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Award Winning Integrated Structural Analysis, Design and Detailing System with 17 Years Proven Track Record
6000+ user base in India , Malaysia, Germany, Nigeria, Uganda, Oman, Muscat, UAE (Dubai) etc....
Graphical User Interface
Tree Menu
Command Prompt
Main Menu Toolbar Menu
Grid wise input for ease of geometry creation
•Generation of uniform and inclined grid lines is possible with various options for the ease of modeling.•Editing of grid lines as per requirements is also possible.
Architectural import for structural plan tracing
All layers from original CAD drawings are available for display and can be made on/ off as required – The Structural Designer has Architectural Plan view in the background and can draw structural model by tracing entities from imported CAD architectural drawing
Modeling Features
Slabs
Rectangular Slab
Triangular Slab
Trapezoidal Slab
General Slab
Flat Slab
Curved Beams With three points
With Start point Center
and end point
With start point, Center ,
included angle
With Start point, End
point and radius
Beams
Straight Beam
Inclined Beam
Modeling Features
Curved Beam
Inclined Beam
TriangularSlab
RectangularSlab
GeneralSlab
Straightbeam
Modeling Features
Columns
Rectangular
Circular
T-Shape
L- Shape
Shear Walls Straight
L- Shape
C- Shape
Modeling Features
L Shape Shearwall
C Shape Shearwall
L Shape Shearwall
Circular Column
T Shape Column
L Shape Column
Rectangular Column
3D View modeling and Editing
Creation and deletion of element in 3D view made easy. Redo and Undo feature in 3D editing
Modeling of industrial structures
User defined steel Plane Trusses can be modeled and placed them on concrete frames
View Control
Dynamic
View
Pan
Rotate
Rotate @
Z
Zoom
In
Out
Extents
Pan
Left
Right
Up
Down
View Point
Iso
Top
Right
Front
3D Wire Frame
3D Render View
Modeling Features
Activities
Single selection
Window selection
Active All
Active selected
Active Previous
Inactive
Active Identity
Active Identity
Support Conditions
FixedFixed
RollerRoller
HingedHinged
User DefinedUser Defined
Member ReleasesMember Releases
Pinned – Pinned
Fixed – Pinned
User Defined
Pinned – Fixed
Fixed - Fixed
Column offset and wide column effect
Using this option the support width effect is considered at preprocessor and accordingly the span moments and end moments of beams are calculated. Since the moments and shear forces are calculated at the face of columns it results in economical design.
• When two members such as a beam and column are connected at a point, there is some overlap of the cross-sections. In many structures, the dimensions of the members are large, and the length of the overlap can be a significant fraction of the total length of the frame element. Defining end length offsets along the length of frame elements can account for these finite dimensions of structural elements.
• When a line object is used to model a frame section, the line object is assumed to be located at the centroid of the frame section. Thus, when line objects (frame sections) intersect in a model, it means that the centroids of the associated frame objects intersect. In a real structure, that is not always the case. For example, it is not unusual for one or more floor beams in a building to frame eccentrically into a column.
Beam
BeamColumn
CGY offset
X offset
Overlapping portion
Column offset and wide column effect
Design of column at bottom face of beam
Using this option internally Master and slave nodes will be created and the moments and forces in column will be taken from beam bottom.
Floor Level
Column
Master Node
Slave Node
Beam
This constraint is used to simulate the condition when there is wide column. Due to the presence of the wide column the actual span of the beam is not the distance between the nodes but the distance between the outer edge of the wide column. So when there are wide columns then the actual stiffness of the beam will be more then when it is taken from node to node. On clicking Master-Slave relation we get the following dialog box.
The Master Slave concept enables the creation of rigid links, using either the ‘Equal Degree of Freedom’ or the ‘Equal Displacement’ type of relationship
Master Slave
Generation of pattern loading
Under pattern loading the live loads are applied on alternate spans ALT1, ALT2, …. as well on two adjoining spans ADJ1, ADJ2…..
Beam design is done for worst of all load combinations including pattern loads, Earthquake loads and wind loads.
