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: sepl@softtech-engr.com