Reference Manual S-CONCRETE R11.pdf

Reference Manual SOFTEK Services Ltd. #275 - 13500 Maycrest Way Richmond, B.C. CANADA V6V 2N8

S-FRAME Software, LLC #282, 800 Village Walk Guilford, CT 06437 USA

Phone: 1-604-273-7737 Fax: 1-604-273-7731

Phone: 1-203-421-4800

© Copyright by Softek Services Services Ltd. 2011

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COPYRIGHT NOTICE This software documentation is copyright © 2011 by Softek Services Ltd. (Richmond, Canada). Canada). All rights reserved. No part of this publication may be reproduced, transmitted, transcribed, stored in a retrieval system, or translated into any human or computer language, in any form or by any means, electronic, mechanical, optical, chemical, manual, or otherwise, without the prior written permission of Softek Services Ltd.

DISCLAIMER Considerable time, effort, and expense has gone into the development and documentation of S-CONCRETE S-CONCRETE for Windows. It has been thoroughly tested. However, in using the product product (including manuals), the user understands and accepts that no warranty on the accuracy or reliability of the product is expressed or implied by the developers or distributors. distributors. Users must understand the assumptions used in the product, know k now its limitations, and verify their own results. Softek Services Ltd. disclaims all warranties with regard to the software contained on diskette or in printed form, including all warranties of merchantability and fitness; and any stated or expressed warranties are in lieu of all obligations or liabilities of Softek Services Ltd. for damages, including, but not limited to special, indirect or consequential damages arising out of or in connection with the performance of the software.

ACKNOWLEDGMENTS Microsoft, MS, and MS-DOS are registered trademarks, trademarks, and Windows W indows is a trademark of Microsoft Corporation. Corporation. AutoCAD is a registered registered trademark of AutoDesk Inc.

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COPYRIGHT NOTICE This software documentation is copyright © 2011 by Softek Services Ltd. (Richmond, Canada). Canada). All rights reserved. No part of this publication may be reproduced, transmitted, transcribed, stored in a retrieval system, or translated into any human or computer language, in any form or by any means, electronic, mechanical, optical, chemical, manual, or otherwise, without the prior written permission of Softek Services Ltd.

DISCLAIMER Considerable time, effort, and expense has gone into the development and documentation of S-CONCRETE S-CONCRETE for Windows. It has been thoroughly tested. However, in using the product product (including manuals), the user understands and accepts that no warranty on the accuracy or reliability of the product is expressed or implied by the developers or distributors. distributors. Users must understand the assumptions used in the product, know k now its limitations, and verify their own results. Softek Services Ltd. disclaims all warranties with regard to the software contained on diskette or in printed form, including all warranties of merchantability and fitness; and any stated or expressed warranties are in lieu of all obligations or liabilities of Softek Services Ltd. for damages, including, but not limited to special, indirect or consequential damages arising out of or in connection with the performance of the software.

ACKNOWLEDGMENTS Microsoft, MS, and MS-DOS are registered trademarks, trademarks, and Windows W indows is a trademark of Microsoft Corporation. Corporation. AutoCAD is a registered registered trademark of AutoDesk Inc.

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Table Table of Contents CHAPTER 1 – INTRODUCTION................................................ ...................................................... ...... 1 1.1 1.2 1.3 1.4 1.5

Features .................................... .................. .................................... .................................... .................................. ................ 1 Your S-CONCRETE S-CONCR ETE Package .................................... ................. ..................................... .................... 2 Software and Hardware Requirements ................. .......................... .................. ............... ...... 3 Register for Annual Maintenance Maintenanc e ..................................... ................... ............................... ............. 3 Technical Techni cal Support .................................... .................. .................................... .................................... .................... 4

CHAPTER 2 – GETTING STARTED. ............................................... ............................................... 5 2.1 Menu Bar................................... ................. .................................... .................................... .................................. ................ 6 2.2 Tool Bars ................................... ................. .................................... ..................................... .................................. ............... 6 2.2.1 Horizontal Tool Bar .................................. ................ .................................... .................................. ................ 6 2.2.2 Vertical Tool Bar ................................... ................. .................................... ................................... ................. 10 2.3 Status Levels and Utilization Utilizatio n ................................... ................. .................................... .................... .. 10 2.3.1 Utilization Utilizatio n ................................... ................ ..................................... .................................... ............................ .......... 10 2.3.2 Status Levels ................................... ................ ..................................... .................................... ...................... .... 11 2.4 Visual Editor and Drawing Window .................. ........................... .................. .................. ......... 12 2.5 Quick Start .................................... .................. .................................... .................................... ............................ .......... 13 2.5.1 New Section .................................... .................. .................................... .................................... ...................... .... 13 2.5.2 Input Data .................................. ................ .................................... .................................... ............................ .......... 14 2.5.3 Automated Design or Analyze Analyze / Code Check ................. .......................... ......... 14 2.5.4 Review Results ................................... ................. .................................... .................................... .................... 15

CHAPTER 3 – FILE MENU ................................................. ......................................................... ........ 17 3.1 3.2 3.3 3.4 3.5

New, Open, Save, Save As, Exit .................................. ................ ................................. ............... 17 Print Setup, Print, Print Preview .................................... .................. ................................ .............. 18 Import Loads (via TIM File) .................................. ................ .................................... ....................... ..... 18 Export to DXF File .................................... .................. .................................... ................................... ................. 19 Export to WORD/TEDDS Document ................. .......................... .................. ................ ....... 21

CHAPTER 4 – EDIT MENU ................................................. ......................................................... ........25 4.1 Section ................................... ................. .................................... .................................... ................................... ................. 25 4.1.1 All Sections .................................. ................ .................................... .................................... .......................... ........ 25 4.1.2 Beams ................................... ................. .................................... .................................... ................................ .............. 29 4.1.3 Columns Column s ................................... ................. .................................... .................................... ............................. ........... 30 4.1.4 Walls Wal ls................................... ................. .................................... .................................... ................................... ................. 34 4.2 Reinforcing Reinfor cing ................................... ................. .................................... .................................... ............................. ........... 38 4.2.1 Beams ................................... ................. .................................... .................................... ................................ .............. 39 4.2.2 Columns Column s ................................... ................. .................................... .................................... ............................. ........... 42

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4.2.3 Walls (Zone Reinforcing) ......................................................... 45 4.2.4 Walls (Panel Reinforcing) ........................................................ 50 4.3 Loads (Sectional or Panel for Walls) ........................................... 52 4.4 Custom Bars ................................................................................ 57

CHAPTER 5 – VIEW MENU ........................................................ 59 5.1 5.2 5.3

Zoom In/Out/Extents, Reset Drawing .......................................... 59 Zoom Window.............................................................................. 60 Display Options ............................................................................ 61

CHAPTER 6 – RUN MENU ......................................................... 63 6.1 Design Constraints ...................................................................... 63 6.1.1 Beam Design Constraints ........................................................ 63 6.1.2 Column Design Constraints ..................................................... 65 6.1.3 Wall Design Constraints........................................................... 67 6.2 Automated Design ....................................................................... 69 6.2.1 "Step" vs "Auto" ........................................................................ 69 6.2.2 "Before" and "After" Parameters .............................................. 70 6.3 Analyze / Code Check ................................................................. 70

CHAPTER 7 – RESULTS MENU .................................................. 73 7.1 Results Report ............................................................................. 73 7.1.1 Results Report Editor ............................................................... 75 7.1.2 Report Data for Beams ............................................................ 77 7.1.3 Report Data for Columns ......................................................... 84 7.1.4 Report Data for Walls .............................................................. 89 7.2 N vs M Diagrams ......................................................................... 98 7.2.1 N vs M Diagram Options .......................................................... 99 7.2.2 Axial Load and Moment Utilization ......................................... 103 7.2.3 Failure Envelope .................................................................... 104

CHAPTER 8 – SETTINGS MENU ............................................... 107 8.1 8.2 8.3

Increments ................................................................................. 107 Colors ........................................................................................ 108 Preferences ............................................................................... 110

CHAPTER 9 – HELP MENU ..................................................... 111 9.1 9.2 9.3 9.4 9.5

Contents .................................................................................... 111 Index .......................................................................................... 111 Reference Manual ..................................................................... 113 View Tutorial .............................................................................. 113 About S-CONCRETE ................................................................ 113

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B IBLIOGRAPHY ......................................................................115 INDEX ...................................................................................119

Chapter 1 – Introduction

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Chapter 1 – Introduction S-CONCRETE for W indows is a stand-alone product that investigates, designs, and graphically details reinforced concrete beam, column, and wall sections. Using the Visual Editor feature, you can change the size of the section and reinforcing configuration with a click of a mouse button. Using the Automated Design feature, S-CONCRETE can generate section sizes and find a suitable reinforcing configuration with minimal input. The design and detailing will conform to various building codes and industry standards. The following building standards are supported: CSA-A23.3 2004 & 1994 (Canadian), ACI 318 2005, 2002, & 1999 (American), UBC 1997 (American), BS 8110: 1997 & 1985 (British), and CP65: 1999 (Singapore). S-CONCRETE supports shear and torsion design in accordance with various building standards. For those who are familiar with the Canadian Standard, S-CONCRETE also supports both the "Simplified” and the “General" method of shear and torsion design as defined in the CSA Standard A23.3. The “General" method, in turn, is based on the Modified Compression Field Theory (MCFT). The MCFT is an attempt to capture the essential features of the behavior of cracked reinforced concrete subjected to shear - a complex phenomenon.

1.1

Features

•

ACI 318-05, ACI 318-02, and ACI 318-99 (American Standards), UBC 1997 (American Code), CSA-A23.3-04 & CSA-A23.3-94 (Canadian Standards), BS 8110:1997 and 1985 (British Standards), and CP65: 1999 (Singapore Standard).

•

T-Beams, L-Beams (Spandrel Beams), Slab Bands, Rectangular Beams. Multiple layers of bars and up to two types of bars per layer. Any number of stirrup/link legs can be specified.

•

Rectangular Columns and Circular Columns with or without rectangular and circular holes. Multiple layers of bars. Rectangular or circular ties/links or spiral reinforcing. Composite Columns reinforced with Ibeams (ACI, UBC, and CSA only).

•

I-Shape, C-Shape (H-Shape), T-Shape, L-Shape shear wall sections. Complex zone reinforcing in one, two, or three directions. Multiple layers

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of bars within zones. Panel reinforcing with one or two curtains of reinforcing. •

Superb Visual Editor support. Click or drag items on the screen to change dimensions, modify reinforcing configurations, change material properties. Improved Visual Editor in terms of more active “hot-spots” and improved control over the contents displayed in the main screen.

