc-spec SEL FWEIGHT JOI NT WEI GHT joint-list WEI GHT w MEM BER WEI GHT ⎧ UNI v v v 3 ⎫ 1 2 mem-list ⎨ ⎬ ⎩ CON v 4 v 5 ⎭ ELE MENT WEI GHT plate-list PRESS p 1 FLO OR WEI GHT YR ANGE … (see Section 5.
STAAD Comm ands and Input Instructions Section 5 5-224 where, f 1 = Zonal velocity rati o per Appendix C f 2 = Factor for acceleration related seismic zone per Appendix C f 3 = Factor for velocity rel.
Section 5 5-225 Floor Weight is used if the pressure i s on a region bounded by beams, but the entity which constitutes the regio n, such as a slab, is not defined as part of the struct ural model. It is used in the same sort of situation in which one uses FLOOR LOADS (see section 5.
STAAD Comm ands and Input Instructions Section 5 5-226 T c = Time period cal culated per sentence 7(c) of section 4.1.9.1 CALC / USED PERIOD The CALC PERIOD is the period cal culated using the Rayleigh m ethod. For NRC in the x-direction, the USED PERIOD is PX.
Section 5 5-227 Input: - STAAD SPACE EXAMPLE PROBLEM FOR CANADIAN NRC LOADING UNIT METER KN JOINT COORDINATES 1 0 0 0 4 10.5 0 0 REPEAT 3 0 0 3.5 REPEAT ALL 3 0 3.
STAAD Comm ands and Input Instructions Section 5 5-228 DAMP 0.03 END DEFINE MATERIAL CONSTANTS MATERIAL CONCRETE MEMB 101 TO 136 201 TO 236 MATERIAL STEEL MEMB 301 TO 348 SUPPORTS 1 TO 16 FIXED DEFINE NRC LOAD V 0.2 ZA 4 ZV 4 RX 4 RZ 4 I 1.3 F 1.3 CT 0.
Section 5 5-229 2 1.0 3 1.0 PERFORM ANALYSIS LOAD LIST ALL PRINT SUPPORT REACTION FINISH Output: - 1. STAAD SPACE EXAMPLE PROBLEM FOR CANADIAN NRC LOADING 3. UNIT METER KN 4. JOINT COORDINATES 5. 1 0 0 0 4 10.5 0 0 6. REPEAT 3 0 0 3.5 7. REPEAT ALL 3 0 3.
STAAD Comm ands and Input Instructions Section 5 5-230 P R O B L E M S T A T I S T I C S ----------------------------------- NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 64/ 120/ 16 ORIGINAL/FINAL BAND-WIDTH= 16/ 14/ 78 DOF TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 288 SIZE OF STIFFNESS MATRIX = 23 DOUBLE KILO-WORDS REQRD/AVAIL.
Section 5 5-231 49 FX 1.416 MY 0.000 50 FX 1.906 MY 0.000 51 FX 1.906 MY 0.000 52 FX 1.416 MY 0.000 53 FX 1.906 MY 0.000 54 FX 2.396 MY 0.000 55 FX 2.396 MY 0.000 56 FX 1.906 MY 0.000 57 FX 1.906 MY 0.000 58 FX 2.396 MY 0.000 59 FX 2.396 MY 0.000 60 FX 1.
STAAD Comm ands and Input Instructions Section 5 5-232 41 FZ 1.637 MY 0.000 42 FZ 1.980 MY 0.000 43 FZ 1.980 MY 0.000 44 FZ 1.637 MY 0.000 45 FZ 1.294 MY 0.000 46 FZ 1.637 MY 0.000 47 FZ 1.637 MY 0.000 48 FZ 1.294 MY 0.000 ----------- ----------- TOTAL = 26.
Section 5 5-233 5 1 -3.23 -8.83 0.00 0.00 0.00 7.52 2 0.00 6.14 -4.89 -8.63 0.00 0.00 3 0.45 69.85 -0.01 -0.01 0.00 -0.49 4 -2.77 61.02 -0.01 -0.01 0.00 7.03 5 0.45 75.99 -4.92 -8.64 0.00 -0.49 6 1 -4.13 0.77 0.00 0.00 0.00 8.49 2 0.00 6.15 -4.90 -8.65 0.
STAAD Comm ands and Input Instructions Section 5 5-234 5.31.3 Definition of Wind Load Purpose This set of comm ands may be used to define some of t he parameters for generati on of wind loads on the structure. See section 5.32.12, Generation of Wind Loads, for the defini tion of wind direction and the possible surfaces to be loaded.
Section 5 5-235 e 1 ,e 2 ,e 3 ...e m exposure factors. A value of 1.0 means t h at the wind force may be appl ied on the full influence area associated with the joint(s) if they are also exposed to the wind load d irection.
STAAD Comm ands and Input Instructions Section 5 5-236 then it defaults to 1. 0 for those jo ints; in which case the en tire influence area associated with th e joint(s) will be con sidered.
Section 5 5-237 The Intensity li ne can be continued in up to 12 lines. So the following INT 0.008 0.009 0.009 0.009 0.01 0.01 0.01 0.011 0.011 0.012 0.012 0.012 HEIG 15 20 25 30 40 50 60 70 80 90 100 120 could be split as INT 0.008 0.009 0.009 0.009 0.
STAAD Comm ands and Input Instructions Section 5 5-238 5.31.4 Definition of Time History Load Purpose This set of comm ands may be used to define paramet ers for Time History loading on the struct ure.
Section 5 5-239 x = solu tion time step used in the step-by-step integration of the uncoupled equat ions. Values smaller than 0.00001 will be reset to the default DT value of 0.0013888 seconds. i = type number of ti me varying load (integer). Up to 136 types may be provided.
STAAD Comm ands and Input Instructions Section 5 5-240 time. Zero force will be assumed for all times after the last data point . a 1 a 2 a 3 ... a n = Values of the various possi ble arrival tim es (seconds) of the various dynami c load types.
Section 5 5-241 f 5 - time st ep of loading, default = one twelfth of t he period corresponding to the frequency of the harm onic loading. It is best to use the defau lt; or f 6 - subdivide a ¼ cycle into this m any integer time steps. Default = 3. f 5 or f 6 is used only to digit ize the forcing function.
STAAD Comm ands and Input Instructions Section 5 5-242 The data in the external fil e must be provided as one or m ore time- force pairs per line as shown in the following example. Data in Input file UNIT . . . DEFINE TIME HISTORY TYPE 1 FORCE READ THFILE ARRIVAL TIME 0.
Section 5 5-243 To define more than one sinusoi dal load, the input specification is as follows : DEFINE TIME HISTORY TYPE 1 FORCE FUNCTION SINE AMPLITUDE 1.925 RPM 10794.0 CYCLES 1000 TYPE 2 FORCE FUNCTION SINE AMPLITUDE 1.511 RPM 9794.0 CYCLES 1000 TYPE 3 FORCE FUNCTION SINE AMPLITUDE 1.
STAAD Comm ands and Input Instructions Section 5 5-244 5.31.5 Definition of Snow Load Purpose This set of comm ands may be used to define some of t he parameters for generat ion of snow loads on the structure. See section 5.32.13, Generation of Snow Loads, for the defini tion of additional parameters and the surfaces to be loaded.
Section 5 5-245 5.32 Loading Specifications Purpose This section describes the various l oading options available i n STAAD. The following comma nd may be used to initiate a new load case. LOA DING i 1 (LOADTYPE LIVE REDUCIBLE) (any load title) i 1 = any unique integer num ber (up to five digits) to identify t h e load case.
