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Tutorial T01-3 MasterFrame 2D Steel Frame

Posted on September 16th, 2019 in Getting Started

Summary

This tutorial video provides a comprehensive walk-through of designing a simple 2D steel frame structure, specifically a multi-story frame, using the Masterframe software, adhering to Eurocode 3 standards.

The process covers initial setup, geometric modifications, loading applications, analysis preparation, member design, stability checks (P-delta), and generating final outputs. The software version used during the demonstration is 2019.

I. Initial Setup and Modeling

The tutorial begins by selecting the multi-story frame type and setting the geometry.

• File Management: Users access recent files and integrated modules (frame analysis, portals, flat slabs) from the front screen. Files can be imported from Revit and AutoCAD, and general file operations (preview, rename, copy, paste, zip, email, multiple selection) are available in the file selection menu. A new file, named 'tutor 01', is created.

• Geometry Definition: The initial frame is set up in the front view with four spans. Span 2 and Span 3 are modified to 7 metres instantaneously. The frame is primarily modeled using XY coordinates.

• Geometric Modification: Members are repositioned by moving their ends, shifting them in the Y-axis by 2 metres. Additional columns are placed using a reference point and distances (2.5 metres and 2 metres) . The middle column of the newly added set is subsequently deleted .

• Bracing and Canopies: Vertical bracing is added to the left-hand bay using a steel flat section (100 by 10, grade 355). This bracing is set with tension only attributes, which automatically releases the ends. Two canopy overhangs are added as projections, each measuring 1.5 metres.

II. Defining Member Properties and Continuity

Sections are assigned and frame continuity is managed to prepare for analysis.

• Section Assignment: Sections are applied using properties -> section materials. The initial beam section chosen is a 457 by 52 kilogram steel section (grade 355). Copy mode is used to apply this section to subsequent beams. Different sections are applied to columns: UC 152 by 30 kilogram for outer columns and 37 kilogram sections for inner columns.

• Continuity: To adjust member continuity, specific beams are split (exploded) , and then selected segments (members 5 and 6) are merged (glued) back together to ensure they are treated as one continuous member .

• Member Releases: To reduce moments in the columns, selected members are pinned using end releases (major and minor axis), ensuring beam continuity is maintained .

III. Loading and Analysis Preparation

Detailed loading and code-specific factors are defined.

• Member Loading: Two UDLs are initially applied to beams: a dead UDL of 25 kN and a live UDL of 28 kN. These are adjusted for roof members (Dead 12 kN, Live 4.5 kN). A partial trapezoidal load is applied to Member Two (Live load, 30 kN intensity, starting at 2.1 m and ending at 5.5 m).

• Wind Loading: Wind loads (W1: wind on side; W2: wind on gable) are applied to columns in the X direction . W1 is 5.5 kN (positive) ; W2 is 4.8 kN (positive, initially incorrect input) .

• Load Correction: The initial W2 wind load for the gable was incorrect because it was "blowing against the wall" . Using the global function, the X direction of the W2 load is changed to minus to represent wind sucking out .

• Design Code and Cases: The design code is set to Eurocode using the "British then back to Eurocode" trick to ensure correct loading combinations . Simplified factors of 1.35 and 1.5 are chosen for combinations . Load titles (e.g., W1 as "wind on side," W2 as "wind on gable") are used for engineer reference . New loading cases are defined, such as "dead + live + wind on side ultimate" and "dead + live serviceability" .

• Combinations: Load factors are set, noting that when wind is not dominant, its factor is 0.75 (1.35 dead, 1.5 live, 0.75 wind) . Serviceability cases use factors of one and one .

• Notional Loads: For a more accurate analysis, notional horizontal forces are included . These are set at 0.5% and generated automatically for 0 and 180 degrees, resulting in two additional loading cases .

• Nodal Supports: Supports are initially set to fixed bases. Options exist to change supports to pinned, rollers, or custom restraints (allowing restraint in horizontal and vertical minor axis, but no moment in the direction of the base) .

IV. Analysis and Design

The analysis is run as a plain frame analysis . Results are viewed graphically (bending moment diagrams, nodal deflections) and in tabular format .

Steel Member Design

Design is performed using steel member design . An initial auto check group check provides an indication of members failing in local capacity (red) or buckling (cyan) .

• Design Refinement: For beams failing in design, properties are adjusted. For instance, a member is designated as a fully restrained beam . If failure persists (e.g., in local capacity), the section size is changed . The software can auto-size to find the lightest passing section (e.g., 457, 152 by 60 kg) .

• Group Design: The structure is optimized by designing groups of members together, such as External Columns, Internal Columns, and Beams . For instance, external columns require a 30 kg section using 1L restraint conditions .