•

S-CONCRETE supports sections subjected to axial load with biaxial bending and biaxial shear forces. Axial load and moment interaction diagrams are generated for any resultant bending moment applied at any angle (“true” biaxial bending – no interaction formulas) for beams, columns, and walls.

•

Automated Design and Detailing capabilities. Let S-CONCRETE generate section sizes and determine a suitable reinforcing configuration. Improved automated design for beams, columns, and walls taking into consideration compression reinforcement for greater efficiency in beams and walls. Supporting multiple layers of bars in columns allow for more compact and efficient columns.

•

Results displayed numerically and graphically for quick and easy evaluation of members. Drawings and axial load and moment interaction diagrams can be included in the numerical results.

•

For beams and columns, shear and torsion support for all standards including both the Simplified and General Method of shear & torsion design as defined in CSA-A23.3. For wall sections including I-Shapes, TShapes, and L-Shapes, torsion is evaluated and checked against the limit for torsion to be neglected. For C-Shapes, torsion is resolved into shear forces applied to the flanges and the panels/flanges are evaluated separately for shear resistance.

•

Export results/drawings to Microsoft Word , TEDDS, and AutoCAD .

1.2

Your S-CONCRETE Package

Your S-CONCRETE package will typically include the following: •

CD-ROM with Installation Instructions

•

License agreement


•

Software registration form

•

S-CONCRETE Reference Manual (if applicable)

•

Hardware security device or key (if applicable)

1.3

3

Software and Hardw are Requi rements

The following hardware configuration is the recommended minimum required to use S-CONCRETE for Windows: •

Personal computer with a Pentium IV 2.0 GHz or better microprocessor

•

512 MB of RAM or greater

•

Microsoft Windows  XP SP2, or newer

•

Adobe Acrobat Reader 6.0 or later (optional but recommended) to view this Reference Manual in PDF format

•

Fast hard disk (7200 rpm) with at least 200 MB of free disk space

•

Graphics card and monitor that supports 1024x768 minimum resolution at 16bit Color or better

•

Microsoft mouse or compatible pointing device

•

Color Printer (optional but recommended)

1.4

Regis ter for Annu al Maint enance

If you register your product for annual maintenance, you will receive technical assistance via fax and telephone at no additional cost. S-CONCRETE users receive assistance from a staff of technical experts who have extensive experience in structural engineering and engineering mechanics. Our technical support line is (604) 273-7737. S-CONCRETE users with annual maintenance receive all the updates with enhancements and new features at no additional cost. The updates are usually minor revisions between major new releases. Upon request as a registered user, you will also receive

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advanced information about upcoming new features on current products and detailed information on new products.

1.5

Technical Support

For technical support, please contact the sales and technical support center in your region. A list of regional sales and technical support centers can be found on our website (www.s-frame.com) or simply email us at [email protected].

Chapter 2 – Getting Started

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Chapter 2 – Getting Started Before using S-CONCRETE, you are expected to be familiar with the basics of Microsoft Windows. S-CONCRETE uses the mouse for graphical operations and for selecting menus and commands in the same way as many other Windows applications. When executed, S-CONCRETE appears on the screen with a Menu Bar, Vertical and Horizontal Tool Bars, and a Drawing Window, as indicated in Figure 1.

Figure 1, User Interface

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2.1

Menu Bar

Every drop-down menu has commands. The mouse offers the simplest way to use the menus. To choose a menu item, point the mouse to the title of the menu and click with the left mouse button to open the menu. Drag the mouse pointer to the command you want and click with the left mouse button. You can also use the keyboard to select commands by pressing the ALT button together with the "trigger letter". The trigger letter is underlined. When you choose a command that is not followed by ellipses (…), the command is performed immediately. When commands with ellipses are selected, a dialog box appears prompting you for more information. Use the dialog box to enter additional information. Commands that are currently unavailable are dimmed.

2.2

Tool Bars

2.2.1 Horizont al Tool Bar

The Tool Bar provides buttons for quick access to com monly used menu commands. Clicking a button is equivalent to choosing a command. These buttons are associated with "Tool Tips". When you point to a button and pause, the name of the tool will appear. See “List of Tools” below for a description of each tool. The Tool Bar also displays the Overall Status, Shear and Torsion Utilization, and Axial Load and Moment (N vs M) Utilization. For more information on Status Levels and Utilizations, refer to Chapter 2.3.


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The Tool Bar also contains other information which are described below: Section Type:

This label displays the current section selected in the vertical tool bar (see below).

Section Name: This text box can be used to enter or edit the name of the section. Job #:

This text box can be used to enter or edit the job number for the section.

Visual Editor

If checked, you can use the Visual Editor to alter the section (dimensions, reinforcing, and material properties). You may want to uncheck this box when you’re almost done to prevent accidental changes.

List of Tools File Menu

New

Create a New Section. This new section also becomes your default section every time you start S-CONCRETE.

Open

Open an S-CONCRETE file (SCO), B-SECT file (BSE), C-SECT file (CSE), or W-SECT file (WSE). If you open a B/C/W-SECT file, you will need to save it as an S-CONCRETE file (SCO) when done.

Save As

Save the current section as a different file.

Print

Print the main drawing (send directly to printer).

Print Preview

Preview the output to printer.

Export File (DXF)

To create a DXF file that contains the main drawing (AutoCAD Release 14 compatible).

Add to Document

Add the main drawing to the document list for WORD/TEDDS export and add to the list of pictures for Results Report.

Export to WORD/TEDDS Document

Create a WORD or TEDDS document using the list of items generated each time you click the "Add to Document" button.

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View Menu

Zoom In

To magnify the drawing or "Zoom In". To change the zoom percentage, see Settings Preferences (Chapter 8.3).

Zoom Out

To reduce the drawing or "Zoom Out".

Zoom Extents

To view the entire drawing or "Zoom Extents".

Reset Drawing

To reset the drawing including text information box locations.

Zoom Window

To view a particular region or window. W hen activated, the mouse pointer becomes a cross-hair. Click and hold to define the upper left corner of the window. Drag the window to define the lower left corner and release.

Edit Menu

Section

To edit the section parameters including building standard, bar type, units, material properties, dimensions, hole size for columns, clear cover, effective section properties, and slenderness effects if applicable.

Reinforcing

To edit section reinforcing including bar sizes, tie/stirrup/link bar size and spacing, tie/stirrup/link configurations, number of bars, splice type if applicable, zone and panel reinforcing for walls.

Loads

To enter factored sectional loads and panel loads (for walls) including axial loads, torsion, shear forces, bending moments and slenderness parameters.

Custom Bars

To enter or edit custom bar properties – bar designation, bar diameters, and bar cross-sectional areas. These bars are only effective if you select “Custom” for the bar type in Edit Section.

Settin gs Menu

Increments

To set the increments that will be used in the Automated Design Process and in the Visual Editor.


Colors

To change the color scheme used in the main window, N vs M diagrams, and for status levels.

Preferences

To enter “Preferences” including user’s name, company name, fonts, code check automatically, use of steel tables, and zoom percentage.

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Run Menu

Design Constraints

To set various design conditions and constraints for "Automated Design".

Automated Design

To perform automated design for the section. SCONCRETE will make changes if and where required to make the section more efficient and acceptable according to the chosen building standard.

Analyze / Code Check

To perform code checking. This command will generate N vs M diagrams and Results Report. This tool will only be active if the “Code Check Automatically” box is unchecked in Settings Preferences (Chapter 8.3).

Results Menu (active onl y after Analyze / Code Checking)

Results Report

To display numerical results of the code checking process. Pictures can be added to the Report (click Add to Document button).

N vs M Diagram

To generate and display the Axial Load and Moment Interaction Diagram.

Help Menu

Help

To display Help Topics.

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2.2.2 Vertical Tool Bar

2.3

Status Levels and Utili zation

S-CONCRETE performs numerous checks on a given section. Every check is assigned a status. Strength checks are also assigned a utilization.

2.3.1 Utilization S-CONCRETE computes two types of strength utilizations: (1) shear and torsion utilization and (2) axial load and moment (N vs M) utilization. Typically, utilization equals to the applied force or moment divided by the capacity of the section. However, for shear and torsion, special conditions apply depending on the building standard chosen. e.g.

V Utilization = u Vr

or

Mu Mr


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For every load case, S-CONCRETE will generate shear/torsion and N vs M utilizations. The greatest utilization computed is stored and displayed in the main drawing (in the tool bar). This will give you a quick assessment and overview of the section in terms of strength. Utilizations are also given a status. See below for Status Levels.

2.3.2 Status Levels The Overall Status is the worst status detected out of all the checks that were performed. This overall status gives you a quick evaluation and a general overview of the section. There are five status levels that can be assigned, from best to worst: Not Applicable, Acceptable, Warning, Borderline, and Unacceptable. Not Applicable

Assigned to checks that do not apply to the member.

Acceptable

Assigned to checks that meet code requirements or strength utilizations that are less than a user defined upper limit "Max". Utilization =

Vu Vr

<

Max

→

Acceptable

Warning

Assigned to checks that do not meet code requirements but are not serious enough to be considered "unacceptable". These checks usually require additional information or some discretion from the engineer. You may or may not have to make changes to the beam before this check is considered "acceptable".

Borderline

Assigned to strength utilizations that are equal to or exceed a user defined upper limit "Max" by less than or equal to 5%. Max

Unacceptable

≤

V Utilization = u Vr

≤

Max + 0.05

→

Borderline

Assigned to checks that do not meet code requirements and serious enough to be considered "unacceptable" to most engineers. It is also assigned to strength utilizations that exceed a user defined upper limit "Max" by more than 5%. Utilization =

Vu Vr

>

Max + 0.05

→

Unacceptable

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2.4

Visual Editor and Drawing Window

The drawing window is the region below the horizontal tool bar. Here you will find a detailed drawing showing the section dimensions, reinforcing configuration, material properties, section properties, and code check results (if applicable). The section is drawn to scale and complete in every detail. S-CONCRETE supports an interactive design and detailing feature k nown as the Visual Editor. With this feature, you can change the size of the section by simply dragging the outline of the section. You can also change the reinforcing configuration by clicking the appropriate text (or "hot spot") with the left or right mouse button. The Visual Editor is described in Figure 2 for an L-Beam.