Export / Import Form 3rd Party Software
Export
Import
Exports / Imports STAAD Pro File
STRUDS model could be opened in STAAD to visualize the structure and also to perform analysis. STAAD model along with analysis could be imported in STRUDS for design and detailing.
Exports / Imports ETABS (*.$ET) File
STRUDS model could be opened in ETABS to visualize the structure and also to perform analysis.ETABS model along with its analysis file could be imported in STRUDS for design and detailing.
Export
Import
Exports / Imports AutoCAD (DXF) File
STRUDS imports the floor centerline plan from Auto CAD, using DXF file format. Files generated in STRUDS can be exported to Auto CAD in DXF file format.
Export
Import
Exports / Imports Revit Structures
Revit model can be imported in STRUDS for analysis, design and detailing.
Import
Implementation of IS 1893(part 1):2002
• Division IV- EARTHQUAKE DESIGN– Percentage damping required for base shear calculation– Seismic Zone And Zone Factor– Importance Factor I : Table 6– Reduction of Elastic Response Parameters for Design (R)– No of modes considered – default 3.(in case of dynamic analysis)– Fundamental Natural Period Cl. 7.6: (in case of static analysis)– Horizontal Distribution of Design Force and Torsion (eccentricity of Center
of Mass & Center of Stiffness, accidental eccentricity ) Cl. 7.9– Floor Diaphragm action .– Modal Combination by SRSS and CQC method.– Earthquake Loads Cl. 7.5
• Design Imposed Loads for Earthquake Force Calculation• Seismic Weight (DL+Imposed Loads %)
– Buildings with Soft Storey :Table 16-L– Miscellaneous (Cantilever Projections): Cl. 7.10– Calculation of earthquake loads based on scaling factor as per Cl. 7.8.2
Percentage Damping
EQ Load Parameters
Seismic Zone & Zone Factor Z
Zone Factor
Zone II 0.1
Zone III 0.16
Zone IV 0.24
ZoneV 0.36
As per IS 1893(part 1):2002 Table2 (clause 6.4.2)
EQ Load Parameters
Importance Factor
EQ Load Parameters
Reduction of Elastic Response Parameters for Design (R)
EQ Load Parameters
Fundamental Time Period
EQ Load Parameters
Torsion effect
CMEQx
EQy
L
W
Y
X
ex ex
ey
ey
Torsion effect
C.M.
C.S..
ELe
EL . e
C.S..
C.M.EL
e
As per Cl. 7.9 Seismic Force acts at center of mass which is same as a force (EL) plus a twisting moment (EL.e) acting at center of stiffness.
EQ Load Parameters
Floor Diaphragm Action
EQ Load Parameters
Live Load reduction
Soft Storey Effect
Soft Storeys can be defined. User should enter the factor, by which the end actions for all the members of this soft storey need to be modified. Due to this the beams at the upper and lower level, as well as the columns in between these two levels, will be designed for the elemental end forces obtained in the analysis multiplied by the factor, which you have specified.
By default the factor is taken as 2.5
Facility to consider Vertical Seismic loads, for all the elements marked as Horizontal Cantilevers.
The total seismic weight W, acting on the cantilever beam is given as,W = [Sum of all Elemental Dead loads] + [ (Live load reduction factor
at the set floor level) * (sum of all Elemental Live Loads)] + [Dead load reaction of Cross Beam] + [(Live load reduction factor) * (Live load reaction of Cross Beam) ]
This load is assumed to act at the center of the cantilever beam.The total design vertical seismic force is given as
V = (10/3) * Ah * Total Seismic weight
However, declaring these elements as cantilevers, will not affect the analysis results at all, and the cantilevering effect will be taken into account only at the design level.