• Rafter Design: Rafters/roof beams require the restraint condition changed to 1L (unrestrained) . Purlin restraints are specified at 1.8 metre centers .

• Reanalysis and Stability Check: After all sections are chosen, a reanalysis is performed to incorporate changes in stiffness and redistribution of forces . Following the reanalysis, a check for failure finds that one member is failing by 6% and is resized accordingly .

• P-Delta Analysis: An elastic critical load factor check is performed to assess sway stability . Since factors were found to be under 10, indicating sway sensitivity, P-delta or amplification is required . P-delta is implemented using the geometric stiffness matrix method and applied to all ultimate loading cases .

V. Advanced Design Groups and Reporting

The tutorial highlights the utility of Member Design Groups (available in Master Frame Pro, PowerPad, or Building Design Suite), which are distinct from Member Filter Groups .

• Design Groups: Design groups enforce specific criteria for subsets of members (e.g., setting external columns to use an axial moment check and ensuring the whole group shares the same section size) . Bracing can be set as strut and tie .

• Appendix G/BB Checks: The tutorial addresses failures related to Appendix G (or Appendix BB in Eurocode) checks . Failures arise when the check spans the full member length by default . The solution is to define the portion lengths based on restraint points (e.g., 3.5 metres for 7 metre members) to conduct left and right appendix checks to the points of contraflexure .

• Reporting: Results can be printed graphically (using print functions to a printer or PDF writers) or sent to Word documents if PowerPad or Office Tools are installed . Tabular results can be filtered for support reactions (ultimate/service, maximum/minimum values) . Users can print a full summary or filter output to show only critical members (e.g., those above a 0.75 unity value) in detail .

Summary with Timsestamps

The following table summarizes the Masterframe tutorial video, which demonstrates the design of a simple 2D multi-story steel frame using Eurocode 3 standards.