Figure 2, Visual Editor

Not all the text in every information window is an active “hot-spot”. The majority of the text is there to display information for reference purposes only. Some text are active “hot-spots” where you can change the value with a click


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of a mouse button. Figure 2 Illustrates an L-Beam but “hot-spots” are more or less treated the same way for other section types. If you drag the outline of the section, S-CONCRETE will change the dimension in increments, specified in Settings Increments' (Chapter 8). Similarly, if you click a "hot spot" to change the bar spacing or material property, S-CONCRETE will change the bar spacing or material property in pre-determined increments. Click the "hot spot" with the left mouse button to increase a dimension or property, add a bar, or decrease the bar spacing. Click the "hot spot" with the right mouse button to decrease a dimension or property, subtract a bar, or increase the bar spacing.

2.5

Quick Start

The following steps will help you become familiar with the essential tools in creating, editing, and reviewing a section in S-CONCRETE.

2.5.1 New Section The first step is to create a new section. Select New under the File Menu or click the New Section tool in the toolbar. The following window will appear (Figure 3).

Figure 3, New Section

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Make the choices that best describes the new section and click the Ok button. S-CONCRETE will generate a new section with the appropriate parameters initialized. It will also assign default material properties, section dimensions, and reinforcing configurations. This new section also becomes your default section every time you start S-CONCRETE.

2.5.2 Inpu t Data The next step is to change or edit the section dimensions, material properties, and reinforcing configurations. The suggested steps and associated tools are indicated below. A brief description of each step is also provided. Step

Tool

Description

1

To edit the section parameters including building standard, bar type, units, material properties, dimensions, hole size or composite steel shape for columns, clear cover, effective section properties, and slenderness effects if applicable.

2

To edit section reinforcing including bar sizes, tie/stirrup/link bar size and spacing, tie/stirrup/link configurations, number of bars, splice type if applicable, zone and panel reinforcing for walls.

3

To enter factored sectional loads or panel loads (for walls) including axial loads, torsion, shear forces, bending moments and slenderness parameters.

Note:

The Visual Editor (Chapter 2.4) can also be used to adjust the section parameters including dimensions, reinforcing, and material properties.

2.5.3 Automated Design or Analyze / Code Check Upon completing the "Input Data", the next step is to perform "Automated Design" or "Analysis / Code Check" (if not already executed). “Automated Design” may change the section dimensions, reinforcing configuration, and/or material properties to make the section “Acceptable”. “Analysis / Code Check” does not make changes to the section parameters when executed.


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Normally, S-CONCRETE performs an “Analysis / Code Check” every time you change a parameter unless you have switched this option off in Settings Preferences (Chapter 8.3). If the “Analysis / Code Check” option is turned off, you will need to perform this task before reviewing the results. Click the appropriate button on the tool bar to complete the project, for “Automated Design” or for “Analysis / Code Check” if applicable. W hen completed, you can review the results. "Design Constraints" can be changed first before executing "Automated Design" to guide/control the design process.

2.5.4 Review Resul ts After the analysis / code checking process or automated design, you can review the results. Numerical results are displayed in "Results Report" . Pictures can also be added to the Report. You can view axial load and moment interaction diagrams and add these diagrams to the Report. The main drawing can also be added to the Report. When pictures are added to the Report, you can change the location of these pictures within the Report. You can also perform a Print Preview before sending the Report to the printer. The Report displays numerous checks and intermediate values for some of these checks. You can hide some of these checks to reduce the size of the Report by unchecking the appropriate box at the top of the Report. You can also hide specific lines in the Report. See Figure 4 for a sample Report.

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Figure 4, Results Report

Chapter 3 – File Menu

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Chapter 3 – File Menu File menu commands are located on the menu bar under the key word "File". The corresponding drop-down menu is indicated below. Some of these commands can also be found on the tool bar.

3.1

New, Open, Save, Save As, Exit

Tool

Menu Item

Descript ion

New

Create a New Section. This new section also becomes your default section every time you start S-CONCRETE.

Open

Open an S-CONCRETE file (SCO), B-SECT file (BSE), C-SECT file (CSE), or W-SECT file (WSE). If you open a B/C/W-SECT file, you will need to save it as an S-CONCRETE file (SCO) when done.

Save

Save the current Section to a file.

Save As

Save the current Section as a different file.

Exit

Terminate the program.

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3.2

Print Setup, Print, Print Preview

Tool

Menu Item

Descript ion

Print Setup

Change the current Print Setup (Figure 5).

Print

Print the Drawing (send the picture directly to the printer). The fonts that you select for the screen must be supported by the printer. To change the font, see Settings Preferences (Chapter 8.3).

Print Preview

Preview the output to printer.

Figure 5, Print Setup

3.3

Import Loads (via TIM File)

S-CONCRETE can import load cases and load combinations from other structural analysis software like S-FRAME and P-FRAME (products of Softek Services Ltd.). This is accomplished through TIM files. S-FRAME and P-


19

FRAME can generate TIM files. The procedure outlined below should be followed if you plan to use TIM files. Step

Description

1

Create a preliminary section for investigative purposes – including section type, section size, reinforcing configuration, material properties, etc. Enter a few load cases if you wish (optional). These load cases will be overwritten if the TIM file is imported successfully.

2

From the File Menu, choose Import and specify a valid TIM filename. If no errors are found, S-CONCRETE will populate the loads spreadsheet and perform a code check. Up to 20,000 load cases can be imported. If the TIM file contains more than 20,000 load cases, you will need to break up the TIM file manually or generate separate TIM files using SFRAME or P-FRAME. Note:

The bending moments, shear and axial forces, and torsional moments stored in the TIM file must be in the same units as the load cases expected in the loads spreadsheet. For certain section types, weak axis bending and torsional moments may be ignored.

3

Perform automated design or make changes to the section manually and code check again (if not performed automatically).

4

Review the results. If the section is inadequate, make changes where necessary manually and code check again (if not performed automatically).

3.4

Export to DXF File Click this button on the tool bar to execute the command.

S-CONCRETE can export the main drawing to drafting software (like AutoCAD) in the form of a DXF file. The drawing stored in this DXF file will be similar to the one displayed in the drawing window. When S-CONCRETE generates a DXF file, it will always generate the entire drawing even when

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"zoomed into" a particular region. Furthermore, it will try to use the same scale as the one depicted on the screen including text size. You have a number of options when you generate a DXF file and these are described below. For more information on the use of "layers", please refer to the reference manual of your drafting software. See Figure 6 for a sample set of layers and color assignments.

Figure 6, Export to DXF File

Layer Definiti ons and Layer Name

Various layers are defined for your drawing depending on the section type. The Layer Name must be in upper case and every layer name must be


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unique. The colors assigned for each layer can be changed in Settings Colors (Chapter 8.2). DXF Shading

You have the option to "apply" shading in the drawing when the DXF file is generated. If you want shading, check the "DXF Shading" box. DXF File (Button)

After assigning layer names, you are ready to generate the DXF file. Click the button labeled "DXF File" to create the file. You will be prompted to enter a filename. Reset Button

To reset the layer names, click the "Reset" button. S-CONCRETE will reassign the layer names to default values. Drafting Software

To import the DXF file into your drafting software, you should first c reate a new drawing and then import the drawing into the application with a "DXFin" command. The application will then prompt you for a filename with a default extension of DXF. Enter the filename and the drawing should appear on the screen. If you import the DXF file into an existing drawing, the layers defined in the DXF file will be ignored and the scale of the drawing stored in the DXF file may not match the existing drawing. S-CONCRETE supports AutoCAD Release 14 and later.

3.5

Export to WORD/TEDDS Document Click this button to Export to WORD/TEDDS Document. Click this button to "Add to Document".

This command is used to create a Microsoft WORD/TEDDS document using the list of items generated each time you click the "Add to Document" button. You have a number of options when you create a document and these are described below. See Figure 7 for a sample dialog box.

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Figure 7, Export to WORD/TEDDS Document

Document Item List

In the "Document Item List" tab, you can edit the list of document items. Document items are created when you click the "Add to Document" tool at one of three locations: (1) main drawing, (2) N vs M Diagram, and (3) Results Report. When you click the "Add to Document" button, S-CONCRETE will prompt you for a description. These descriptions can also be changed in the "Document Item List" tab by double clicking the appropriate cell. There are two types of document items that can be generated – picture or table/text (numerical results). Section drawings and axial load and moment diagrams are pictures, or more specifically bitmaps, and results report are numerical tables. When you add an item to the document list, it is a "snapshot" of the current configuration (picture or table/text). Pictures or tables/text that are already on the list will not be updated as new document items are added. You can always change the order of the document list by clicking the appropriate arrow button (or "move" buttons). The maximum number of items that can be included in a single document is 25.


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When your document list is finalized, you can create a WORD/TEDDS document by clicking the appropriate button with the same name. Depending on the "AutoSave Frequency" discussed below, WORD/TEDDS m ay prompt you for a filename. Move, Delete Item, Clear All Buttons

The active row (or cursor location) is indicated in the spreadsheet in reverse type. To move the cursor to a different location using a mouse, simply click on another row. In Figure 7, the cursor location is on item number 2. To move the contents of the active row up/down by one, click the up/down arrow button, respectively. To delete the contents of the active row, click the "Delete" button. To clear the contents of the document list, click the "Clear All" button. Styles Tab

See Figure 8 for a sample dialog box on document styles. When SCONCRETE creates a new document, it will insert the items on the list into the document in the same order as it appears on the list. Two styles are used to generate text in the document – one style for headings and the other for the rest of the document (default style). Paragraph style names are case sensitive and may include spaces (e.g. Heading 2). Any style name specified here should precisely match those in the default document. When exporting to WORD/TEDDS, you can specify a template for the new document. Use the browse button to locate and specify a template file (*.DOT). SCONCRETE is shipped with a default template called WORD.DOT which you can modify. This file is located in the application directory.

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Figure 8, Document Styles

The "AutoSave Frequency" determines how often the document is saved automatically. The fewer number of lines you enter, the more frequent the saves and the longer it will take to create the document. The default value is 2000 lines. Depending on the size of the document and the value of "AutoSave Frequency", WORD or TEDDS may issue a warning that the document is relatively large and prompt you for a filename for the document. Click the "Reset" button to change all the style parameters to default values.

Chapter 4 – Edit Menu

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Chapter 4 – Edit Menu Edit menu commands are located on the menu bar under the key word "Edit". The corresponding drop-down menu is indicated below.