STAAD Comm ands and Input Instructions Section 5 5-246 Load comm and will be used in defining the we ight mom ent of inertias at joints. For slave joint directions, the asso ciated joint weight or weight moment of inertia will be moved to the m aster.
Section 5 5-247 5.32.1 Joint Load Specification Purpose This set of comm ands may be used to specify JOINT loads on the structure. For dynam ic mass m odeling see sections 5.
STAAD Comm ands and Input Instructions Section 5 5-248 5.32.2 Member Load Specification Purpose This set of comm ands may be used to specify MEMB ER loads on fr ame memb er s.
Section 5 5-249 close to parallel) local axis. The local x component of force is not offset. If global or projected load is sel ected, then the local Y component of load is offset the f 4 distance; the local Z component is offset the f 4 distance; and the local X component is not offset.
STAAD Comm ands and Input Instructions Section 5 5-250 start and end distances are m easured along the mem ber length and not the projected length. Notes In earlier versions of STAAD, the LINear type of mem ber load could be applied only al ong the local axis of the m ember.
Section 5 5-251 5.32.3 Element Load Specifications This set of comm ands may be used to specify various types of l o ads on plate and solid elements..
STAAD Comm ands and Input Instructions Section 5 5-252 5.32.3.1 Element Load Specification - Plates Purpose This comma nd may be used to sp ecify various types of ELEMENT LOADS for plates.
Section 5 5-253 GX,GY,GZ Global direction specification for pressure denotes global X, Y, or Z direction respect ively. Local Y Local X X 1 Y 1 X 2 Y 2 Uniformly Loaded Area Figure 5.23 p 1 Element pressure (force/square of le ngth) or concentrated load (force).
STAAD Comm ands and Input Instructions Section 5 5-254 X or Y Direction of variation of element pressure. The TRAP X/Y option indicat es that the variation of the Trapezoid is in the local X or in th e local Y direction. The load acts in the gl obal direction if selected, otherwise in the local Z axis.
Section 5 5-255 Example LOAD 4 ELEMENT LOAD 1 7 TO 10 PR 2.5 11 12 PR 2.5 1.5 2.5 5.5 4.5 15 TO 25 TRAP X 1.5 4.5 15 TO 20 TRAP GY JT 1.5 4.5 2.5 5.5 34 PR 5.
STAAD Comm ands and Input Instructions Section 5 5-256 5.32.3.2 Element Load Specification - Solids Purpose Two types of loads can be assigned on the individual faces of solid elements: 1.
Section 5 5-257 f 1 f 2 f 3 f 4 …Pressure values at the jo ints for each 3 or 4 joint face defined. Only f 1 needs to be specified for uniform pressure. In any case the pressure is provided over the entire face. i 1 is one of six face numbers to receive the pressure for the solids selected.
STAAD Comm ands and Input Instructions Section 5 5-258 5.32.3.3 Element Load Specification - Joints Purpose This comm and may be used to specify various types of elem ent like loads for joints. Th ree or four joints are specified that form a plane area; pressure is specifi ed for that area; then STAAD computes the equival ent joint loads.
Section 5 5-259 Example LOAD 4 ELEMENT LOAD JOINT 1 by 1 2 by 1 32 by 1 31 by 1 – FACETS 5 PR GY 10 10 15 15 The above data is equivalent to the following : LOAD 4 ELEMENT LOAD JOINT 1 2 32 31 FACET.
STAAD Comm ands and Input Instructions Section 5 5-260 Notes: If a pressure or volumetric load is acting on a region or surface, and the entity which makes up the su rface, like a slab, is not part of the structural m odel, one can apply the pressure load using thi s facility.
Section 5 5-261 5.32.3.4 Surface Loads Specification The following loading options ar e available for surface entities: Uniform pressure on full surface General Format LOAD n SUR FACE LOA D ⎧ GX ⎫ surface-list PRE SSURE ⎨ GY ⎬ w ⎩ GZ ⎭ GX, GY and GZ : Global X, Y and Z directions.
STAAD Comm ands and Input Instructions Section 5 5-262 x1, y1 = Local X and Y coordinate s of the corner nearest to the surface origin of the loaded regi on.
Section 5 5-263 LOAD 3 Partial Area Load SURFACE LOAD 23 25 PRE GY -250 4 4.3 8 9.5 The attributes associated with su rfaces, and the sections of this manual where the i nformation m ay be obtained, are listed below: Attributes Related Sections Surfaces incidences - 5.
STAAD Comm ands and Input Instructions Section 5 5-264 5.32.4 Area Load/Oneway Load/Floor Load Specification Purpose These comma nds may be used to specify AREA LOADs, ONEWAY LOADs or FLOOR LOADs on a structure based on members only. They are used mostly when the entity transmitting the load, such as a slab, is not pa rt of the structural model.
Section 5 5-265 Note Area load should not be specified on m embers declared as MEMBER CABLE, MEMBER TRUSS or MEMBER TENSION. General Format for ONEWAY LOAD: ONE WAY LOA D * ⎧ GX ⎫ YRA f 1 f 2 ONE .
STAAD Comm ands and Input Instructions Section 5 5-266 where: f 1 f 2 Global coordinate values to specify Y, X, or Z range. The floor/oneway load will be calculated for all members lying in that global plan e within the first specified g lobal coordinate range.
Section 5 5-267 Notes 1. The structure has to be model ed in such a way that the specified global axis rem ains perpendicular to the floor pl ane(s). 2. For the FLOOR LOAD specification, a two-way distribution of the load is considered. For the ONEWAY and AREA LOAD specification, a one-way action is considered.
STAAD Comm ands and Input Instructions Section 5 5-268 The load distribution pat tern depends upon the shape of the panel. If the panel is Rectangular, the distribution will be Trapezoidal and triangular as explained i n the following diagram . Figure 5.
Section 5 5-269 For a panel that is not rectangul ar, the distribution i s described in following diagram. First, the CG of the polygon is calculated. Then, each corner is connected to the CG to form tria ngles as shown. For each triangle, a vertical line is drawn from the CG to the opposite side.
STAAD Comm ands and Input Instructions Section 5 5-270 5 6' 10' 10 5 78 Z 7 4 6 A 9 C 3 3 8 2 2 B 1 1 4 6 11' 10' X Figure 5.28 If the entire floor has a load of 0.25 (force/unit area), then the input w ill be as follows: . . . LOAD 2 FLOOR LOAD YRA 12.
Section 5 5-271 Illustration of Notes Item (6) for FLOOR LOAD The attached example illustrates a case where the floor has to be sub-divided into sm aller regions for the floor l oad generation to yield proper results. The inte rnal angle at node 6 between the sides 108 and 111 exceeds 180 degrees.
STAAD Comm ands and Input Instructions Section 5 5-272 3) The global horizontal di rection options (GX and GZ) enables one to consider AREA LOADs, ONEWAY LOADSs and FLOOR LOADs for mass m atrix for frequency calculations. 4) For ONE WAY loads, the pr ogram attempts to find the shorter direction within panel s for load generation purposes.
Section 5 5-273 b) After the load is specified , if the user decides to change the geometry of the structure (X, Y or Z coordinates of the nodes of the regions over whic h the floor load is applied), she/ he has to go back to the load and modify its data too, such as the XRANGE, YRANGE and ZRANGE values.
STAAD Comm ands and Input Instructions Section 5 5-274 Live load reduction per UBC and IBC Codes The UBC 1997, IBC 2000 and IBC 2003 codes permit reduct ion of floor live loads under certain sit uations. The provisions of these codes have been incorporated in the ma nner described further below.
