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design parameters for steelFull description
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This document is overview of staad and how it can be used for offshore structures. I hope it will be use full for all structural engineersFull description
staad project
This document is overview of staad and how it can be used for offshore structures. I hope it will be use full for all structural engineers
STAAD.Pro is a structural analysis and design computer program originally developed by Research Engineers International at Yorba Linda, CA in 1997.
modelling and analysis of domes in STAAD
PEB
9A1.3 Design Parameters
Page 1 of 7
1392 920 0 Indian Codes - Concrete Design per IS 13
11B.3 Design Parameters The prog rogram conta ontains ins a num number of param rameters ters tha that are needed to perfor rform m design ign as per I S 13920. It accepts all parameters that are needed to perform design as per IS IS:456. :456. Over and above it has some other parameters that are required only when designed is performe performed d as per IS IS::13920. 0. Default Defaul t parameter values have have been selected such that they are frequently frequentl y used numbers for conventional design design requirements. r equirements. These values may may be changed changed to suit the particular parti cular design being performe performed. d. Table T able 8A1.1of this t his manual contains a complete list of the available parameters and their default values. It is is neces necessa sary ry to declare length length and force force units as Millimeter and Newton before performing the concrete design. Once a parameter is is specified, specified, its value stays at that specified number until it is is specified specified again. This is is the the way STAAD works for all codes. codes.
Table Table 11B.1-Indian -Indian Conc Concre rete te Des Design ign IS 13920 920 Parameters Parameters
Parameter Name CO DE
Default Value -
Description M ust be specified as IS13920 Design Design Code to foll fol low. See section 5.52.2 of the Technical Reference Manual.. Manual
BRACING
0.0
Beam Design 1.0 =the =the effect effect of axial force will wil l be taken into account for beam design. Column Design: Correspond to the terms "Braced" and "Unbr "Un brace aced" d" descr descriibed in Notes 1, 2, and and 3 of Clause Clause 39.7.1of I S456:2000. 1.0 axis. 2.0 axis. 3.0 axis.
=the =the column column is is unbraced unbraced about major =the =the column column is is unbraced unbraced about minor =the =the column is is unbraced unbraced about both
DEPTH
YD
Total depth to be used for design. This value defaults defaults to YD (depth of section section in i n Y direction) di rection) as provided under MEMBER PROPERTIES.
CLEAR
25 mm
For beam members.
40 mm
For column members This is is the the clear cover to the outermost main reinforcing bar. bar. I t is not the clear cover for the sti stirrups rrups or the t he tie bars. bars.
CO MB MBI NE NE
0.0
Default value means there will be be no member combination. 1.0 =no pri printout of secti sectional onal force for ce and critical critical load l oad for combined membe memberr in the output. 2.0 =printout =pri ntout of sectional sectional force for ce for combined member in the output. 3.0 =printout =pri ntout of both sectional sectional force force and and
critical load for combined member in the output. *** EFACE
0.0
Face of support location at end of beam. The parameter can also be used to check against shear at any point from the end of the member. Both SFACE and EFACE are input as positive numbers.*
ELZ
1.0
Ratio of effective length to actual length of column about major axis.
ELY
1.0
Ratio of effective length to actual length of column about minor axis.
ENSH
0.0
Perform shear check against enhanced shear strength as per Cl. 40.5 of IS456:2000. 1.0 =ordinary shear check to be performed ( no enhancement of shear strength at sections close to support) a positive value(say x ) =shear strength will be enhanced up to a distance x from the start of the member. This is used only when a span of a beam is subdivided into two or more parts. (Refer note after Table 8A.1) a negative value(say –y) =shear strength will be enhanced up to a distance y from the end of the member. This is used only when a span of a beam is subdivided into two or more parts.(Refer note after Table 8A.1) 0.0 =the program will calculate Length to Overall Depth ratio. If this ratio is greater than 2.5, shear strength will be enhanced at sections (<2d) close to support otherwise ordinary shear check will be performed.
