Struds 2010(aug)

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 Triangular Slab Rectangular Slab General Slab Straight beam

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

Modeling Features Activities Single selection Window selection Active All Active selected Active Previous Inactive

Support Conditions Fixed Roller Hinged User Defined Member 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. Column offset and wide column effect Beam Beam Column CG Y offset X offset Overlapping portion

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

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 Implementation of IS 1893(part 1):2002

Seismic Zone & Zone Factor Z As per IS 1893(part 1):2002 Table2 (clause 6.4.2) 0.36 ZoneV 0.24 Zone IV 0.16 Zone III 0.1 Zone II Factor Zone

Reduction of Elastic Response Parameters for Design (R)

Torsion effect EQx EQy L W Y X ex ex ey ey CM

Torsion effect 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. C.M . C.S.. EL e EL . e C.S.. C.M . EL e

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 V B, all the response quantities (Member forces, displacements, story forces, story shears and base reactions) shall be multiplied by V B / V B Scaling factor = V B / V B

STATIC ANALYSIS In Static analysis the fundamental time period is calculated using IS 1893(part 1):2002 Frame Stiffness method Column Reaction method DYNAMIC ANALYSIS Response 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 Q 1 Q 2 Q 3 Frame Stiffness Method K 1 = 1 / Δ 1 Similarly, K 2 = = 1 / Δ 2 , K 3 = = 1 / Δ 3 K = K 1 + K 2 + K 3 Distribution Factor DF 1 = K 1 / K V bPF1 = DF 1 x V bx Wh 2 = W 1 h 1 2 + W 2 h 2 2 + W 3 h 3 2 Q 1 = (W 1 h 1 2 / Wh 2 ) x V bPF1 Similarly base shear is calculated for Q 2 Q 3

Column Reaction Method Unit Load W1 W2 W3 h1 h2 h3 1 V b1 R1 R3 R5 R2 R4 R6 Q1 Q3 Q5 R = R 1 +R 2 + R 3 Distribution Factor DF 1 = R 1 /R Q 1 = DF 1 x V b1 Similarly the Q 2 ,Q 3 ,Q 4 ,Q 5 and Q 6 is calculated Wh 2 = W 1 h 1 2 + W 2 h 2 2 + W 3 h 3 2 V b1 = (W 1 h 1 2 / Wh 2 ) x V bx Similarly base shear is calculated for V b2 V b3

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

Wind Load Parameter As Per IS 875(part 3):1987

Wind load generation by Framing Method W1 W2 W3 h1 h2 h3 X 1 X 2 Y 1 Y 2 W 1X W 2X W 3X K = K 1 * K 2 * K 3 V z = V b * K P z = 0.6 * V z * V z W 1x = [Y 1 / 2 * (( h 1 / 2) + ( h 2 / 2))] * P z W 2x = [((Y 1 / 2 ) + (Y 2 / 2 )) * ((h 1 / 2) + (h 2 / 2))] * P z W 1y = [X 1 / 2 * (( h 1 / 2 ) + ( h2 / 2 ))] * P z W 2y = [((X 1 / 2 ) + (X 2 / 2 )) * (( h 1 / 2) + (h 2 / 2 ))] *P z 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 X 1 Length Y 1 W 1X M X 1 / 2 Y 1 / 2 W 1y Floor1 K = K 1 * K 2 * K 3 V z = V b * K P z = 0.6 * V z * V z Total wind load on floor 1- W 1x = (Y 1 * ( h 1 / 2 ) + Y 1 * ( h 2 / 2)) * P z Total wind load on floor 1- W 1 y = (X 1 * ( h 1 / 2 ) + X 1 * ( h 2 / 2)) * P z 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

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

Rectangular slab (Two-way, One-way, Cantilever, Flat ) Triangular slab Trapezoidal slab (Two-way, One-way) Slab Design

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 Slab Auto CAD Output (DXF)

Auto CAD Output (DXF) drawing settings Following things can be done using this dialog box. 1. Color of any layer in drawing 2. Font of lettering 3. Line type 4. Layer on / off 5. 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

Slab design detail report Slab schedule report Slab quantity report Flat slab detail report Flat slab schedule report Slab Reports

Linear Curved T-Shape L-Shape Beam Design

Beam Design (Ductile Detailing clauses implemented) Detailing Provisions as per IS 13920:1993 6.1 General : Clause 6.1.1 : Factored Axial stress on the member under Eq loading shall not exceed 0.1 f ck 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)/fy Clause 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 of a) Calculated shear force as per the analysis b) 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 RIGHT Vua = 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 LEFT Vua = 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

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 columns shall 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 height where 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 cross section detailing of all floor in vertical format Column Auto CAD Output (DXF)

Column design detail report Column load detail report GroupWise Column report Floor Wise Column report Column 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 design detail report Shear Wall load detail report Shear Wall report GroupWise Shear Wall report Floor Wise Shear Wall 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 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 schedule report Footing detail design report Footing load report Footing quantity report Footing Reports

Some Real Life Buildings designed using STRUDS

32 Storied – Building with irregular shape plan At Mumbai

Hotel Building in Kuala Lumpur - Malaysia Plan 3D View

32 Storied – Building with irregular shape plan At Mumbai Plan 3D 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

Thank You Soft – Tech Engineers Pvt. Ltd. The Pentagon, Unit 5A, Next to Satara Road telephone exchange, Shahu College Road, Pune – 411 009 Off.: +91-20-24217676, 24218747 Site : www.softtech-engr.com Email: sepl@softtech-engr.com

Struds 2010(aug)

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Struds 2010(aug)