Section 5 5-275 Figure 5.32 Details of the code implementation: Code name Section of code which has been implemented Applicable equations UBC 1997 1607.5, page Equation 7-1 R = r(A-150) for FPS units R = r(A-13.94) for SI units IBC 2000 1607.9.2, page 302 Equation 16-2 R = r(A-150) for FPS units R = r(A-13.
STAAD Comm ands and Input Instructions Section 5 5-276 In the above equations, A = area of floor supported by the m ember R = reduction in percentage R = rate of reduction equal t o 0.08 for floors. Notes: 1. Only the rules for live load on Floors have been impl emented.
Section 5 5-277 structure satisfies this requirement. If it does not, then th e reduction should not be applie d. STAAD does not check this condition by it self.
STAAD Comm ands and Input Instructions Section 5 5-278 5.32.5 Prestress Load Specification Purpose This comm and may be used to specify PRESTRESS loads on mem bers of the structure.
Section 5 5-279 Example MEMBER PRESTRESS 2 TO 7 11 FORCE 50.0 MEMBER POSTSTRESS 8 FORCE 30.0 ES 3.0 EM -6.0 EE 3.0 In the first example, a prestre ssing force of 50 force units i s applied through the centroid (i.e. no eccentricity) of mem bers 2 to 7 and 11.
STAAD Comm ands and Input Instructions Section 5 5-280 Correct Input LOAD 1 MEMBER PRESTRESS 6 7 FORCE 100 ES 2 EM -3 EE 2 LOAD 2 MEMBER PRESTRESS 6 FORCE 150 ES 3 EM -6 EE 3 LOAD COMBINATION 3 1 1.
Section 5 5-281 Example 2 3 3 3 20 ft Figure 5.34 JOINT COORD 1 0 0 ; 2 20 0 MEMB INCI 1 1 2 . . . UNIT . . . LOAD 1 MEMBER PRESTRESS 1 FORCE 100 ES -3 EM -3 EE -3 PERFORM ANALYSIS.
STAAD Comm ands and Input Instructions Section 5 5-282 Example 3 3 3 3 5 ft 10 ft 5 ft Figure 5.35 JOINT COORD 1 0 0 ; 2 5 0 ; 3 15 0 0 ; 4 20 0 MEMB INCI 1 1 2 ; 2 2 3 ; 3 3 4 .
Section 5 5-283 Example 4 3 3 3 20 ft Figure 5.36 JOINT COORD 1 0 0 ; 2 10 0 ; 3 20 0 0 MEMB INCI 1 1 2 ; 2 2 3 . . . UNIT . . . LOAD 1 MEMBER PRESTRESS 1 FORCE 100 ES 3 EM 0 EE -3 2 FORCE 100 ES -3 E.
STAAD Comm ands and Input Instructions Section 5 5-284 Example 5 3 3 33 3 10 ft 10 ft Figure 5.37 JOINT COORD 1 0 0 ; 2 10 0 ; 3 20 0 0 MEMB INCI 1 1 2 ; 2 2 3 .
Section 5 5-285 5.32.6 Temperature Load Specification for Members, Plates, and Solids Purpose This comm and may be used to specify TEMPERATURE loads or strain loads on mem bers, plates, and solids; or strain loads on memb ers .
STAAD Comm ands and Input Instructions Section 5 5-286 Example UNIT MMS TEMP LOAD 1 TO 9 15 17 TEMP 70.0 18 TO 23 TEMP 90.0 66.0 8 TO 13 STRAIN 3.0 15 27 STRAINRATE 0.4E -4 Note It is not necessary or possibl e to specify the units for temperature or for ALPHA.
Section 5 5-287 5.32.7 Fixed-End Load Specification Purpose This comm and may be used to specify FIXED-END loads on mem bers (beams only) of the structure. General format: FIX ED ( END ) LOA D Member_list FXLOAD f 1 , f 2 , ..... f 12 member_list = normal Staad m ember list rules (TO and BY fo r generation; and - to continue l ist to next li ne).
STAAD Comm ands and Input Instructions Section 5 5-288 5.32.8 Support Joint Displacement Specification Purpose This comma nd may be used to specify DISPLACEMENTs (or generate loads to induce specifi ed displacements) in supported directions (pinned, fixed, enforced, or spri ng).
Section 5 5-289 DISPLACEMENT MODE With this mode, the support joint displacement is m odeled as an imposed joint displacement. The joint directions where displacement may be specified m ust be defined (same for all cases) in the SUPPORT comm and, see section 5.
STAAD Comm ands and Input Instructions Section 5 5-290 (results are superimposed). Only those cases with displacem ents entered will be affected. Load Mode Restrictions Support Displacements can be applie d in up to 4 load cases only. The Support Displacement comm and may be entered only once per case.
Section 5 5-291 5.32.9 Selfweight Load Specification Purpose This comm and may be used to calculate and apply t h e SELFWEIGHT of the structure for analysis. General format: ⎧ X ⎫ SEL FWEIGHT ⎨ Y ⎬ f 1 ⎩ Z ⎭ This command is used if the self-weight of the structure is to b e considered.
STAAD Comm ands and Input Instructions Section 5 5-292 5.32.10 Dynamic Loading Specification Purpose The comm and specification needed to perform response spectrum analysis and tim e-history analysis is explained in t he following sections. Related topi cs can be found in the following sections: CUT OFF MODE - 5.
Section 5 5-293 5.32.10.1 Response Spectrum Specification Purpose This comm and may be used to specify and apply the RESPONSE SPECTRUM loading for dynamic analysis.
STAAD Comm ands and Input Instructions Section 5 5-294 ACC or DIS indicates whether Accel eration or Displacement spectra will be entered. SCALE f4 = Scale factor by which the spectra data will be multiplied. Usually to factor g’ s to length/sec 2 units.
Section 5 5-295 ZPA f7 = For use with MIS option only. Defaults to 33 Hz i f not entered. Value is printed b ut not used if MIS f6 is entered. FF1 f8 = The f1 parameter defined i n the ASCE 4-98 standard in Hz units. For ASCE option onl y. Defaults to 2 Hz if not entered.
STAAD Comm ands and Input Instructions Section 5 5-296 remaining spectrum cases. The format is shown below. fn may not be m ore than 72 characters in length. Modal Combination Description SRSS Square Root of Summati on of Squares method. CQC Complete Quadrati c Combinati on method.
Section 5 5-297 Example LOAD 2 SPECTRUM IN X-DIRECTION SELFWEIGHT X 1.0 SELFWEIGHT Y 1.0 SELFWEIGHT Z 1.0 JOINT LOAD 10 FX 17.5 10 FY 17.5 10 FZ 17.5 SPECTRUM SRSS X 1.0 ACC SCALE 32.2 0.20 0.2 ; 0.40 0.25 ; 0.60 0.35 ; 0.80 0.43 ; 1.0 0.47 1.2 0.5 ; 1.
STAAD Comm ands and Input Instructions Section 5 5-298 FILE FORMAT FOR SPECTRA DATA The format of the FILE spectra data al lows spectra as a function of dam ping as well as period.
Section 5 5-299 5.32.10.1.1 Response Spectrum Specification in Conjunction with the Indian IS: 1893 (Part 1)-2002 Code for Dynamic Analy sis Methodology The design lateral shear force at each floor in each mode is computed by STAAD in accordance with the Indian IS: 1893 (Part 1)-2002 equations 7.
STAAD Comm ands and Input Instructions Section 5 5-300 General Format: SPEC TRUM {Method} 1893 (TOR) X f1 Y f2 Z f3 ACC (SCA LE f4) (DAM P f5 or MDA MP or CDA MP) (MIS f6) (ZPA f7) SOI L TYP E f8 The .