EUDL
None
Equivalent u.d.l on span of the beam. This load value must be the unfactored load on span. During design the load value is multiplied by a factor 1.2. If no u.d.l is defined factored shear force due to gravity load on span will be taken as zero. No elastic or plastic moment will be calculated. Shear design will be performed based on analysis result.(Refer note)
FYMAIN
415 N/mm2 Yield Stress for main reinforcing steel.
FYSEC
415 N/mm2 Yield Stress for secondary reinforcing steel.
FC
30 N/mm2
GLD
None
Concrete Yield Stress. Gravity load number to be considered for calculating equivalent u.d.l on span of the beam, in case no EUDL is mentioned in the input. This loadcase can be any static loadcase containing MEMBER LOAD on the beam which includes UNI, CON, LIN and TRAP member loading. CMOM member loading is
considered only when it is specified in local direction. FLOOR LOAD is also considered. The load can be primary or combination load. For combination load only load numbers included in load combination is considered. The load factors are ignored. Internally the unfactored load is multiplied by a factor 1.2 during design. If both EUDL and GLD parameters are mentioned in the input mentioned EUDL will be considered in design No dynamic (Response spectrum, 1893, Time History) and moving load cases are considered. member loading in global direction is not considered. CMOM
member loading is not considered.
UMOM
HLINK
IPLM
Spacing of longitudinal bars measured to the outer face 0.0
Longer dimension of the rectangular confining hoop measured to its outer face. It shall not exceed 300 mm as per Cl. 7.4.8. If the HLINK value as provided in the input file does not satisfy the clause the value will be internally assumed as the default one. This parameter is valid for rectangular column. Default value calculates elastic/ plastic hogging and sagging moments of resistance of beam at its ends. 1.0 =calculation of elastic/plastic hogging and sagging moments of resistance of beam to be ignored at start node of beam. This implies no support exists at start node. -1.0 =calculation of elastic/ plastic hogging and sagging moments of resistance of beam to be considered at start node of beam. . This implies support exists at start node. 2.0 =calculation of elastic/plastic hogging and sagging moments of resistance of beam to be ignored at end node of beam. This implies no support exists at end node. -2.0 =calculation of elastic/plastic hogging and sagging moments of resistance of beam to be considered at end node of beam. . This implies support exists at end node. **
IMB
0.0
Default value calculates elastic/ plastic hogging and sagging moments of resistance of beam at its ends. 1.0 =calculation of elastic/plastic hogging and sagging moments of resistance of beam to be ignored at both ends of beam. This implies no support
exist at either end of the member. -1.0 =calculation of elastic/ plastic hogging and sagging moments of resistance of beam to be considered at both ends of beam. This implies support exist at both ends of the member.** M IN MAI N
10 mm
M inimum main reinforcement bar size.
MAXMAIN
60 mm
Maximum main reinforcement bar size.
M INSEC
8 mm
M inimum secondary reinforcement bar size.
MAXSEC
12 mm
Maximum secondary reinforcement bar size.
PLASTIC
0.0
Default value calculates elastic hogging and sagging moments of resistance of beam at its ends. 1.0 =plastic hogging and sagging moments of resistance of beam to be calculated at its ends.
RATIO
4.0
Maximum percentage of longitudinal reinforcement in columns.
Distance of the start or end point of the member from its nearest support. This parameter is used only when a span of a beam is subdivided into two or more parts. Refer note after Table 9A.1
RFACE
4.0
4.0 =longitudinal reinforcement in column is arranged equally along four faces. 2.0 invokes two faced distribution about major axis. 3.0 invokes two faced distribution about minor axis.
SFACE
0.0
Face of support location at start of beam. It is used to check against shear at the face of the support in beam design. The parameter can also be used to check against shear at any point from the start of the member.* Both SFACE and EFACE are input as positive numbers.*
SPSMAIN
25 mm
TORISION
0.0
Minimum clear distance between main reinforcing bars in beam and column. For column center to center distance between main bars cannot exceed 300 mm. 0.0 =torsion to be considered in beam design. 1.0 =torsion to be neglected in beam design.
TRACK
0.0
Beam Design: 0.0 =output consists of reinforcement details at START, MIDDLE and END.