Vertical seismic load effects in horizontal cantilevers
Scaling Factor
• As per clause number 7.8.2 of IS 1893(Part 1) :2002 If we generate earthquake loads by response spectrum method, the design base shear (VB) shall be compared with a base shear (VB) calculated by using a fundamental period Ta, where Ta is as per clause 7.6 where VB is less than VB, all the response quantities (Member forces, displacements, story forces, story shears and base reactions) shall be multiplied by VB / VB
• Scaling factor = VB / VB
EQ Load Parameters
• STATIC ANALYSISIn Static analysis the fundamental time period is calculated using IS 1893(part 1):2002
• Frame Stiffness method• Column Reaction method
• DYNAMIC ANALYSISResponse Spectrum method
STRUDS calculates design base shear calculation using the response spectra
EQ Analysis Methods
PF1
PF2
PF3
PF1
Unit Load
W1
W2
W3
h1
h2
h3
1
Q1
Q2
Q3
Frame Stiffness Method
K1 = 1 / Δ1
Similarly, K2 = = 1 / Δ2 , K3 = = 1 / Δ3
K = K1 + K2 + K3
Distribution Factor DF1 = K1 / K
VbPF1 = DF1 x Vbx
Wh2 = W1h12 + W2h2
2 + W3h32
Q1 = (W1h12 / Wh2) x VbPF1
Similarly base shear is calculated for Q2 Q3
Frame Stiffness Method Report
Column Reaction Method
Unit Load
W1
W2
W3
h1
h2
h3
1
Vb1
R1
R3
R5
R2
R4
R6
Q1
Q3
Q5
R = R1 +R2 + R3
Distribution Factor DF1 = R1 /R
Q1 = DF1 x Vb1
Similarly the Q2 ,Q3 ,Q4,Q5 and Q6 is calculated
Wh2 = W1h12 + W2h2
2 + W3h32
Vb1 = (W1h12 / Wh2) x Vbx
Similarly base shear is calculated for Vb2 Vb3
Column Reaction Method Report
Response Spectrum Method
Lumped mass generation
Frequency calculation
Time period calculation
Calculation of base shear as per given spectra and time period for particular mode shape
Super impose of base shear of all mode shapes using CQC or SRSS method as per selection.
Response Spectrum Method Report
Earthquake load parameters
Floor wise lumped loads on column / shear wall nodes
Frequency Time Period and % Mass Participation (Eigen value Analysis)
Mode shape coefficient (Eigen Vector)
Scale factor calculation based on static and dynamic base shear calculation
Floor wise distribution of base shear
Distribution of floor base shear to column and shear wall nodes
Contribution of shear walls and column in Eq. resistance of building.
Response Spectrum Method Report
Response Spectrum Method Report
Wind Load Parameter As Per IS 875(part 3):1987
Wind load generation by Framing Method
W1
W2
W3
h1
h2
h3
X1 X2
Y1
Y2
W1X
W2X
W3X
K = K1 * K2 * K3
Vz = Vb * K
Pz = 0.6 * Vz * Vz
W1x = [Y1 / 2 * (( h1 / 2) + ( h2 / 2))] * Pz
W2x = [((Y1 / 2 ) + (Y2 / 2 )) * ((h1/ 2) + (h2 / 2))] * Pz
W1y = [X1 / 2 * (( h1 / 2 ) + ( h2 / 2 ))] * Pz
W2y = [((X1 / 2 ) + (X2 / 2 )) * (( h1/ 2) + (h2/ 2 ))] *Pz
Similarly Wind Load on all frames and all floors is calculated
Report for Wind load generation by Framing Method
Floor2
Floor3
h1
h2
h3
Floor1
X1Length
Y1 W1X
M
X1 / 2
Y1/ 2
W1y
Floor1
K = K1 * K2 * K3
Vz = Vb * K
Pz = 0.6 * Vz * Vz
Total wind load on floor 1- W1x = (Y1 * ( h1 / 2 ) + Y1 * ( h2 / 2)) * Pz
Total wind load on floor 1- W1y = (X1 * ( h1 / 2 ) + X1 * ( h2 / 2)) * Pz Similarly Wind load on floor 2 and 3 is calculated in X and Y direction.This load is transferred to all column and shear wall nodes through diaphragm action.