Section 5 5-301 TOR indicates that the torsi onal mom ent (in the horizontal plane) arising due to eccentricity between the centre of mass and centre of rigidity needs to be c onsidered. If TOR is entered on any one spectrum case it will be used for all spectrum cases.
STAAD Comm ands and Input Instructions Section 5 5-302 parameter is entered on any spectrum case it will be used for all spectrum cases. ZPA f7 = For use with MIS option only. Defaults to 33 Hz i f not entered. Value is printed b ut not used if MIS f6 is entered.
Section 5 5-303 where, Sa = Spectrum ordinate ξ = damping rati o A, B = Constants The constants A and B are determ ined using two known spectrum ordinates Sa 1 & Sa 2 corresponding to damping rat.
STAAD Comm ands and Input Instructions Section 5 5-304 5.32.10.1.2 Response Spectrum Specification per Eurocode 8 Purpose This comm and may be used to specify and apply the RESPONSE SPECTRUM loading as per Eurocode 8 for dy namic analys is.
Section 5 5-305 algebraic summ ation of higher modes. ASCE & CQC are m ore sophisticated and realis tic met hods and are recomm ended. The specifier EURO is mandatory to denote that the ap plied loading is as per the guideli nes of Eurocode 8. The response spectrum loading can be based on ei ther ELASTIC or DESIGN response spectra.
STAAD Comm ands and Input Instructions Section 5 5-306 DAMP , CDAMP , MDAMP . Select source of damping i nput. f4 = Damping ratio for all modes. Default value is 0.05 (5% damping if 0 or bl ank entered). DAMP indicates to use the f4 value for all modes.
Section 5 5-307 Soil Type parameter is used t o define the subsoil conditi ons based on which the response spectra will be generated. Based on the subsoil conditions t he soil types m ay be of three kinds Type A : for Rock or stiff deposit s of sand Type B :- for deep deposits of m edium dense sand,gravel or medium stiff clays.
STAAD Comm ands and Input Instructions Section 5 5-308 Description See Sections 1.18.3, 5.30, and 5.34 of STAAD Technical R eference M anual This comm and should appear as part of a loading specification. If it is the first occurrence, it should be accompanied by the load data to be used for frequency and mode shape calcul ations.
Section 5 5-309 Multiple Response Spectra For special conditions more than one spectrum may be needed to adequately represent the seismic hazard over an area. This happens when the earthquake affecting the area are generated by sources varying widely i n location and ot her param eters.
STAAD Comm ands and Input Instructions Section 5 5-310 5.32.10.2 Application of Time Varying Load for Response History Analy sis Purpose This set of comm ands may be used to model Ti me History loading on the structure for Response Tim e History analysis.
Section 5 5-311 comma nd to convert g’s to the acceleration units used in that comm and. This is recommended due to possi ble unit changes between that comm and and this command.] Multiple loads at a joint-direction pair for a particular ( I t I a ) pair will be summed.
STAAD Comm ands and Input Instructions Section 5 5-312 In the above example, the perm anent masses in the structure are provided in the form of "sel fweight" and "mem ber loads" (see sections 5.32 and 1.18.3) for obtaining the m ode shapes and frequencies.
Section 5 5-313 5.32.11 Repeat Load Specification Purpose This comma nd is used to creat e a primary load case using combinations of previ ously defined prim ary load cases. General format: REP EAT LOA D i 1 , f 1 , i 2 , f 2 ... i n , f n where, i 1 , i 2 .
STAAD Comm ands and Input Instructions Section 5 5-314 the REPEAT LOAD is used. 3) The REPEAT LOAD option is av ailable with load cases with JOINT LOADS and MEMBER LOADS. It can also be used on load cases with ELEMENT PRESSURE loads and FIXED END LOADS.
Section 5 5-315 Example LOAD 1 DL + LL SELFWEIGHT Y -1.4 MEMBER LOAD 1 TO 7 UNIFORM Y -3.5 LOAD 2 DL + LL + WL REPEAT LOAD 1 1.10 4) For a load case that is defined using the REPEAT LOAD attribute, the constituen t load cases themselves can also be REPEAT LOAD cases.
STAAD Comm ands and Input Instructions Section 5 5-316 5.32.12 Generation of Loads Purpose This comm and is used to generate Moving Loads, UBC Seism ic loads and Wind Loads using previously specified l o ad definitions. Primary l oad cases may be generated usi ng previously defined load systems.
Section 5 5-317 r = (Optional) defines section of the struct ure along global vertical direct ion to carry m oving load. This r value is added and subtracted to the reference vertical coordinate (y 1 or z 1 )in t he global vertical direct ion to form a range.
STAAD Comm ands and Input Instructions Section 5 5-318 modelled using plate elements, something which th is facility cannot at present. 3. The x 1 , y 1 , z 1 values of the starting posit ion of the reference wheel must be provided bearing i n mind that the reference wheel has t o be at the elevation of the deck.
Section 5 5-319 where i = load case number f1 = factor to be used to multiply the UBC Lo ad (default = 1.0). May be negati ve. f2 = factor to be used to multiply the UBC, IBC, 1893, etc. Accidental torsion lo ad (default = 1.0). May be negative. Use only horizontal di rections.
STAAD Comm ands and Input Instructions Section 5 5-320 UBC load case is not acceptable. Additional loads such as MEMBER LOADS and JOINT LOADS ma y be specified along with the UBC load under the sam e load case.
Section 5 5-321 Correct usage SET NL 10 LOAD 1 UBC LOAD X 1.2 JOINT LOAD 3 FY -4.5 PERFORM ANALYSIS CHANGE LOAD 2 UBC LOAD Z 1.2 MEMBER LOAD 3 UNI GY -4.
STAAD Comm ands and Input Instructions Section 5 5-322 Incorrect usage LOAD 1 UBC LOAD X 1.2 SELFWEIGHT Y -1 JOINT LOAD 3 FY -4.5 PDELTA ANALYSIS LOAD 2 UBC LOAD Z 1.2 SELFWEIGHT Y -1 JOINT LOAD 3 FY -4.5 PDELTA ANALYSIS Correct usage LOAD 1 UBC LOAD X 1.
Section 5 5-323 4) REPEAT LOAD specification cannot be used for load cases involving UBC load generation unless each UBC case is followed by an analysis comm and then CHANGE. For example, Correct usage LOAD 1 UBC LOAD X 1.0 PDELTA ANALYSIS CHANGE LOAD 2 SELFWEIGHT Y -1 PDELTA ANALYSIS CHANGE LOAD 3 REPEAT LOAD 1 1.
STAAD Comm ands and Input Instructions Section 5 5-324 Correct usage LOAD 1 UBC LOAD X 1.2 SELFWEIGHT Y -1 LOAD 2 UBC LOAD Z 1.2 SELFWEIGHT Y -1 PDELTA ANALYSIS Generation of IS:1893 Seismic Load The following general form at should be used to generate the IS 1893 load in a particular direct ion.
Section 5 5-325 Example DEFINE 1893 LOAD ZONE 0.05 RF 1.0 I 1.5 SS 1.0 SELFWEIGHT JOINT WEIGHT 7 TO 12 WEIGHT 17.5 13 TO 30 WEIGHT 18.0 MEMBER WEIGHT 1 TO 20 UNI 2.0 LOAD 1 1893 LOAD IN X-DIRECTION 1893 LOAD X JOINT LOAD 5 25 30 FY -17.5 LOAD 2 1893 LOAD IN Z-DIRECTION 1893 LOAD Z LOAD 3 DEAD LOAD SELFWEIGHT LOAD COMBINATION 4 1 0.