Timestamp	Topic	Summary of Action/Detail
00:00:09,600 – 00:01:07,120	Introduction and Software Setup	Welcome to the tutorial video using Masterframe version 2019. The software integrates frame analysis, portals, and flat slabs. Files can be imported from Revit and AutoCAD.
00:01:09,600 – 00:01:55,360	File Management	Introduction to the file selection menu, directories, and favorites. Files can be previewed, renamed, copied, pasted, zipped, and emailed. Multiple selection is available using standard control and shift keys.
00:01:55,600 – 00:02:54,160	Initial Geometry Definition	Creating a new file named 'tutor 01' and selecting the multi-story frame. The frame is set up in front view with four spans. Span 2 and Span 3 are immediately changed to 7 metres.
00:03:04,320 – 00:03:39,280	Viewing and Coordinates	Discussion of the top toolbar functions, including member numbers, node numbers, and the XY coordinate system. Default supports are fixed bases.
00:03:50,160 – 00:04:19,120	Geometric Modification (Y-Axis Shift)	Members are repositioned by moving their ends, selecting an end, and shifting it in the Y-axis by 2 metres.
00:05:07,680 – 00:05:57,360	Adding Vertical Bracing	Vertical bracing is added to the left-hand bay. The section used is a steel flat section, 100 by 10, Grade 355. The bracing is set to tension only, which automatically releases the ends.
00:05:58,960 – 00:06:45,680	Adding Canopy Overhangs	Two canopy overhangs are added as projections, each measuring 1.5 metres.
00:06:46,640 – 00:08:45,440	Assigning Sections	Sections are assigned via properties and section materials. Initial beams are set to a 457 by 52 kilogram steel section (Grade 355). Outer columns are set to UC 152 by 30 kilogram, and inner columns are set to 37 kilogram sections.
00:09:16,160 – 00:10:12,480	Applying UDLs (Initial Beams)	Two UDLs are applied to the beams: a dead UDL of 25 kN and a live UDL of 28 kN. These loads are copied to seven subsequent members.
00:10:23,840 – 00:10:37,120	Applying Roof Loads	Dead load is reduced to 12 kN and live load to 4.5 kN for the roof members, including the canopies.
00:10:45,200 – 00:11:27,840	Applying Partial Trapezoidal Load	A partial trapezoidal live load is applied to Member Two, with an intensity of 30 kN, starting at 2.1 m and ending at 5.5 m.
00:11:34,400 – 00:12:09,200	Applying Wind Loads (W1/W2)	Wind loads are applied to columns in the X direction. W1 (wind on side) is +5.5 kN. W2 (wind on gable) is +4.8 kN (noted as an initial incorrect input).
00:13:06,440 – 00:13:25,440	Setting Design Code	The design code is set to Eurocode (using the trick of changing to British and back). Simplified factors of 1.35 and 1.5 are chosen for combinations.
00:13:34,160 – 00:14:11,280	Load Titles and Type	Load titles are defined (e.g., W1 as "wind on side," W2 as "wind on gable") for engineer reference. The imposed load type is set to office.
00:14:11,840 – 00:15:11,280	Defining Load Cases	New ultimate load cases are added (e.g., dead + live + wind on side ultimate). A serviceability case (dead + live serviceability) is added and reordered to the bottom.
00:15:11,600 – 00:16:02,320	Setting Combinations	Load factors are set, including 1.35 (dead), 1.5 (live), and 0.75 (wind, when not dominant). Serviceability cases use factors of one and one.
00:16:50,180 – 00:17:27,599	Wind Load Correction	The wind load on the gable (W2) is corrected using the global function to change the X direction to minus, representing wind sucking out rather than blowing against the wall.
00:17:46,160 – 00:18:20,800	Nodal Supports	Supports are checked (defaulting to fixed bases). Options for pinned, rollers, or custom restraints are noted.
00:18:29,120 – 00:18:40,560	Initial Analysis	A static analysis is run as a plain frame.
00:18:49,010 – 00:19:37,040	Viewing Graphical Results	Results are viewed graphically, showing bending moment diagrams and nodal deflections (X and Y axis).
00:20:14,320 – 00:21:04,880	Viewing Tabular Results	Tabular results, including nodal displacements and support reactions, can be filtered (e.g., ultimate/service, maximum/minimum values).
00:21:29,700 – 00:22:30,160	Adding and Deleting Columns	Additional columns are placed (e.g., using reference point and distances of 2.5 metres and 2 metres). The middle column of the newly added set is deleted.
00:22:41,680 – 00:23:19,920	Member Continuity (Split/Merge)	Specific beams are split (exploded), and then two resulting segments (members 5 and 6) are merged (glued) back together to ensure they are treated as one continuous member.
00:23:59,680 – 00:24:30,320	Adding Notional Loads	Notional horizontal forces are included. These are set at 0.5% and automatically generated for 0 and 180 degrees, resulting in two additional loading cases.
00:24:39,040 – 00:25:02,560	Applying Member Releases	Selected members (columns above and below a beam) are pinned using end releases (major and minor axis) to reduce moments in the columns, while beam continuity is maintained.
00:25:06,040 – 00:27:08,400	Setting Up Member Viewing Groups	Various viewing groups are created to aid design, including External Columns, Internal Columns, Outer Beams, Inner Beams, Transfer Beam, Bracing, and Rafters/Roof Beams.
00:27:08,400 – 00:27:43,560	Re-analysis (with Notional Loads)	A re-analysis is performed incorporating the notional horizontal loads.
00:27:51,680 – 00:28:34,840	Initial Steel Design Check	Entering steel member design and running an auto check group check. Failures are indicated by color (red for local capacity, cyan for buckling).
00:29:04,320 – 00:30:20,320	Design Refinement & Auto-Size	A failing beam is designated as fully restrained. To resolve remaining local capacity failure, the section is changed, using the auto-size function (single lightning bolt) to find the lightest passing section (e.g., 457, 152 by 60 kg).
00:31:25,440 – 00:32:24,480	Group Design (Columns)	External columns are designed to share the same section size (30 kg) with 1L restraint. Internal columns are auto-sized (e.g., to 203 by 52s).
00:33:14,560 – 00:33:42,480	Group Design (Rafters/Roof Beams)	Rafters/roof beams are changed from fully restrained to 1L (unrestrained). Purlin restraints are specified at 1.8 metre centers.
00:35:00,640 – 00:35:35,200	Final Reanalysis and Failure Scan	A re-analysis is performed to account for stiffness changes. A scan identifies one member failing by 6% due to redistribution of forces, and it is subsequently auto-sized up.
00:35:36,200 – 00:35:56,000	Sway Stability Check	An elastic critical load factor check is performed to assess sway stability. Factors were found to be under 10, indicating sway sensitivity, thus requiring P-delta or amplification.
00:36:02,000 – 00:36:39,360	Implementing P-Delta	P-delta is turned on via the geometric stiffness matrix method and applied to all ultimate loading cases.
00:37:27,120 – 00:41:44,960	Advanced Member Design Groups	Introduction to Member Design Groups (available in Pro/PowerPad). Groups are set up for columns (axial moment check) and beams/rafters (using Appendix G/BB checks). Bracing is set to strut and tie.
00:42:49,200 – 00:43:35,200	Addressing Appendix G/BB Failures	Failures related to Appendix G checks spanning the full member length are resolved by defining portion lengths (e.g., 3.5 metres for 7 metre members). This forces left and right appendix checks to the points of contraflexure.
00:45:20,800 – 00:46:01,040	Printing Output	Design output can be filtered to show only critical members (e.g., those above a 0.75 unity value). A full summary is printed, followed by detailed reports for the critical members.