Wind load generation by Notional Method
Report for Wind load generation by Notional Method
3D Animation for modes
Without animation With animation
Finite Element Analysis meshing of Slabs as shell element (Beta release)
Discretization of Surfaces using Intelligent Free Mesh Algorithm – 6 Noded Triangular Finite Elements Considered
Post Processor
For the desired Load combinations
Shear Force Diagram
Bending Moment Diagram
Axial Force Diagram
Nodal deflections
Support Reactions are displayed.
View Surface element results in Post Processor
Contour Diagrams (Filled & Vector) are produced for All Stresses and Displacements With Value table. Colors are graded from Maximum to Minimum
Post Processor – Shear Force diagram
Post Processor – Bending Moment diagram
Post Processor – Deflection diagram
Reports in Post Processor
Reports generated in the Post Processor
Elemental Results
Nodal Reactions
Elemental End Actions
For the desired load combinations
Shear Wall Analysis Report
Shear wall Analysis Report
Design of all R.C.C structural components done using clauses of IS 456:2000, IS 13920
Design of all basic R.C.C structural components such as slabs, inclusive of flat slabs, beams, columns, isolated and combined footings, raft, piles as well as Steel trusses.
Design
Slab Design
• Rectangular slab (Two-way, One-way, Cantilever, Flat )
• Triangular slab• Trapezoidal slab (Two-
way, One-way)
Slab Design
Slab Auto CAD Output (DXF)
• Slab detailing along with plan • Auto generation of section line for longitudinal section of slab• User defined section line for longitudinal section of slab• Slab longitudinal section with one direction reinforcement• Slab longitudinal section with both direction reinforcement• Flat slab detailing
Auto CAD Output (DXF) drawing settings
Following things can be done using this dialog box.1. Color of any layer in drawing2. Font of lettering3. Line type 4. Layer on / off5. Can create library of settings to implement in all other projects
Slab longitudinal section with one direction reinforcement
Slab longitudinal section with both direction reinforcement
Flat Slab Detailing
Slab Reports
• Slab design detail report • Slab schedule report• Slab quantity report• Flat slab detail report• Flat slab schedule report
Slab HTML Reports
• Linear • Curved • T-Shape• L-Shape
Beam Design
Easy editing of beam design
Beam Design (Ductile Detailing clauses implemented)
Detailing Provisions as per IS 13920:19936.1 General :Clause 6.1.1 :Factored Axial stress on the member under Eq loading shall not exceed 0.1 fck
Clause 6.1.2 :Width to Depth Ratio should be more than 0.3 Clause 6.1.3 :Width of the member shall not be less than 200 mm Clause 6.1.4 :Provided Depth of the beam shall preferably be not more than 1/4 of clear span
6.2 Longitudinal Reinforcement :Clause 6.2.1 :Minimum tension steel ratio on any face at any section = 0.24 x √(fck)/fyClause 6.2.2 :Provided Maximum tension steel ratio on any face at any section shall not exceed 0.025 Clause 6.2.3 :The positive steel at a joint face must be at least equal to half the negative steel at that face.Clause 6.2.4 :The steel provided at each of the top and bottom face of the member at any section along its length shall be at-least equal to one fourth of the maximum negative moment steel provided at the face of either joint.
• 6.3 Web Reinforcement :Clause 6.3.2 :Minimum diameter of the bar forming a hoop shall be 6 mm. However in beams with clear span exceeding 5 m the minimum bar dia. Shall be 8 mm.Clause 6.3.3 :The Shear force to be resisted by the vertical stirrups shall be the maximum ofa) Calculated shear force as per the analysisb) Shear force due to formation of plastic hinges at both ends plus the factored gravity load on the span this is given by
i) FOR SWAY TO RIGHTVua = Va(D+L) - 1.4[(MuAs,lim + MuBh,lim)/LAB]and Vub = Vb(D+L) + 1.4[(MuAs,lim + MuBh,lim)/LAB]
ii) FOR SWAY TO LEFTVua = Va(D+L) + 1.4[(MuAh,lim + MuBs,lim)/LAB]and Vub = Vb(D+L) - 1.4[(MuAh,lim + MuBs,lim)/LAB]
Clause 6.3.5 :6.3.5.a:Stirrup spacing over a length 2d at either end of a beam shall not exceed
a) d/4 , b) 8 x smallest longitudinal dia.