STAAD Comm ands and Input Instructions Section 5 5-326 General Format: LOA D i ⎧ X ⎫ ⎧ XR f 1 , f 2 ⎫ WIN D LOA D ⎨ Y ⎬ (f) TYP E j (OPEN) ⎨ YR f 1 , f 2 ⎬ ⎩ Z ⎭ ⎪ ZR f 1 , f 2 ⎪ ⎪ LIS T memb-list ⎪ ⎩ AL L ⎭ Where i Load case number X, -X, Z or -Z, Y or -Y Direction of wind i n global axis system .
Section 5 5-327 X or Z - f -X or -Z - f X or Z X or Z X or Z X or Z + f -X or -Z + f X or Z Y Y Y Y Figure 5.38 A mem ber list or a range of coordinate val ues (in global system ) may be used.
STAAD Comm ands and Input Instructions Section 5 5-328 WIND LOAD Z 1.2 TYPE 2 ZR 10 11 LOAD 3 WIND LOAD X TYPE 1 XR 7 8 ZR 14 16 LOAD 4 SUCTION ON LEEWARD SIDE WIND LOAD -X 1.2 LIST 21 22 42 Example for open structures LOAD 1 WIND LOAD IN Z DIRECTION WIND LOAD 2 -1.
Section 5 5-329 2. Plates and solids are not considered for wind load generation. On such en tities, wind must be applied using pressure loading facilities fo r plates and solids.
STAAD Comm ands and Input Instructions Section 5 5-330 5.32.13 Generation of Snow Loads Purpose This comm and is used to generate Snow Loads using previously specified Snow load definiti ons. This input should be a part of a load case. General format: See Sections 1.
Section 5 5-331 5.33 Rayleigh Frequency Calculation Purpose This comm and may be used to calculate the Ray leigh method approximate frequency of the structure for vibrati on corresponding to the general direction of deflect ion generated by the load case that precedes this comma nd.
STAAD Comm ands and Input Instructions Section 5 5-332 In this example, the Rayleigh frequency for load case 1 will be calculated. The output will produce the value of the frequency in cycles per second (cps), the ma ximum deflection along with t he global direction and the joi nt number where it occurs.
Section 5 5-333 5.34 Modal Calculation Command Purpose This comm and may be used to obtain a full scale eigensol ution to calculate relevant frequenci es and mode shapes. It shoul d not be entered if this case or any other case is a TIME LOAD or RESPONSE SPECTRUM case.
STAAD Comm ands and Input Instructions Section 5 5-334 5.35 Load Combination Specification Purpose This comm and may be used to comb ine the results of the analysis. The combination m ay be algebraic, SRSS, a combination of both, or ABSolute. General format: ⎧ SRS S ⎫ LOA D COM BINATION ⎨ ABS ⎬ i a 1 ⎩ ⎭ i 1 , f 1 , i 2 , f 2 .
Section 5 5-335 2) The total num ber of primary and com bination load cases combined cannot exceed the limit described in section 5.2 of this m anual. 3) A value of zero (0) as a load factor is permitted. See Notes item (3) later in this section for more details.
STAAD Comm ands and Input Instructions Section 5 5-336 Simple SRSS Combination LOAD COMBINATION SRSS 8 DL+SEISMIC 1 1.0 2 -0.4 3 0.4 This (LOAD COMBINATION SRSS 8) illustrates a pure SRSS load combination with a defau lt SRSS factor of 1. The fo llowing combination scheme will be used - v= 1.
Section 5 5-337 Example 2 LOAD COMBINATION SRSS 10 -1 0.75 -2 0.572 3 1.2 4 1.7 0.63 Here, both load cases 1 and 2 are combined algebraically with the SRSS combination of load cases 3 and 4. Note the SRSS factor of 0.63. The combination formula will be as follows.
STAAD Comm ands and Input Instructions Section 5 5-338 4) All combinat ion load cases must be provided i mm ediately after the last primary load case. 5) The maxim um number of load cases that can be com bined using a LOAD COMBINATION com mand is 550.
Section 5 5-339 5.36 Calculation of Problem Statistics Removed. Please cont act the Technical Support divi sion for more details..
STAAD Comm ands and Input Instructions Section 5 5-340 5.37 Analysis Specification Purpose STAAD analysis options include linear static analysis, P-Delta (or second order analysis), and several types of Dy namic analysis. This command is used to specify th e analysis request.
Section 5 5-341 g) If a RESPONSE SPECTRUM or TIME LOAD is specified within a load case or the MODAL CALCULATION comm and is used, a dynamic analysis is perform ed.
STAAD Comm ands and Input Instructions Section 5 5-342 Without one of these analysis commands, no analysis will be performed. These ANALYSIS com mands can be repeated if multiple analyses are needed at different phases.
Section 5 5-343 ⎧ STE PS f1 ⎫ ⎧ ⎫ ⎪ EQI TERATIONS f2 ⎪ ⎨ PER FORM CAB LE ⎬ ANA LYSIS ( ⎨ EQT OLERANCE f3 ⎬ ) ⎩ ⎭ ⎪ SAG MINIMUM f4 ⎪ ⎪ STAB ILITY f5 f6 ⎪ ⎩ KSM ALL f7 ⎭ This comm and may be continued to the next li ne by ending with a hyphen.
STAAD Comm ands and Input Instructions Section 5 5-344 This parameter alters the stiffness of the structure. K small stiffness = A stiffness matrix value, f7, that is added to the global matrix at each translational direction for joints connected to cables and nonlinear trusses for ev ery load step.
Section 5 5-345 5) PDELTA effects are computed for fram e mem b ers and plate elements only. They are not calculated for solid elem ents. 6) Analysis and CHANGE are required between primary cases for PERFORM CABLE ANALYSIS.
STAAD Comm ands and Input Instructions Section 5 5-346 5.37.1 Steady State & Harmonic Analysis The options available under steady st ate analysis in STAAD are described in the next few sections.
Section 5 5-347 5.37.1.1 Purpose This analysis ty pe is used to model st eady, harmonically varying load on a structure to solve for the steady harm onic response after the initial transient response has damped out to zero. STAAD Steady State analys is options include result s for one forcing frequency or for a set of frequencies.
STAAD Comm ands and Input Instructions Section 5 5-348 This comm and directs the program to perform the analysis that includes: a) Checking whether all inform ation is provided for the analysis; b) Fo.
Section 5 5-349 In PRINT JOINT DISP and in Post processor displayed result s, the load case displacement for a gi ven joint and direction will be the maxim um value over all of the frequencies (without t he phase angles) for a Steady State load case.
STAAD Comm ands and Input Instructions Section 5 5-350 5.37.1.2 Define Harmonic Output Frequencies If Harmonic is request ed above, then optionally i nclude the next input. FRE QUENCY FLO f 1 FHI f 2 NPT S f 3 (MOD AL) FLI ST freqs FLO f 1 = Lowest frequency to be included in Harmonic output .
Section 5 5-351 5.37.1.3 Define Load Case Number Currently the load case number is automatically the case with the MODAL CALC command..
STAAD Comm ands and Input Instructions Section 5 5-352 5.37.1.4 Steady Ground Motion Loading This set of comm ands may be used to specify steady ground m otion loading on the structure, the ground m otion frequency, the modal damping, and the phase relationshi p of ground m otions in each of the global directions.