These commands are also located on the Tool Bar:

4.1

Section

This command is used to edit section parameters including building standard, bar type, units, material properties, dimensions, hole size or steel shape for columns, clear cover, effective section properties, and slenderness effects if applicable. Some parameters apply to all types of sections and other parameters apply to specific section types. These are described below.

4.1.1 All Sections Miscellaneous

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Parameter

Options

Descript ion

Units

Metric

SI Units (e.g. mm, kNm, MPa)

US / Imperial

US Units (e.g. in, kip ft, ksi, psi)

ACI 1999

ACI 318-99 (American)

ACI 2002


ACI 2005


BS8110 1985

BS8110: Parts 1 to 3: 1985 (British)

BS8110 1997

BS8110: Parts 1 to 3: 1997 (British)

CP65 1999

CP65: Parts 1 & 2: 1999 (Singapore)

CSA 1994

CSA-A23.1-94 & CSA-A23.3-94 (Canadian)

CSA 2004

CSA-A23.1-04 & CSA-A23.3-04 (Canadian)

UBC 1997

Uniform Building Code 1997 (American)

American

American Bars (e.g. #5)

British

British Bars (e.g. T16)

Canadian

Canadian Bars (e.g. 15M)

Custom

Custom Bar Sizes (Chapter 4.4)

Korean

Korean Bars (e.g. D16)

Singapore

Singaporean Bars (e.g. Y16)

Max Utilization

0.5 ≤ Max ≤ 1.25

Maximum Utilization Permitted for strength checks (Chapter 2.3)

Shear Method

Simplified

Clause 11.3 of CSA-A23.3-94

Code

Bar Type

Clause 11.3.6.3 of CSA-A23.3-04 General

Clause 11.4 of CSA-A23.3-94 Clause 11.3.6.4 of CSA-A23.3-04


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Effective Section Properties

Effective section properties are defined as a fraction of the gross section properties. This includes: moment of inertia (Ig), cross-sectional area (Ag), shear area (Ashear), and torsional constant (Jg or Cg). These section properties are computed and displayed for reference purposes. Typically, effective section properties are used to create the structural analysis model that will generate bending moments, torsion, shear and axial forces. Software like P-FRAME or S-FRAME (products of Softek Services Ltd.) will ask you to enter such properties for various members.

For braced frames, according to the commentary for Clause 8.6.1 of ACI 318, it is common practice to assign gross EI values for all members or, to use half the gross EI for beams and the gross EI for columns. For unbraced frames, a different set of effective section properties should be used for both beams and columns (see Clause 10.11.1 of ACI 318 or Clause 10.14.1 of CSA-A23.3). For beams, S-CONCRETE gives you the option to “ignore the flange” when computing the centroid and moment of inertia in the strong direction, Ig (y-y). Check the box if you wish to ignore the flange for such calculations. If you choose to ignore the flange, S-CONCRETE will still take into consideration the flange for moment capacity calculations. However, the location of the centroid will be that of a rectangular section which, in turn, affects the location of the applied axial load (if any).

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Material Properties

Material properties can be assigned for various elements in the cross-section including concrete strength (fc’ or fcu), steel strength for primary and secondary reinforcement (fy), strength for steel shape in composite columns (Fy), concrete density (Wc or Dc), steel density (Ws or Ds), Poisson’s Ratio (default of ν = 0.2), Nominal Maximum Size Aggregate (hagg), Elastic Modulus of Steel (Es), Elastic Modulus of Concrete (Ec), and Shear Modulus of Concrete (Gc). If you click the button labeled “Estimate (Es, Ec, Gc)”, the elastic modulus of concrete (Ec) and steel (Es) and the shear modulus of concrete (Gc) will be computed based on the values assigned to the concrete strength, concrete density, Poisson’s ratio and the building standard or code selected. The shear modulus will be estimated using the following equation.

Gc =

E c

2 (1 + υ )

For more information on the values assigned to Ec and Es, see “Material Properties” topics in the Help Menu. Quick Calc (N vs M)

S-CONCRETE takes two approaches when generating axial load and moment interaction diagrams – (a) direct integration or “quick calc” method, (b) elemental method. The “direct integration method” is based on first principles where the stress block and associated forces is determined by way of integrating the stress over the section area directly. It is a relatively fast and accurate method. The “elemental method” is based on slicing the section into numerous rectangles and integrating the stress over these elemental areas to get the forces and moments. This method is generally slower and less accurate but reliable as a secondary check for the first method. To use the “Quick Calc” method, check the appropriate box in the window.


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4.1.2 Beams

Figure 9, Edit Section (Beams)

Dimensions

You can enter or modify the section dimensions numerically. The diagram on the right side of the screen (Figure 9) illustrates the variable location in the section. It is also possible to edit the section dimensions graphically using the Visual Editor (Chapter 2.4). Clear Cover

“Clear cover” is the concrete cover to the stirrup or link.

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Code Check

By default, S-CONCRETE will perform bar spacing checks and crack control checks. If for some reason you do not want these checks to be performed, you can switch off these checks by checking the appropriate box. Exposure

For ACI, UBC, and CSA Standards only, you can specify interior or exterior exposure for the section. This has implications on the crack control check (if applicable).

4.1.3 Columns Dimensions

You can enter or modify the section dimensions numerically. The diagram on the right side of the screen (Figure 10) illustrates the variable location in the section. It is also possible to edit the section dimensions graphically using the Visual Editor (Chapter 2.4). Clear Cover (Outer and Inner)

“Outer Clear cover” is the concrete cover to the tie or link measured from the outermost perimeter of the section. If a hole is specified, the “Inner Clear Cover” is the concrete cover that should be provided to the main reinforcing bars measured from the perimeter of the hole. If S-CONCRETE determines that insufficient inside cover is provided to a vertical bar, that bar will be rendered ineffective for axial load and moment capacity calculations. The main drawing will also indicate which bars are ineffective (Figure 11).


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Figure 10, Edit Section (Columns)

Adj us tm ent s

For CSA, ACI, and UBC Standards only, S-CONCRETE can make adjustments to the axial load and moment interaction diagrams to account for steel ratios less than 1%. If you do not check this box, the lower limit for steel ratios is 1% or a “warning” is issued. Otherwise, if you check this box, the lower limit for steel ratios goes down to 0.5% and the interaction diagram is conservatively adjusted according to the building standard.

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For British and Singapore Standards only, you can specify an upper limit for the axial load capacity, Nu (max) based on Clause 3.8.4.3 or Clause 3.8.4.4. You can also choose neither clause and specify “none” for Nu (max).

Figure 11, Ineffective Bars in a Column

Minimum Moments

If you select “Yes” to apply minimum moments, S-CONCRETE will compute the minimum moments according to the specified building standard and apply it in the direction of the applied moment (if required). If “No”, S-CONCRETE will not compute or apply minimum moments whatsoever. If you specify an applied moment of zero (i.e. M = 0), S-CONCRETE will neither assign a minimum moment nor attempt to magnify the moment. The program will only apply slenderness effects and assign minimum moments to load cases with an applied moment greater than zero (i.e. |M| > 0). For biaxial bending, it will apply the minimum moment in the direction of the larger moment.


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Hole Parameters

In S-CONCRETE, you have the option to add a rectangular or circular hole in the column. You will need to specify the dimensions of the hole. The hole size cannot exceed one half of the column dimension which is a practical upper limit. The hole size is also checked to see if it meets the specified building standard. Structur al Steel Shape

In S-CONCRETE, you have the option create a composite column by adding a steel shape (I-beams only). If you choose to add a steel shape, you will not be able to add a hole. Check the box labeled “Include Steel Shape” to add a steel shape into your section. Check the box labeled “Add to Shear Resistance” if you wish to add the shear capacity of the steel shape to the shear resistance provided by the concrete. The orientation of the steel shape can be changed by selecting “I Configuration” or “H Configuration”. If you choose to use steel tables, you can pick a table from our database – CISC, AISC, British, European, Australian, Japanese, etc. After selecting a table, you would pick a section from that table using the list box containing the names of the sections. The section dimensions will be displayed below. To create a custom steel shape, uncheck the box labeled “Use Steel T ables if available (Composite Columns)” in Settings Preferences, Chapter 8.3. In this case, you will be able to specify the exact dimensions of the steel shape (d, b, w, t) and assign a name to the steel shape. Slenderness Effects

You have the choice to apply slenderness effects or moment magnification (P-Delta) between the ends of a "braced" column. If "Yes", S-CONCRETE will magnify the moments entered in Edit Loads (Chapter 4.3) in each principal direction using the appropriate effective length and stiffness. If "No", the program will assume the moments entered already include slenderness effects. See also “Moment Magnification” topics in the Help Menu. SCONCRETE assumes that slenderness effects (P-Delta) caused by lateral drift are already included in the moments entered in the spreadsheet (e.g. columns in sway frames). “k” or “Beta” is the effective length factor applied to the unsupported length "Lu" or "Lo" for bending about the “y-y” or “z-z” axis. The effective length (kLu

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or Le) is used to compute the magnified moments (slenderness effects). See also “Moment Magnification” topics in the Help Menu. For columns, “BetaD” is the ratio of the maximum factored axial sustained load to the maximum factored axial load ( βd = 0.6 conservative). This parameter is used to estimate the effective stiffness (EI) in computing slenderness effects (ACI, UBC, CSA codes only). See also “Moment Magnification” topics in the Help Menu.

4.1.4 Walls

Figure 12, Edit Section (Walls)

Dimensions

You can enter or modify the section dimensions numerically. The diagram next to the dimensions in Figure 12 illustrates the variable location in the section. It is also possible to edit the section dimensions graphically using the Visual Editor (Chapter 2.4).


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Clear Cover (Wall and Zone Reinfor cing)

For wall or panel reinforcing with two curtains of reinforcing, the “clear cover” specified here is the clear concrete cover provided to the outermost reinforcing bar (horizontal or vertical whichever is placed outside). “Clear cover” for zone reinforcing typically refers to the clear concrete c over provided for the zone ties or links (if specified). Orientation and Check Boxes (I-Shapes)

For wall sections, it is possible to change the orientation. There are four orientation angles: 0°, 90°, 180°, and 270°. The orientation angle is measured counter-clockwise and illustrated in Figure 13 for an I-Shape.