1.0 =critical moments are printed in addition to TRACK 0.0 output. 2.0 =required steel for intermediate sections defined by NSECTI ON are printed in addition to TRACK 1.0 output. Column Design: 0.0 =reinforcement details are printed. 1.0 =column interaction analysis results are printed in addition to TRACK 0.0 output. 2.0 =a schematic interaction diagram and intermediate interaction values are printed in addition to TRACK 1.0 output. ULY
1.0
Ratio of unsupported length to actual length of column about minor axis.
ULZ
1.0
Ratio of unsupported length to actual length of column about major axis.
WI DTH
ZD
Width to be used for design. This value defaults to ZD as provided under MEMBER PROPERTIES.
Bar combination has been introduced for detailing. Please refer section 9A1.6 for details. * EFACE and SFACE command is not valid for member combination. ** IPLM and IMB commands are not valid for member combination. These commands are ignored for members forming physical member. *** The purpose of COMBINE command is the following: 1. If a beam spanning between two supports is subdivided into many sub-beams this parameter will combine them into one member. It can also be used to combine members to form one continuous beam spanning over more than two supports. 2. When two or more members are combined during design plastic or elastic moments will be calculated at the column supports. At all the intermediate nodes (if any) this calculation will be ignored. Please note that the program only recognizes column at right angle to the beam. Inclined column support is ignored. 3. It wil l calculate sectional forces at 13 sections along the length of the combined member. 4. It will calculate critical loads (similar to that of Design Load Summary) for all active load cases during design. Beams will be combined only when DESIGN
BEAM command is issued.
The following lines should be satisfied during combination of members: 1. Members to be combined should have same sectional properties if any single span between two column supports of a continuous beamis subdivided into several members. 2. Members to be combined should have same constants (E, Poi ratio, alpha, density, and beta angle) 3. Members to be combined should lie in one straight line. 4. Members to be combined should be continuous. 5. Vertical members (i.e., columns) cannot be combined. 6. Same member cannot be used more than once to form two different combined members. 7. The maximum number of members that can be combined into one memberis 299. Sectional forces and critical load for combined member output will only be available when all the members combined are successfully designed in both flexure and shear.
ENSH and RENSH parameters will have to be provided (as and when necessary) even if physical member has been formed.
11B.3.1 Example The following lines show a standard example for design to be performed in IS 13920. STAAD SPACE UNIT METER MTON JOINT COORDINATES … MEMBER INCIDENCES … MEMBER PROPERTY INDIAN … CONSTANTS … SUPPORTS … DEFINE 1893 LOAD ZONE 0.05 I 1 K 1 B 1 SELFWEIGHT JOINT WEIGHT … LOAD 1 SEISMIC LOAD IN X DIR 1893 LOAD X 1 LOAD 2 SEISMIC LOAD IN Z DIR 1893 LOAD Z 1 LOAD 3 DL MEMBER LOAD …… UNI GY -5 LOAD 4 LL MEMBER LOAD ……. UNI GY -3 LOAD COMB 5 1.5(DL+LL) 3 1.5 4 1.5 LOAD COMB 6 1.2(DL+LL+SLX) 1 1.2 3 1.2 4 1.2 LOAD COMB 7 1.2(DL+LL-SLX) 1 1.2 3 1.2 4 -1.2 LOAD COMB 8 1.2(DL+LL+SLZ) 2 1.2 3 1.2 4 1.2 LOAD COMB 9 1.2(DL+LL-SLZ)
2 1.2 3 1.2 4 -1.2 PDELTA ANALYSIS LOAD LIST 5 TO 9 START CONCRETE DESIGN CODE IS13920 UNIT MMS NEWTON FYMAIN 415 ALL FC 20 ALL MINMAIN 12 ALL MAXMAIN 25 ALL TRACK 2.0 ALL *** UNFACTORED GRAVITY LOAD ON MEMBERS 110 TO 112 IS 8 T/M (DL+LL) I.E., 78.46 N EW/MM EUDL 78.46 MEMB 110 TO 112 ** MEMBERS TO BE COMBINED INTO ONE PHYSICAL MEMBER COMBINE 3.0 MEMB 110 TO 112 *** PLASTIC MOMENT CONSIDERED PLASTIC 1.0 MEMB 110 TO 112 DESIGN BEAM 110 TO 112 DESIGN COLUMN … END CONCRETE DESIGN FINISH