Section 5 5-353 General format: ⎧ X ⎫ ⎧ ⎫ GRO UND MOT ION ⎨ Y ⎬ ⎨ ACC EL ⎬ f 3 PHA SE f 4 ⎩ Z ⎭ ⎩ DISP ⎭ Enter the direction of the ground motion, the acceleration magnitude, and t he phase angle by which the m otion in this direction lags (in degrees).
STAAD Comm ands and Input Instructions Section 5 5-354 5.37.1.5 Steady Force Loading This set of comm ands may be used to specify JOINT loads on the structure, the forcing frequency, the m odal damping, and the phase relationship of loads in each of the global directions.
Section 5 5-355 phase angle of 0.0. All fo rces specified below will be applied with the phase angle specified above, if any . Default is 0.0. f 7 Phase angle in degrees. One phase angle per global direct ion. Next are the joint forces, if any. Repeat this command as m any times as needed.
STAAD Comm ands and Input Instructions Section 5 5-356 General format: COP Y LOA D i 1 , f 1 , i 2 , f 2 ... i n , f n where, i 1 , i 2 ... i n = prior primary load case numbers that are in this analysis set. f 1 , f 2 ... f n = corresponding factors This comm and can be continued to additional lines by ending al l but last with a hyphen.
Section 5 5-357 5.37.1.6 Harmonic Ground Motion Loading This set of comm ands may be used to specify harm onic ground motion loadi ng on the structure, the modal damping, and the phase relationship of ground motions in each of the global directions. Response at all of the frequencies de fined in section 5.
STAAD Comm ands and Input Instructions Section 5 5-358 General format: ⎧ X ⎫ ⎧ ⎫ GRO UND MOT ION ⎨ Y ⎬ ⎨ ACC EL ⎬ f 3 PHA SE f 4 ⎩ Z ⎭ ⎩ DISP ⎭ Enter the direction of the ground motion, the acceleration and the phase angle by which the m otion in this direction lags (in degrees).
Section 5 5-359 Frequency - Ampli tude pairs are entered to describe the variation of acceleration with frequency. Continue this data onto as many lines as needed by ending each line except the last with a hyphen (-). These pairs must be in ascending order of frequency.
STAAD Comm ands and Input Instructions Section 5 5-360 5.37.1.7 Harmonic Force Loading This set of comm ands may be used to specify JOINT loads on the structure, the modal damping, and the phase relat ionship of loads in each of the global directions.
Section 5 5-361 f 7 Phase angle in degrees. One phase angle per direction. Next are the joint forces, if any. Repeat this command as m any times as needed. * ⎧ FX f 1 ⎫ ⎪ FY f 2 ⎪ joint-list ⎨ FZ f 3 ⎬ ⎪ MX f 4 ⎪ ⎪ MY f ⎪ 5 ⎩ MZ f 6 ⎭ FX, FY and FZ specify a force in the corresponding global direction.
STAAD Comm ands and Input Instructions Section 5 5-362 f 1 , f 2 ... f n = corresponding factors This comm and can be continued to additional lines by ending al l but last with a hyphen. These cases must have been between the Perform Steady State Analysis comm and and the prior Analysis comm and (if any).
Section 5 5-363 Frequency - Ampli tude pairs are entered to describe the variation of the force multiplier (amplitude) with frequen cy. Continue this data onto as many lines as needed by ending each line except the last with a hyphe n (-). These pairs must be in ascending order of frequency.
STAAD Comm ands and Input Instructions Section 5 5-364 5.37.1.8 Print Steady State/Harmonic Results PRI NT HAR MONIC DIS PLACEMENTS List- spec ⎧ (ALL ) ⎫ List-spec = ⎨ LIS T list of items-joints ⎬ ⎩ ⎭ This command must be after all st eady state/harm onic loadings and before the END STEADY comm and.
Section 5 5-365 3 5 5 4 10 6 - 35 3 GROUND MOTION Z ACC .15 PHASE 20.0 AMPLIT A 0.10 B .21 C 0.03 PRINT HARMONIC DISP ALL END BEGIN STEADY FORCE STEADY FORCE FREQ 11.2 DAMP .033 JOINT LOAD PHASE X 0.0 PHASE Y 10.0 PHASE Z 15.0 UNIT KIP 10 5 TO 7 BY 2 88 FX 10.
STAAD Comm ands and Input Instructions Section 5 5-366 BEGIN HARMONIC FORCE FREQ FLO 3.5 FHI 33 NPTS 5 MODAL FLIST 4 5 10 - 17 21 30 HARMONIC FORCE DAMP .033 JOINT LOAD PHASE X 0.0 PHASE Y 10.0 PHASE Z 15.0 UNIT KIP 10 5 TO 7 BY 2 88 FX 10.0 FY 5.0 UNIT POUND 10 5 TO 7 BY 2 - 88 FX 10.
Section 5 5-367 5.37.1.9 Last Line of this Steady State/Harmonic Analysis END STE ADY.
STAAD Comm ands and Input Instructions Section 5 5-368 5.38 Change Specification Purpose This command is used to reset the stiffness matrix. Typically, this command is used when multiple analyses are required in the same run. General format: CHA NGE This comma nd indicates that input, which will change the stiffness matrix, will follow.
Section 5 5-369 g) Analysis and CHANGE are required between primary cases for PERFORM CABLE ANALYSIS. h) Analysis and CHANGE are required after each UBC case if the case is subsequently referred to in a Repeat Load comma nd or if the UBC case will be re-solved after a Select command or after a Multiple analysis.
STAAD Comm ands and Input Instructions Section 5 5-370 3) Section forces and mom ents, stress and other results for postprocessing will use the last entered data for supports and mem ber properties regardless of what was used to com pute the displacements, end forces a nd reactions.
Section 5 5-371 5.39 Load List Specification Purpose This comma nd allows specification of a set of active load cases. All load cases made active by this command remain active until a new load list is specified.
STAAD Comm ands and Input Instructions Section 5 5-372 In this example, member forces will be printed for all load cases, whereas loading 1 and 3 will be used for printing support reactions and code-checking of all m embers.
Section 5 5-373 5.40 Section Specification Purpose This comm and is used to specify intermediate sections along the length of frame mem b er for which forces and mom ents are required. General format: ⎧ MEM BER m e m b - l i s t ⎫ SEC TION f 1 , f 2 .
STAAD Comm ands and Input Instructions Section 5 5-374 them. As mentioned earlier, no more than three intermediate sections are allowed per SECTION com mand. However, if more than three intermediate sections ar e desired, they can be examined by repeating the SECTION com mand after completi ng the required calculations.
Section 5 5-375 5.41 Print Specifications Purpose This comm and is used to direct the program to print vari ous modeling inform ation and anal ysis results.
STAAD Comm ands and Input Instructions Section 5 5-376 General format to print support reactions: PRI NT SUP PORT REA CTIONS General format to print story drifts: PRI NT STO RY DRIFT Description The list of items is not applicable for PRINT ANALYSIS RESULTS and PRINT MODE SHAPES comma nds.
Section 5 5-377 The following designation i s used for mem ber property names: AX - Cross section area AY - Area used to adjust shear/be nding stiffn ess in local Y axis to account for pure shear in addition to the classical bending stiffness.
STAAD Comm ands and Input Instructions Section 5 5-378 group-names). Only t he selfweight of the structure is used t o calculate the C.G. User defined jo int loads, mem b er loads etc. are not considered in the calculation of C.G. The PRINT (JOINT) DISPLACEMENTS comma nd prints joint displacements in a tabulated form .
Section 5 5-379 (absolute combinat ion of axial, bending-y and bendi ng-z) stresses. For PRISMATIC sections, if AY and/ or AZ is not provided, the full cross-sectional area (AX) will be used. For TAPERED sections, the values of AY and AZ are those for the location where the stress is pr inted.