Figure 13, Wall Orientation

Changing the orientation does not change the direction of the Y and Z axes. Section properties are computed with respect to the Y and Z axes and takes into account the orientation. For I-Shapes, you can work with rectangular shapes only by checking the appropriate box. You can also make the I-Shape symmetric in terms of dimensions and reinforcing by checking the appropriate box. For non-

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seismic regions, you can also code check the wall using the Empirical Design Method as outlined in the building standard (CSA, UBC, or ACI only) by checking the appropriate box. See also “Empirical Design Method” topics in the Help Menu. Slenderness Effects

You have the choice to apply slenderness effects or moment magnification (P-Delta) between the ends of a "braced" wall. If "Yes", S-CONCRETE will magnify the moments entered in Edit Sectional Loads (Chapter 4.3) in each principal direction using the appropriate effective length and stiffness. If "No", the program will assume the moments entered already include slenderness effects. S-CONCRETE assumes that slenderness effects (P-Delta) caused by lateral drift are already included in the moments entered in the spreadsheet (e.g. columns in sway frames). Moment Magnification is not applied for panel loads. “k” or “Beta” is the effective length factor applied to the unsupported length "Lu" or "Lo" for bending about the “y-y” or “z-z” axis. The effective length (kLu or Le) is used to compute the magnified moments (slenderness effects). "EI" is the effective stiffness to be used for slenderness effects calculations (for ACI, UBC, CSA codes only). It is computed as a fraction of the gross moment of inertia (Ig) times the elastic modulus of concrete (Ec). You would enter the fraction (conservatively taken as 0.25). See also “Moment Magnification” topics in the Help Menu. Seismic Parameters

CSA 1994 and CSA 2004 hw

Overall Height of the wall (e.g. from ground floor to roof)

R (1994)

Force Modification Factor (Ductility Related)

Rd (2004)

= 3.5, ductile flexural wall or partially ductile coupled wall = 2.0, wall with nominal ductility = 1.5, other types of concrete walls not defined above = 1.0, other types of walls not defined above

Plastic Hinge

= Yes, the wall section is located in a plastic hinge region = No, the wall section is not located in a plastic hinge region

Duct. Cut-Off

0% to 75% of M f /Mr , Default = 25%


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Ductility Requirement Cut-Off Limit. The program will evaluate ductility requirements for load cases that have M f /Mr greater than the value specified here. This feature is introduced to filter out load cases that are not at ultimate from a flexural point of view. Overstrength Factors (γw)

The program has defined two types of overstrength factors – nominal and probable. “Nominal overstrength factors” are based on the nominal strength while “probable overstrength factors” are based on the probable strength. Nominal Overstrength Factors are used to evaluate ductility requirements for R ≥ 2. For R = 2, they are also used to

magnify seismic shear forces for bending about y-y or z-z axis. For R > 2, Probable Overstrength Factors are used to magnify seismic shear forces for bending about y-y or z-z axis. The program can “estimate” the overstrength factors for bending in both directions or in one direction. It assumes the wall is cantilevered in the direction considered and that the section is at the base of the wall. Ro (2004)

Force Modification Factor (Overstrength Related)

Df (2004)

Deflection at the top of the wall due to the effects of factored loads for bending about the y-y or z-z axis.

Coupled

no, about y-y & z-z, about y-y only, or about z-z only

(2004)

To properly assess the inelastic rotational demands of the wall, the program needs to know if the wall is coupled and, if so, in which direction(s).

UBC 1997 hw


Region

Zone 0, 1, 2A, 2B (low or moderate risk seismic zone) Zone 3 or 4 (high risk seismic zone, Chapter 1921 of UBC)

Nmax

0.05 or 0.10 Agf c’ Clause 1921.6.6.4 Limit for Boundary Zone Detailing Requirements

Phi (shear)

0.6 or 0.85, strength reduction factor for shear Clause 1909.3.4.1

Boundary

Force (Clause 1921.6.6.4) or

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Element Method

Strain Analysis Method (Clause 1921.6.6.5)

ACI 1999 (low risk seismic zone only), ACI 2002 and ACI 2005 hw


Region / Risk

Low risk seismic zone Moderate risk seismic zone High risk seismic zone

Phi (shear)

0.6 or 0.85 (1999) 0.6 or 0.75 (2002 or 2005) strength reduction factor for shear (Clause 9.3.4)

Boundary Element Method

Stress Method (Clause 21.7.6.3) or

du / hw

du = design displacement

Displacement Method (Clause 21.7.6.2)

hw = overall height of the wall (see above) for bending about the y-y or z-z axis. Duct. Cut-Off

0% to 75% of M u/φMn, Default = 25% Ductility Requirement Cut-Off Limit. For the Displacement Method, the program will evaluate ductility requirements for load cases that have M u/φMn greater than the value specified here. This feature is introduced to filter out load cases that are not at ultimate from a flexural point of view.

See also “Ductility Requirements” topics in the Help Menu.

4.2

Reinforcing

This command is used to edit reinforcing parameters including primary and secondary bar sizes and spacing, tie/stirrup/link configurations, number of bars, splice type if applicable, zone and panel reinforcing for walls. These are described below for each section type.


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4.2.1 Beams

Figure 14, Edit Reinforcing (Beams)

Top and Bottom Bars

Up to five layers of bars can be specified for the top and/or bottom bars. Two sets of bars can also be specified for each layer of bars. The first set is typically placed on the outside and the second set on the inside. If there is insufficient room to place both sets of bars within the outermost stirrup/link legs, some or all of the second set of bars is placed outside of the stirrup/link legs. Each set of bars can be a different bar size. You have the option to nd “show the 2 set of bars” by checking the appropriate box. You also have the option to make every bar the “same bar size” by checking the appropriate box. S-CONCRETE will automatically place bars in a reasonable manner taking into account the number of stirrup/link legs, location of stirrup/link legs, st nd number of bars (1 and 2 set), beam width, and clear spacing requirements. Clear spacing (dz) between layers of bars can be specified or computed if applicable. Check the box labeled “Compute (dz)” if you want the spacing computed based on the building standard selected. For CSA Standard only, you can also specify the bar coating – Normal or Epoxy Coated. This information is used to evaluate crack control parameters.

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Stirrups / Links

Stirrup/link bar size and spacing can be specified here including hook angle. If you wish to add stirrups/links to the section, you will need to check the “Apply” box. If you want the stirrups/links to be closed, check the box labeled “Closed”; otherwise, the configuration will be open stirrups/links. You can specify as many stirrup/legs as you wish and as low as one stirrup/link leg. A possible configuration with one stirrup/link leg is illustrated in Figure 15 for a concrete joist. When four (4) stirrup/link legs are specified, you have the option to specify two sets of stirrups/links (Double Set) of the same configuration or two sets of stirrups/links of different configuration. This is illustrated in Figure 16. Check the box labeled “Double Set” if you wish to specify two sets of the same configuration. The “Double Set” may be appropriate for small beams and, if closed, all four legs of stirrups/links will be effective to resist shear and torsion as opposed to the other configuration where only the exterior legs are effective to resist torsion.

Figure 15, Concrete Joist (One Stirrup/Link Leg)


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Figure 16, Double Set Stirrups/Links

Face Steel

Face steel or skin steel can be specified here including bar size and spacing. If you wish to add face steel to the section, you will need to check the “Apply” box. If you want the face steel applied to each face of the section (Figure 16), check the box labeled “Each Face”; otherwise, S-CONCRETE will insert the face steel at the centre-line of the section only (Figure 15). If you want to include face steel in the axial load and moment interaction diagram calculations, check the box labeled “N vs M”. Scale Check Box

In Figure 14 below the Help button, there is a check box labeled “Scale (stirrups or links)”. If checked, the stirrup/link thickness will be drawn to scale in the main drawing; otherwise, it will be drawn using one pixel width to represent the stirrup/link bar size.

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4.2.2 Columns

Figure 17, Edit Reinforcing (Columns - Rectangular Ties/Links)

Vertical Bars

In this part of the window, you can specify the splice type. For a visual representation of these splice types, see Figure 18. Tangential and radial splices are lap splices that are applicable to columns subjected to compression or tension. For bearing splices, the loads are transmitted directly from bar to bar in end bearing, so it is applicable to columns subjected to compression only. A mechanical splice may be a tension coupler or a similar device that is capable of transmitting tension and compression. To meet bar spacing requirements in a given section, the bearing or mechanical splice would allow the greatest number of vertical bars as compared to a tangential splice (least number of vertical bars allowed). For rectangular tie/link configurations (Figure 17), you can specify one bar size for all of the vertical bars. You will also need to specify the number of bars in each direction (Ny and Nz) and the number of layers. Figure 19 Illustrates a relatively large column with two layers of bars. There is an upper limit to the number of layers before the column is “saturated” with vertical bars. If you specify a higher number, S-CONCRETE automatically resets the number of layers to this upper limit.


Figure 18, Splice Types

Figure 19, Rectangular Ties/Links with Multiple Layers of Vertical Bars

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For circular tie/link configurations (Figure 20) or spiral configurations, you can specify up to two layers of bars and one bar size for each layer of vertical bars. The first layer is the outermost layer and the second layer is the next layer separated by the clear distance, dz, between layers of vertical bars. You can specify a value for dz, or it can be computed by checking the appropriate box. You can also specify a different number of bars for each layer. This is illustrated in Figure 21.

Figure 20, Edit Reinforcing (Columns - Circular Ties/Links)

Horizontal Bars

In this part of the window, you can specify the horizontal bar configuration – rectangular, circular, or spiral. If the configuration is rectangular (Figure 17 and Figure 19), you will need to specify the tie/link bar size and spacing, hook angle for the ties/links and for single cross-hooks. When diamond configurations are implemented, you can switch this option off by unchecking the appropriate box. S-CONCRETE will then use a more conventional tie/link configuration. Diamond configurations may provide less shear resistance as compared to the conventional tie/link configuration. If the configuration is circular (Figure 20 and Figure 21) or spiral, you will need to specify the tie/link st nd or spiral bar sizes for the 1 and 2 layer and the spacing or pitch for each layer. Horizontal bars for each layer of vertical bars can have different bar sizes and spacing/pitch.


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Figure 21, Circular Ties/Links with 2 Layers of Vertical Bars

Scale Check Box

In Figure 17 and Figure 20 below the Help button, there is a check box labeled “Scale (ties/links or spiral)”. If checked, the tie/link/spiral thickness will be drawn to scale in the main drawing; otherwise, it will be drawn using one pixel width to represent the bar size.

4.2.3 Walls (Zone Reinf orc ing ) To edit zone reinforcing in wall sections, you will need to click on the tab labeled “Zone Reinforcing” at the top of the window (Figure 22). Zone Parameters

Depending on the zone location in the wall section and the section type, there are up to three types of zone reinforcing – one, two, or three direction zones. One direction zones are typically located at ends of a single panel. Two direction zones are typically located at corners where two panels meet. Three direction zones are typically located at intersections of two panels. Not all types of zones are made available for a given section; only the ones that are suitable for the zone location and section type can be selected. For more information on zone types, see Zone Angles below.