however it shall not be less than 100mm.6.3.5.b.:Stirrup spacing in the rest portion <= d/2
• Longitudinal section of beams with cross section• Option for user defined detailing• Cross section at support and mid span• Option for position of lap, lap –length.• Option for position of anchor length • Option for Top , bottom, centre flushing of beam in
longitudinal section
Beam Auto CAD Output (DXF)
Longitudinal Section of Beam with cross section
• Design detail report• Beam schedule report• Beam capacity report i.e. (Beam capacity
at different position)• Beam deflection report (with factor and
working load )• Bar bending schedule• Beam quantity• Detail report in PDF format
Beam Report
Beam HTML Reports
Beam PDF Reports
• Rectangular• Circular• T-Shape• L-Shape
Column Design
As per IS 13920:1993 Clause 7.1.2 ,The minimum dimension of column shall not be less than 200 mm.For the columns with unsupported length exceeding 4 m ,the shortest dimension of the column shall not be less than 300 mm.As per IS 13920:1993 Clause 7.1.3 of IS 13920:1993,The ratio of the shortest cross sectional dimensions to the perpendicular dimension shall preferably not be less than 0.4.
Transverse Reinforcement: As per IS 13920 : 1993,the design shear force for columnsshall be the maximum of i) Calculated factored shear force as per analysis, and ii) A factored shear force given by Vu = 1.4 x (MubL,lim + MubR,lim)/storey heightwhere MubL,lim,MubR,lim are moments of resistance, of opposite sign framing into the column from opposite faces (to be calculated as per IS 456 : 1978)
Column Design (Ductile Detailing clauses implemented)
Column Design (Ductile Detailing clauses implemented)
Column Design (Ductile Detailing clauses implemented)
Column cross section detailing of all floor in vertical format
Column Auto CAD Output (DXF)
Column Reports
• Column design detail report• Column load detail report• GroupWise Column report• Floor Wise Column report
Column HTML Reports
• Straight• L-type• C-type
Shear Wall Design
Longitudinal and Cross section detailing of Shear wall
Shear Wall Auto CAD Output (DXF)
Shear Wall Reports
• Shear Wall design detail report• Shear Wall load detail report• Shear Wall report GroupWise• Shear Wall report Floor Wise
Shear Wall HTML Reports
• Individual Footing– Trapezoidal– Flat– Pedestal with flat– Pedestal with Trapezoidal
• Combined Footing• Strip Footing• Pile Footing
– Driven Cast in -situ– Bored Cast in –situ– Driven Pre Cast – Bored Pre Cast– Under – reamed Bored
Compaction – Under – reamed Cast in-
situ• Raft Footing (Slab Beam
system)
Footing Design
Footing Design
• Footing Center line with C.G. distances• Footing plan and elevation • Pile detailing
Footing Auto CAD Output (DXF)
Footing Center line with C.G. distances
Footing plan and elevation
Pile Detailing
Footing Reports
• Footing schedule report• Footing detail design report• Footing load report • Footing quantity report
Footing HTML Reports
Some Real Life Buildings designed using STRUDS
32 Storied – Building with irregular shape plan At Mumbai
Hotel Building in Kuala Lumpur - Malaysia
Plan3D View
32 Storied – Building with irregular shape plan At Mumbai
Plan3D View
Administrative Building at Karad – Maharashtara - India
Shopping Mall at Mumbai – India
Commercial Building in Kuala Lumpur - Malaysia
Residential building with irregular plan At Mumbai
Soft – Tech Engineers Pvt. Ltd.The Pentagon, Unit 5A, Next to Satara Road telephone exchange,Shahu College Road, Pune – 411 009Off.: +91-20-24217676, 24218747Site : www.softtech-engr.comEmail: [email protected]