STAAD Comm ands and Input Instructions Section 5 5-380 ANGLE = Angle which determi nes direction of ma ximum principal stress with respect to local X axis If the JOINT option is used, forces and m oments at t he nodal points are also printed out in addition to the centroi d of the element.
Section 5 5-381 The PRINT STORY DRIFT com mand m ay be used to obtain a print-out of the average lateral di splacement of all joints at each horizontal level al ong the height of the structure. Example PERFORM ANALYSIS PRINT ELEMENT JOINT STRESS PRINT ELEMENT STRESS AT 0.
STAAD Comm ands and Input Instructions Section 5 5-382 5.42 Stress/Force output printing for Surface Entities Default locations for stress/ force output, design, and design output for surface elements.
Section 5 5-383 d1, d2 - coordinates in the direct ion orthogonal to ξ , delineating a fragment of the fu ll cross- section for which the output is desired. s1, ...,si - list of surfaces for output generation Note: If the keyword ALONG is omitted, direction Y (default) is assumed.
STAAD Comm ands and Input Instructions Section 5 5-384 5.43 Printing Section Displacements for Members Purpose This comma nd is used to calcula te and print displacements at sections (interm ediate points) of frame mem bers. This provides the user with deflection data b etween the joints.
Section 5 5-385 Example PRINT SECTION DISPL SAVE PRINT SECTION MAX DISP See Section 1.19.3 SECTION DISPLACEMENTS are measured in GLOBAL COORDINATES. The values are measured from the original (undeflected) position to the defl ected position. See figure above.
STAAD Comm ands and Input Instructions Section 5 5-386 5.44 Printing the Force Envelope Purpose This command is used to calculate and prin t force/moment envelopes for frame m embers. This comma nd is not available for finite elements. General format: ⎧ FOR CE ⎫ PRI NT ⎨ ⎬ ENV ELOPE (NSE CTION i) list-sp.
Section 5 5-387 Example PRINT FORCE ENV PRINT MAXF ENV NS 15 PRINT FORCE ENV NS 4 LIST 3 TO 15 Notes This is a secondary analys is comm and and should be used after analysis specification.
STAAD Comm ands and Input Instructions Section 5 5-388 5.45 Post Analysis Printer Plot Specifications Purpose This comma nd has been discontinued in STAAD.Pro. Please use the facilities of the Graphical User Interface (GUI) for screen and hard copy graphics.
Section 5 5-389 5.46 Size Specification Purpose This comm and provides an estimate for required section properti es for a frame m ember based on certain analysis results and user requirements.
STAAD Comm ands and Input Instructions Section 5 5-390 Example SIZE WID 12 DEFL 300 LEN 240 BSTR 36 ALL SIZE DEFL 450 BSTR 42 MEMB 16 TO 25 Note: It may be noted that sizing will be based on only the criteria specified by the user in the relevant SIZE comma nd.
Section 5 5-391 5.47 Steel and Aluminum Design Specifications This section describes the specifi cations necessary for structural steel & alum inum design.
STAAD Comm ands and Input Instructions Section 5 5-392 5.47.1 Parameter Specifications Purpose This set of comm ands may be used to specify the param eters required for steel and alum inum design.
Section 5 5-393 Description Parameter-name refers to the "PARAMETER NAME" (s) listed in the parameter t able contained in the Steel and Aluminum Design section.
STAAD Comm ands and Input Instructions Section 5 5-394 Example PARAMETERS CODE AISC KY 1.5 MEMB 3 7 TO 11 NSF 0.75 ALL PROFILE W12 W14 MEMB 1 2 23 RATIO 0.9 ALL Notes 1) All unit sensitive values should be in the current unit system. 2) For default values of the param eters, refer to the appropriate parameter table.
Section 5 5-395 5.47.2 Code Checking Specification Purpose This comm and may be used to perform the CODE C HECKING operation for steel and alum inum members.
STAAD Comm ands and Input Instructions Section 5 5-396 5.47.3 Member Selection Specification Purpose This comma nd may be used to perform the MEMBER SELECTION operation.
Section 5 5-397 2) Member select ion can be done only after an analys is has been performed. Consequentl y, the comm and to perform the analysis has to be specified before the SELECT MEMBER comma nd can be specified. 3) This comm and does not cause the program to re-analyze for results based on the selected mem ber sizes.
STAAD Comm ands and Input Instructions Section 5 5-398 5.47.4 Member Selection by Optimization Purpose This comm and performs member select ion using an optimization technique based o n multiple analysis/design iteration s. General format: SEL ECT OPT IMIZED Description The program selects al l mem bers based on an optimization technique.
Section 5 5-399 5.47.5 Weld Selection Specification Purpose This comm and performs selection of weld sizes for specified memb er s. General format: ⎧ MEM BER m e m b - l i s t ⎫ SEL ECT WEL D (TRU SS) ⎨ ⎬ ⎩ ALL ⎭ Description By this com mand, the program se lects the weld sizes of the specified mem bers at start and e nd.
STAAD Comm ands and Input Instructions Section 5 5-400 5.48 Group Specification Purpose This comm and may be used to group mem bers together for analysis and steel design.
Section 5 5-401 Example 1 SELECT ALL GROUP SZ MEMB 1 3 7 TO 12 15 GROUP MEMB 17 TO 23 27 SAME AS 30 In this example, t he mem bers 1, 3, 7 to 12, and 15 are assigned the same propertie s based on which of these mem bers has the largest section modul us.
STAAD Comm ands and Input Instructions Section 5 5-402 Notes The FIXED GROUP + GROUP comma nds are typically entered before the mem b er selection for further analysi s and design. This facility may be effectively utilized to develo p a practically oriented design where several m embers need to be of the same size.
Section 5 5-403 5.49 Steel Take Off Specification Purpose This comm and may be used to obtain a summ ary of all steel sections being used along with t heir lengths and weights.
STAAD Comm ands and Input Instructions Section 5 5-404 5.50 Timber Design Specifications This section describes the specifi cations required for tim ber design. Detailed descript ion of the tim ber design procedures is available in Section 4. Section 5.
Section 5 5-405 5.50.1 Timber Design Parameter Specifications Purpose This set of comm ands may be used for specification of param eters for timber desi gn. General Format: PAR AMETER COD E TIM BER ⎧ MEM BER member-list ⎫ parameter-name f 1 ⎨ ⎬ ⎩ ALL ⎭ Description f 1 = th e value of the p arameter.
STAAD Comm ands and Input Instructions Section 5 5-406 5.50.2 Code Checking Specification Purpose This comm and performs code checking operation on specified members based on the American Institute of Timber Construction (AITC) codes.
Section 5 5-407 5.50.3 Member Selection Specification Purpose This comm and performs member select ion operation on specified members based on the American Institute of Timber Construction (AITC) codes.
STAAD Comm ands and Input Instructions Section 5 5-408 5.51 Concrete Design Specifications for beams, columns and plate elements This section describes the specifi cations for concrete design for beams, colum ns and individual plate el ements.
Section 5 5-409 5.51.1 Design Initiation Purpose This command is used to initiate concrete design for beams, columns and indivi dual plate elem ents. General format: STA RT CON CRETE DESIGN Description This command initiates the concrete design sp ecification.
STAAD Comm ands and Input Instructions Section 5 5-410 5.51.2 Concrete Design-Parameter Specification Purpose This set of comm ands may be used to specify param eters to control concrete design for beams, col umns and individual plate element s.