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Every zone type can be oriented at a different angle. See below for more information on Zone Angles. Some zone types located in a specific location in a wall section cannot be oriented at a particular angle. As a consequence, certain angles will not be made available for selection purposes. You can assign a "Zone Label" to a given zone. This label will be used in the main drawing for reference purposes. You can also assign a splice type for the zone – tangential, radial, bearing, or mechanical (see Figure 18). Vertical bar size, tie/link bar size and spacing can be assigned to a given zone. You can also remove the ties/links for a zone by specifying "None" for the tie/link bar size.

Figure 22, Edit Reinforcing (Walls – Zone Reinforcing)

You can specify the clear spacing limit (Scl) between vertical bars. If exceeded, every vertical bar shall be laterally supported by the corner of a tie/link or cross hook; otherwise, every corner and alternate vertical bar shall be laterally supported. By checking the appropriate box, this clear spacing limit (Scl) can be computed, instead, based on the building code selected.


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Zone reinforcing can be made "active" or "inactive" by checking or unchecking the appropriate box. When active, zone reinforcing will become visible in the main drawing and be included in axial load and moment interaction diagram calculations. Vertical bars in a given zone are typically placed only along the perimeter in a given tie/link configuration. S-CONCRETE offers the option to "Fill the zone with vertical bars (if applicable)" by checking the appropriate box. If checked, vertical bars will be placed at intermediate locations if the zone supports such a configuration (normally used in thick panels and/or large zones where many vertical bars can be utilized effectively). In three direction zones, you have the option to make these zones symmetrical by checking the box labeled "Symmetric Zone Reinforcing". For certain wall section types (e.g. TShapes), the three direction zone is always symmetrical. Zone Angles

As described above, there are three zone reinforcing types – one, two, and three direction zones. Every zone direction type can be oriented at a different zone angle. The zone angle is measured counter-clockwise with respect to the horizontal. See below for examples of zone types and angles.

Figure 23, One Direction Zone and Z one Angles

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Figure 24, Two Direction Zone and Zone Angles

Figure 25, Three Direction Zone and Zone Angles


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Zone Bars and Spacing

For every zone type, you can assign numbers of bars and bars spacing for each direction in the zone. Often times a wall panel controls the size of the zone in a given direction which, in turn, determines the bar spacing. Sometimes, you have the option to assign the dimensions of the zone and let S-CONCRETE determine the bar spacing automatically. In Figure 22, there are up to five sets of bars that can be changed or m odified depending on the zone type. Each bar set has variables that can be changed if applicable and these are described below. Variable

Description

i

Bar Set Number or Index

Ni

Number of Bars for Bar “i”

Si

Bar Spacing for Bar “i” (Computed or Assigned)

Wi

Zone Dimension (Wall Thickness or Assigned)

Use Limit (Wi)

If checked, S-CONCRETE will use the zone dimension “Wi” to determine the bar spacing.

Refer to the figures below for sample sets of zone bars and spacing for all three zone types at a zone angle of 0 degrees.

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Scale Check Box

In Figure 22 below the Help button, there is a check box labeled “Scale (horz bars)”. If checked, the zone tie/link thickness will be drawn to scale in the main drawing; otherwise, it will be drawn using one pixel width to represent the bar size.

4.2.4 Walls (Panel Reinforcin g) To edit panel reinforcing in wall sections, you will need to click on the tab labeled “Panel Reinforcing” at the top of the window (Figure 26). For each panel, you can specify: a panel label to be used in the main drawing, vertical and horizontal bar sizes and spacing, number of curtains (1 or 2), and standard hooks at the ends of the horizontal bars (straight,


sideways, or up/down). “Sideways” hooks are typically used to enclose vertical bars in zones, which are illustrated below.

Figure 26, Edit Reinforcing (Walls - Panel Reinforcing)

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“Up/Down” hooks are typically used to firmly anchor the horizontal bars into the zone for seismic purposes. The hook is “into-the-plane” of the drawing which is illustrated below.

In Figure 26 below the Help button, there is a check box labeled “Scale (horz bars)”. If checked, the horizontal bar thickness will be drawn to scale in the main drawing; otherwise, it will be drawn using one pixel width to represent the bar size. You can also check the box labeled “Vertical Bars Outside” to place vertical bars outside of the horizontal bars as illustrated above for two curtains of reinforcing. It is also possible to include vertical bars in axial load and moment (N vs M) interaction diagram calculations by checking the appropriate box. Otherwise, only zone reinforcing will be included in N vs M diagram calculations.

4.3

Loads (Sectional or Panel for Wall s)

In this window, you can edit/modify the factored loads applied to the section or individual panels for walls. This information is entered into a spreadsheet (Figure 27). Figure 27 is a spreadsheet used for columns. It is similar to that used for other member types like rectangular beams. For walls, you will also have the option to enter panel loading. Up to 20,000 load cases can be entered for sectional loading and 20,000 load cases for panel loading. The contents of the spreadsheet depends on the section type and whether or not slenderness effects should be computed or not. For T-beams and Lbeams, bending about the strong axis only is permitted plus shear forces, axial load and torsion (if applicable). For rectangular beams, rectangular columns, and circular columns, biaxial bending is supported plus shear


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forces, axial load and torsion (if applicable). For walls, biaxial bending is supported plus shear forces, axial load and torsion (if applicable).

Figure 27, Edit Sectional Loads (for columns)

If the section type is a circular column reinforced with circular ties/links or spiral and subjected to biaxial bending, S-CONCRETE will treat the load case as uniaxial bending subjected to a resultant moment and shear as computed below.

M resultant

=

2

My

+

2

Mz

and

Vresultant

=

2

Vy

2

+ V z

54


Slenderness effects can be computed for columns and walls only. If slenderness effects are to be computed for the bending moments (see Chapter 4.1.3 for columns and Chapter 4.1.4 for Walls), you must also enter a factor, C m, which relates the actual bending moment diagram to an equivalent uniform moment diagram. For members with transverse loads between the member ends, C m equals to 1.0. See also “Moment Magnification” topics in the Help Menu. Note:

0.4 ≤ Cm ≤ 1.0, a conservative value for Cm = 1.0

where

Single Curvature

C m

= 0.6 + 0.4

Double Curvature

C m

= 0.6 − 0.4

M 1 M 2 M 1 M 2

≥ 0.4

M1 = Smaller Factored End Moment M2 = Larger Factored End Moment = M y or Mz Command Buttons

The “Copy” button is used to copy the contents of a block of cells or selected cells to the clipboard. To define a block of cells or selected cells with the mouse button, click and drag over an area of cells to be s elected and then click the copy button. The “Paste” button is used to paste the contents of the clipboard to an appropriate location or designated insertion point in the spreadsheet. This designated insertion point is located by the “active cell”. Placing data into the clipboard can be done using the “Copy” command in S-CONCRETE or other spreadsheet programs like Microsoft Excel. The “Clear” button is used to ”clear” the spreadsheet. S-CONCRETE will assign “zeros” to axial loads, torsion, shear forces, and bending moments. It will also assign “ones” to “C m” factors for slenderness effects. Ignore Axial Load

S-CONCRETE gives you the option to ignore axial loads when it assesses the strength of the section for axial load and moment interaction diagrams and shear/torsion evaluation. If the box is checked, it will assign “zero” to all


55

the axial loads during strength evaluation processes and “ignore” the axial loads entered in the spreadsheet. Load Type

For walls, you will also need to define the load type - wind, seismic, or other for each load case (Figure 28). Only the load cases that are designated as “seismic” will be used to evaluate seismic provisions, if applicable. Seismic shear forces entered here may also be magnified (see below).

Figure 28, Panel Loading (for walls)

Magnify Shears Check Box

For walls in seismic regions using the CSA standard, you will also have the option to magnify the shear forces – sectional and panel. If the box labeled “Magnify Shears” is checked (Figure 28), the program will use the Overstrength Factors specified or estimated in Chapter 4.1.4 (seismic parameters) to magnify the sectional and panel seismic shear forces. For CSA-A23.3-04 (Rd ≤ 1.5), S-CONCRETE will multiply the seismic shear forces entered in the spreadsheets with the computed overstrength factor based on the normal resistance of the section. i.e. Vf (design) = γ Vf (data) ≥ Vf (data)

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For CSA-A23.3-04 (Rd = 2.0) or CSA-A23.3-94 (R = 2.0), S-CONCRETE will multiply the seismic shear forces entered in the spreadsheets with the specified or estimated overstrength factor based on the nominal resistance of the section with an upper limit of R d or R placed on the overstrength factor. i.e. Vf (design) = γn Vf (data) ≤ Rd Vf (data) For CSA-A23.3-04 (Rd = 3.5) or CSA-A23.3-94 (R = 3.5), S-CONCRETE will multiply the seismic shear forces entered in the spreadsheets with the specified or estimated overstrength factor based on the probable resistance of the section with an upper limit of R d or R placed on the overstrength factor. i.e. Vf (design) = γp Vf (data) ≤ Rd Vf (data) Seismic shear force magnification is an attempt to estimate the shear forces that may be present at ultimate, in accordance with Clauses 21.6.9.1, 21.7.3.4.1, and 21.8.3.2 of CSA-A23.3-04 or Clauses 21.7.2.3 and 21.9.3.4.1 of CSA-A23.3-94. The theory behind this magnification process assumes a simple cantilevered wall configuration with the section being evaluated at the base. A plastic hinge is also assumed to be at the base only. If your wall is not of this type of configuration, it is recommended that you do not magnify the shear forces in the above manner. You should compute the magnified shear forces yourself and enter them directly into the spreadsheets. Such configurations require a more thorough investigation and analysis as opposed to the relatively simple process indicated above. Panel Lo ading (Walls Only)

For C-Shapes, T-Shapes, and L-Shapes, you can also enter panel loads (Figure 28). An I-Shape is considered as a single panel so panel loading and sectional loading are identical for I-Shapes. Panel loading is applied to the individual panels in a given section. Each panel can be subjected to an axial load, bending moment about the strong axis, and shear force in the strong direction. When the program code checks, it will treat each panel as independent entities and assess the axial load and moment capacity and shear capacity on a panel-by-panel basis (including seismic provisions). See Results Report (Chapter 7.1) for more information on wall panel results. For more information on the use of sectional and panel loading, see “W all Sectional & Panel Loading Discussion” topic in the Help Menu.