Section 5 5-411 Notes 1) All paramet er values are provided in the current unit sy stem. 2) For default values of parame te rs, refer to Section 3 for the ACI code.
STAAD Comm ands and Input Instructions Section 5 5-412 5.51.3 Concrete Design Command Purpose This comm and may be used to specify the type of desi gn required.
Section 5 5-413 5.51.4 Concrete Take Off Command Purpose This comm and may be used to obt ain an estimate of the total volume of the concrete , reinforcement bars used and their respective weights.
STAAD Comm ands and Input Instructions Section 5 5-414 5.51.5 Concrete Design Terminator Purpose This comm and must be used to terminate t he concrete design. General format: END CON CRETE DES IGN Description This comm and terminates the concrete design, after whi ch normal STAAD comm ands resume.
Section 5 5-415 5.52 Footing Design Specifications Purpose This set of comm ands may be used to specify footing desi gn requirements. Sect ions 5.52.1 th rough 5.52.4 describe the process of design initiatio n, parameter specification, design command and design termi nation.
STAAD Comm ands and Input Instructions Section 5 5-416 Design Procedure The following sequential design procedure is followed: 1) Footing size is calcul ated on the basis of the load directl y available from the analysis results (support reactions) and user specified Allowable Soil Pressure .
Section 5 5-417 Design Parameters Cont. Parameter Default Description Name Value TRA CK 1.0 1.0 = only num erical output is provided 2.0 = numerical output and sketch provided DEP TH Calculated by the program The min. depth of the footing base slab. Program changes this value if required for design.
STAAD Comm ands and Input Instructions Section 5 5-418 5.52.1 Design Initiation Purpose This command must be used to initiate the footing design. General Format: STA RT FOO TING DES IGN Description This comma nd initiates the footi ng design specifica tions.
Section 5 5-419 5.52.2 Footing Design Parameter Specification Purpose This command is used to specify parameters that may be used to control the footing design. General Format: COD E AME RICAN ⎧ JOI N T joint-list ⎫ parameter-name f 1 ⎨ ⎬ ⎩ ( ALL ) ⎭ Description Parameter-nam e refers to the parame ters described i n Section 5.
STAAD Comm ands and Input Instructions Section 5 5-420 5.52.3 Footing Design Command Purpose This comm and must be used to execute the footing design. General Format: DES IGN FOO TING ⎧ joint-list ⎫ ⎩ ( ALL ) ⎭ Description This command may be used to specify the joints for which the footing designs are required.
Section 5 5-421 EXAMPLE START FOOTING DESIGN CODE AMERICAN UNIT . . . FY 45.0 JOINT 2 FY 60.0 JOINT 5 FC 3 ALL RATIO 0.8 ALL TRACK 2.0 ALL PEDESTAL 1.0 ALL UNIT .
STAAD Comm ands and Input Instructions Section 5 5-422 5.52.4 Footing Design Terminator Purpose This comm and must be used to terminate t he footing design. General Format: END FOO TING DES IGN Description This comm and terminates the footing design. Notes If the footing design is not terminated, no further STAAD comma nd will be recognized.
Section 5 5-423 5.53 Shear Wall Design Purpose STAAD performs design of reinfor ced concrete shear walls per two codes currently: AC I 318-02 and BS 8110.
STAAD Comm ands and Input Instructions Section 5 5-424 b. Panels have been defined. Design is performed for all panels, for the cross-section located at a distance c from the start of the panel. Shear Wall design is currently not available for dynam ic load cases.
Section 5 5-425 5.53.1 Definition of Wall Panels for Shear Wall Design Due to the presence of openings, thr ee types of structural elements may be defined within the boundaries of a shear wall: wall, column, and beam. For each of those entities, a different set of design and detailing rul es applies.
STAAD Comm ands and Input Instructions Section 5 5-426 5.53.2 Shear Wall Design Initiation General format: STA RT SHE ARWALL DES IGN CODE a parameters DES IGN SHE ARWALL (AT c) LIS T s CRE INF cr TRA .
Section 5 5-427 Parameter TR ACK specifies how detaile d the design output should be: 0 - indicates a basic set of results data (default), 1 - full design output will b e generated.
STAAD Comm ands and Input Instructions Section 5 5-428 5.54 End Run Specification Purpose This comma nd must be used to terminate the STAAD run. General format: FIN ISH Description This comm and should be provided as the last input comm and. This terminates a STAAD run.
Section 5 5-429.
STAAD Comm ands and Input Instructions Section 5 5-430.
Index 1 Index by Section Numbers A AASHTO, allowable code stress, 2.13.2 axial stress, 2.13.2 bending-axial stress interaction, 2.13.2 bending stress, 2.13.2 general comm ents, 2.13.1 minim um metal thickness, 2.13.4 MOVING LOAD, 1.17. 1, 5.31.1, 5.32.
Index 2 C CABLE comm and of, 1.11, 5.23.2, description, 1.11 nonlinear, 1.18.2.5 CALCULATE RAYLEIGH (FREQUENCY), 5.33 CANADIAN SEISMIC, 5.31.2.10 Cartesian Coordinate System , 1.5.1 CASTELLATED BEAMS, 2.16 CB parame ter , Table 2.1 & 2.2 Center of Gravity (CG)(See PRINT) CHANGE comm and of, 5.
Index 3 DESIGN OF I-SHAPED BEAMS PER ACI-318, 3.8.4 DFF parameter , T able 2.1 DJ1, DJ2 parame ter s, Table 2.1 DIAPHRAGM (see MASTER/SLAVE) DIRECTION, 5.27.3 DISPLACEMENTS PRINT com mand, 5.41, 5.42 DMAX parame ter , Table 2.1& 2.2 DMIN param eter, Table 2.
Index 4 GROUP SPECIFICATION, 5.48 H Harmonic Tim e History Load, 5.31.6 I IBC 2000/2003 LOAD, 5.31.2.6 IGNORE LIST, 5.9 IMPERFECTION Load, 1. 18.2.2 IMPERFECTION, m ember, 5.26.6 INACTIVE MEMBE RS, 1.20, 5.18 INCLINED SUPPORT, 5. 27.2 INPUT GENERATION, 1.
Index 5 MEMBER PROPERT I ES, 1.7, 5.20 MEMBER RELEASE, 1.8, 5.22 MEMBER SELECTION SPECIFICATION, 5.47. 3 MEMBER STRESSES (SPECIFIED SECTIONS), 1.19. 4, 5.41 MEMBER Tension- Only 1.9, 5.23.3 MEMBER TRUSS, 1. 9, 5.23 MEMBER WEIGHT, 5.31.2 MESH GENERATION, 5.
Index 6 PRISMATIC, 5. 19 PRISMATIC PROPER T Y, 1.7.1, 5.20. 2 PROFILE, 5.47.1 PROPERTY SPEC, 5.20.2 R RATIO param eter, Table 2.1& 2.2 RAYLEIGH FREQUENCY, 5.33 REACTIONS (SUPPORT) PRINT com mand, 5. 41 REFERENCE LOAD, 5.31.1 REFERENCE POINT, 1. 5.
Index 7 STEEL TABLE, 5.20.1 STEEL TAKE-OFF, 5.49 STIFF param e ter , Table 2.1 STRUCTURE GEOMETRY, 1.5 STRUCTURES – Type, 1. 3, 5.2 SUBGRADE, 5.27.3 SUBSTITUTION - JOINT, 5.15 SUBSTITUTION - MEMBER, 5.15 SUBSTITUTION - COLUMN, 5.15 SUPPORT DISPLACEMENT, 1.
Index 8.
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