4.4

57

Custom Bars

In this window, you enter custom bar properties – bar designation, bar diameters, and bar cross-sectional areas. If none of the standard bar types listed in Edit Section (Chapter 4.1.1) suits your needs, select "Custom" for your bar type and create a set of custom bars here (Figure 29) to be used for your section.

Figure 29, Edit Custom Bars

You should assign a "Bar Type" to describe your set of custom bars. You may want to enter a bar delimiter for bar designations (e.g. 2-No 8 where "-" is the bar delimiter). You can also add a "space before and after" the delimiter by checking the appropriate box. When entering bar diameters, you can get S-CONCRETE to compute the areas by clicking the "Compute Areas" button. Similarly, when entering bar areas, you can get S-CONCRETE to compute the diameters by clicking the

58


"Compute Diameters" button. A "warning" will be issued if the computed computed area is not within 15% of the specified area. area. The computed area is based on the specified diameter. You can save/retrieve custom bars by clicking the appropriate button. Custom bars are saved saved in files with extension extension CBR. When retrieving custom bars, you can read the information from CBR files and SCO files where SCO files are S-CONCRETE data files. Custom bars that you have have created for other projects can be used again and again. again. It is also possible to create a library of custom bars for reference purposes and for use in future projects.

Chapter 5 – View Menu

Chapter 5 – View View Me Menu nu View menu commands are located on the menu bar under the key word "View". The corresponding drop-down menu is indicated below. below. These commands are also located on the Tool Bar.

5.1 5. 1

Zoom In/O In/Out/Extents ut/Extents,, Re Reset set Drawing

Tool

Name Name

Descript Descript ion

Zoom In

To magnify the drawing or "Zoom In". The drawing is magnified by a user-specified "Zoom Percentage".

Zoom Out

To reduce the drawing or "Zoom Out". The drawing is reduced by a userspecified "Zoom Percentage".

Zoom Extents

To view the entire drawing or "Zoom Extents".

59

60


Reset Drawing

To reset the drawing including text information box locations.

The "Zoom Percentage" can be changed in Settings Preferences (Chapter 8.3). You can also "zoom" by clicking the Drawing Window with the right mouse button. A pop-up menu will appear on the screen. You will be able able to "Zoom 1/2x" or "Zoom 2x", centered at the the cursor location. This feature will not function if you right click on a "hot spot".

5.2 5. 2

Zoom Window Click this button on the tool bar to Zoom W indow.

This command is used to view view a particular region region (or window). window). When activated, the mouse pointer pointer becomes a cross-hair. To define the region or window, move the cross-hair cross-hair to an area of interest. Click and hold with the left mouse button to define the the upper left corner of the window. window. Drag the window or box to define the bottom right corner of the window (Figure 30) and 30) and release to complete the zoom (Figure 31). 31).

Figure 30, Zoom Window (Before)


61

Figure 31, Zoom Window (After)

5.3

Displ ay Options

Various items can be displayed in the main drawing. You have the option to toggle on/off any or all of these items for a give section.

62


To toggle on/off an item, choose that item under the View menu until a check appears beside the item (to toggle the item on) or the check is removed (to toggle the item off). Most of the items are displayed in information text boxes located in the main drawing. You can also close these information text boxes using the Visual Editor (Chapter 2.4) by clicking on the upper right corner of the window. This is equivalent to toggling the item off.

Chapter 6 – Run Menu

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Chapter 6 – Run Menu Run menu commands are located on the menu bar under the k ey word "Run". The corresponding drop-down menu is indicated below.


6.1

Design Constr aints

In the Design Constraints window (Figure 32 or Figure 33), you can enter or modify various constraints that will be used in Automated Design (Chapter 6.2). S-CONCRETE will use these constraints in the Automated Design process if appropriate. These constraints will not be applied elsewhere like in the Visual Editor. For example, if you check the box labeled "Freeze" next to beam or column “Width (b)”, you can still change the width of the beam or column using the Visual Editor (Chapter 2.4) or numerically in Edit Section (Chapter 4.1). However, S-CONCRETE will not change the width of the beam or column in the Automated Design process.

6.1.1 Beam Design Constr aints In Figure 32, you will find a typical set of design constraints for beams. Often times, the beam dimensions may be constrained due to other factors (e.g. limited head-room or aesthetic reasons) that are beyond the control of the engineer. In this window, you can set lower and upper limits for the beam width (b) and depth (h). If S-CONCRETE decides to change the dimensions of the beam in Automated Design, it will take into consideration the limits you set here. You can also “Freeze” the beam dimensions in Automated Design by checking the appropriate box.

64


Figure 32, Design Constraints for Beams

You can also set lower and upper limits for the size of the top and bottom bars, stirrups/links, and face steel. In Automated Design, S-CONCRETE will take into consideration these limits if it becomes necessary to change the bar size. Many factors should be considered when you set bar sizes such as bar availability, development or anchorage length, labor costs to assemble reinforcing cages, etc. You can also “Freeze” the size of the currently selected bar in Automated Design by checking the appropriate box.


65

In Automated Design, S-CONCRETE will add or subtract reinforcing steel as required to meet strength and serviceability requirements. It will also take into consideration the specified “Max Clear Spacing between bars”. The lower the value the better it becomes for crack control purposes. This also helps determine the appropriate bar size for the beam. You can also set lower and upper limits for the gross amount of longitudinal steel – top bars (As’/bh) and bottom bars (As/bh). If the amount of steel is not within the ranges specified here, S-CONCRETE will adjust the reinforcing and/or beam dimensions if applicable. The limits specified here are only “guidelines”. S-CONCRETE will use these guidelines when and if appropriate in Automated Design to make the section more efficient. You can set lower and upper limits for the concrete compressive strength (fcu or fc’), yield strength of steel (fy) for longitudinal bars, and yield strength of steel (fy) for stirrups/links. These limits may be code related or controlled by other factors such as material availability. In Automated Design, SCONCRETE will take into consideration these limits if and when it finds it necessary to change material properties. You can also “Freeze” the current selected material properties by checking the appropriate box. In Automated Design, S-CONCRETE will cycle through a number of iterations to find an “acceptable” and cost-effective solution. The iteration process will continue until (1) a solution is found, (2) no more changes are made, or (3) the maximum number of iterations have been reached. The “Max No. of Iterations” can be set here. Typical design scenarios should take less than 20 iterations. When determining or altering beam dimensions in Automated Design, SCONCRETE will use the “Optimal b/h Ratio” specified here. It will try to make the beam dimensions fit the ratio entered here. Under normal circumstances, a cost-effective section can be realized for width to depth ratios between 0.5 and 0.8.

6.1.2 Column Design Constr aints In Figure 33, you will find a typical set of design constraints for columns. Column dimensions may be constrained due to other factors (e.g. aesthetic reasons) that are beyond the control of the engineer. In this window, you can set lower and upper limits for the column width (b) and depth (h). If SCONCRETE decides to change the dimensions of the column in Automated Design, it will take into consideration the limits you set here. You can also

66


“Freeze” the column dimensions in Automated Design by checking the appropriate box.

Figure 33, Design Constraint for Columns

You can also set lower and upper limits for the size of the column ties/links and vertical bars. In Automated Design, S-CONCRETE will take into consideration these limits if it becomes necessary to change the bar size. Many factors should be considered when you set bar sizes such as bar availability, development or anchorage length, labor costs to assemble reinforcing cages, etc. You can also “Freeze” the size of the currently selected bar in Automated Design by checking the appropriate box. You can also “Freeze” the splice type selected for the column.


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You can also set lower and upper limits for the steel ratio (As/Ag). If the amount of steel is not within the ranges specified here, S-CONCRETE will adjust the reinforcing and/or column dimensions if applicable. The limits specified here are only “guidelines”. S-CONCRETE will use these guidelines when and if appropriate in Automated Design to make the section more efficient. If a structural steel shape is specified creating a composite column, you can set lower and upper limits on the shape width (b) and depth (d). You can also freeze the shape dimensions by checking the appropriate box. You can set lower and upper limits for the concrete compressive strength (fcu or fc’), yield strength of steel (fy) for vertical bars, and yield strength of steel (fy) for ties/links. These limits may be code related or controlled by other factors such as material availability. In Automated Design, S-CONCRETE will take into consideration these limits if and when it finds it necessary to change material properties. You can also “Freeze” the current selected material properties by checking the appropriate box. In Automated Design, S-CONCRETE will cycle through a number of iterations to find an “acceptable” and cost-effective solution. The iteration process will continue until (1) a solution is found, (2) no more changes are made, or (3) the maximum number of iterations have been reached. The “Max No. of Iterations” can be set here. Typical design scenarios would take less than 20 iterations. When determining or altering column dimensions in Automated Design, SCONCRETE will use the “Optimal b/h Ratio” specified here. It will try to make the column dimensions fit the ratio entered here.

6.1.3 Wall Design Constraints In Figure 34, you will find a typical set of design constraints for walls including panel reinforcing, zone reinforcing, wall dimensions, and material properties. You can set lower and upper limits for the size of the distributed panel and zone reinforcing bars. In Automated Design, S-CONCRETE will take into consideration these limits if it becomes necessary to change the bar size. Many factors should be considered when you set bar sizes such as bar availability, development or anchorage length, labor costs to assemble reinforcing cages, etc. You can also “Freeze” the size of the currently

68


selected bar in Automated Design by checking the appropriate box. You can also “Freeze” the splice type selected for the zone vertical bars.

Figure 34, Design Constraints for Walls

Wall dimensions may be constrained due to other factors (e.g. lateral deflection limits). In this window, you can set lower and upper limits for the panel dimensions or zone dimensions in I-Shapes (Li and Ti). If SCONCRETE decides to change the dimensions of the wall in Automated Design, it will take into consideration the limits you set here. You can also “Freeze” all wall dimensions in Automated Design by checking the appropriate box.


69

You can set lower and upper limits for the concrete compressive strength (fcu or fc’), yield strength of steel (fy) for vertical bars, and yield strength of steel (fy) for horizontal bars. These limits may be code related or controlled by other factors such as material availability. In Automated Design, SCONCRETE will take into consideration these limits if and when it finds it necessary to change material properties. You can also “Freeze” the current selected material properties by checking the appropriate box. In Automated Design, S-CONCRETE will cycle through a number of iterations to find an “acceptable” and cost-effective solution. The iteration process will continue until (1) a solution is found, (2) no more changes are made, or (3) the maximum number of iterations have been reached. The “Max No. of Iterations” can be set here. Typical design scenarios would take less than 20 iterations.

6.2

Automated Desig n

In this window (Figure 35), S-CONCRETE will attempt to find an “acceptable” and cost-effective solution that will meet code requirements for strength and serviceability. It will adjust the beam or column size and material properties if necessary. The adjustments made in the Automated Design depends on the Design Constraints (Chapter 6.1) entered and the Settings Increments (Chapter 8.1) specified.

6.2.1 " Step" vs "Auto" You have the option to execute Automated Design one "Step" at a time, or in an "Automated" manner, where it will iterate until a maximum number of iterations has been reached, or until no changes are made. You can change the maximum number of iterations in the Design Constraints window (Chapter 6.1). Click the “Step” button to perform automated design one step at a time. Click the “Auto” button to iterate as many times as required. As far as the end result is concerned, there is no difference between the "Step" option and the "Auto" option. In other words, if you execute the "Step" option often enough you will eventually reach the same end result as if you have executed the "Auto" option.

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Figure 35, Automated Design (Beam Example)

6.2.2 " Before" and " After" Parameters After each iteration, S-CONCRETE will display/update the "Before" and "After" parameters. It will also display if the parameter was "Unchanged", "Changed", or "Frozen". On the right, below the Help button, a summary is displayed indicating the number of iterations and the condition of the section Unchanged or Changed - which gives you Automated Design feedback.

6.3

Analyze / Code Check

This command will generate axial load and moment (N vs M) interaction diagrams and a Results Report. This tool will only be active if the “Code


71

Check Automatically” box is unchecked in Settings Preferences (Chapter 8.3). Normally, the the “Code Check Automatically” box would be checked. In that case, the Analyze / Code Checking process will be performed automatically every time changes are made to the section parameters – section type, dimensions, reinforcing, and/or material properties. For slower computers, you may not want to “Analyze / Code Check” automatically until the section is fully defined and the load cases are entered into the spreadsheet. This option allows the user to complete the the data entering process for a new section and then analyzing / code checking the section at the end only only.. This sequence may save the user time on a relatively relatively slow computer.

Chapter 7 – Results Menu

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Chapt Cha pter er 7 – Result Results s Menu Results menu commands are located on the menu bar under the k ey word "Results". The corresponding drop-down drop-down menu is indicated below.


7.1 7. 1

Resul Re sul ts Re Repor por t

This command will display numerical and graphical results in a Report (Figure 36). 36). The Report contains numerous numerous segments depending on the section type. You have the option to "switch off" many of these segments. segments. To "switch off" a segment, uncheck the appropriate box at the top of the Report. The first segment (Summary) and the last segment (List of Messages) cannot be "switched off". The text or labels at the top of the window window (e.g. Properties) Properties) are hyperlinks. hyperlinks. When clicked, the appropriate segment is displayed. The segments are described in more detail later later (Chapters 7.1.2 to 7.1.4). 7.1.4). It is also possible to “edit” the Report (Chapter 7.1.1) where you can add pictures, change the location of pictures in the Report, hide lines in the Report, and add page breaks in the Report. See below for a description of the the Tool Buttons available in the Results Report window (Figure 36). 36). Tool Buttons

Print the Report or send the Report directly to the printer. Print Preview (see below for more information). Add to Document (the (the numerical portion of the Report only) only) to the the document list in Export to WORD/TEDDS Document (Chapter 3.5). Export to HTML File which includes pictures and text. Help

74


Figure 36, Results Report (Columns)

Print Preview

To preview the Report, click the Print Preview tool (Figure 37). In this window, you have a few options. To zoom in and out, point to the page with your mouse and click. Use the scroll bar to view other pages in the Report. Click the button labeled “Normal View” to return to the normal window (Figure 36).


Figure 37, Print Preview (Report)

7.1.1 Resul ts Repor t Editor To edit the Report, click the button labeled “Edit” in the Report window (Figure 36). The following window will appear (Figure 38). On the left side of the window, you will find the numerical portion of the Report only and the associated row numbers of each line in the Report. In

75

76


this window, you will be able to insert bitmaps into the Report, add page breaks, and hide rows/lines in the Report.

Figure 38, Results Report Editor

To add bitmaps to the Report, you must first create a list of bitmaps by clicking the “Add to Document” button in: (1) the main window (Figure 1) to add section drawings and/or (2) the N vs M diagram window (Chapter 7.2) to add axial load and moment interaction diagrams. By default, section drawings are inserted at the top of the Report and N vs M diagrams are


77

added to the bottom of the Report. To modify the names given to these bitmaps or to delete these bitmaps, you will need to execute File Export to WORD/TEDDS Document (Chapter 3.5). When inserting bitmaps into the Report, you must: (1) select a bitmap from the list box, (2) specify the row number where the bitmap will be inserted, (3) enter an appropriate size (# rows) for the bitmap, (4) select a justification for the bitmap (center, left, or right), (5) insert a Page Break at the top of the bitmap (optional) by checking the box labeled “Insert Page Break”, and (6) click the button “Assign Bitmap Info” to insert the bitmap into the Report. “Page Breaks” can also be inserted anywhere in the Report. To insert a Page Break, specify the “Row #” where you would like to see a page break and click the button labeled “Assign Page Break”. The letter “P” will appear beside the row number on the left side of the window (Figure 38). To clear all the page breaks, click the button labeled “Clear All Page Breaks”. When a page break is inserted at the same location where a bitmap is inserted, the page break will be executed at the bottom of the bitmap. To insert a page break at the top of the bitmap, check the box labeled “Insert Page Break” for that bitmap. You can also hide rows/lines of the Report. Simply specify a range of lines and click the “Assign Hidden Rows” button. The letter “H” will appear beside the row number on the left side of the window (Figure 38). To clear all hidden rows, click the button labeled “Clear All Hidden Rows”. When done, click the “Apply” button to close the editor and return to the Results Report window. To close Results Report all together, click the “Close” button. Use “Print Preview” to check the contents of the Report.

7.1.2 Repor t Data for Beams The Report for beams consists of: summary, properties, reinforcing, design loads, axial load and moment results, shear and torsion results, bar spacing checks, crack control checks, material property checks, reinforcing bars, and list of messages. These are described below. Summary

The summary displays the section name, company name, building standards and design aid references, overall status, shear and torsion (V & T)

78


utilization, and axial load and moment (N vs M) utilizations for positive and negative moments if applicable.

Properties

Properties include: section dimensions, concrete and steel quantities, material properties, gross section properties, and effective section properties. Material properties include: concrete and steel strengths and densities, Poisson's ratio, maximum aggregate size (hagg), modulus of steel and concrete, and modulus of rupture (fr). Gross section properties include: distance to centroid ( z and y ), gross area (Ag), moment of inertia (Ig), shear area (Ashear), torsional constant (Jg or Cg), and cracking moment (Mcr) based on Ig and fr. Effective section properties are displayed for your reference only. These values may be used to create your structural analysis model in S-FRAME or P-FRAME. See also Chapter 4.1.1.


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Reinforcing

Reinforcing includes: top and bottom bars, stirrups/links, face steel, clear cover specified, and for beams not subjected to biaxial bending min/max areas of steel. See also “Min and Max Steel Areas for Beams” topics in the Help Menu.

Design L oads

For beams not subjected to biaxial bending, the design loads represent bending about the strong axis or y-y axis. For rectangular beams subjected to biaxial bending, the design loads are displayed which include the biaxial bending moments but it also displays the resultant moment applied at a specific angle, theta (measured counter-clockwise with respect to the horizontal). See Figure 39 for clarification on resultant moment and theta.

Uniaxial Bending

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Biaxial Bending

Figure 39, Resultant Moment and Theta

Axi al L oad and Momen t Res ul ts

S-CONCRETE will display the governing load case (GLC), status, and highest utilization detected for axial load and moment. For uniaxial bending, axial load and moment utilizations are displayed for both negative and positive moments including the load cases (LC) used for the evaluation. For biaxial bending, axial load and moment utilizations are displayed for the resultant bending moment applied at a specific angle “Theta” subjected to a factored axial force, N f , Nu, or N. Axial utilization is the applied axial force (Nf , Nu, N) divided by the axial load capacity (Nr , φNn, Nu max) permitted by code. Moment utilization is the applied moment (Mf , Mu, M) divided by the moment capacity (M r , φMn, Mu) evaluated at the applied axial force (N f , Nu, N). For more information on axial load and moment utilizations, see Chapter 7.2.


Uniaxial Bending

Biaxial Bending

Shear and Torsion Results

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82


Shear and torsion utilizations are evaluated differently depending on the governing load case and the applied shear forces and torsion (if applicable). For more information on utilization computations, see “Shear and Torsion” and “Slab Band Definition” topics in the Help Menu. Intermediate values are displayed for reference purposes including shear and torsion parameters. The diameter of the corner bars is also evaluated. Stirrup/link requirements are also evaluated including stirrup/link spacing. Maximum shear and torsional stress applied is also evaluated. Longitudinal steel requirements due to torsion and flexure are evaluated and displayed for top and bottom bars including face steel if applicable. Bar Spacing Checks

Clear vertical and horizontal spacing between bars is evaluated when and if applicable. Clear spacing requirements depend on the building standard. See also “Detailing Requirements” topics in the Help Menu. Crack Contr ol Checks

The top and bottom bar regions are evaluated for crack control requirements according to the chosen building standard and beam exposure (if applicable). If the region is subjected to tensile stresses, it will be evaluated accordingly. Face steel is also evaluated for crack control purposes if applicable.


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Intermediate values are displayed for reference purposes. See also “Detailing Requirements” topics in the Help Menu.

Material Property Checks

The specified yield strength of steel (f y) must fall within an acceptable range of values according to the specified building standard. The specified concrete strength (f c’ or f cu) and concrete density (W c or Dc) must also fall within an acceptable range of values. S-CONCRETE will issue a “warning” if these material properties are not within an acceptable range of values. See also “Material Properties” topics in the Help Menu. Reinforcing Bars

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Reinforcing bar information is displayed for reference purposes. If your bar type is “Custom” bars, as defined in Chapter 4.4, S-CONCRETE will also check the bar properties that were entered. A “warning” is issued if the computed cross-sectional area is not within 15% of the specified crosssectional area. The computed cross-sectional area is based on the specified diameter entered in the spreadsheet. List o f Messages

At the end of the Report, S-CONCRETE will display messages that are associated with status levels greater than “acceptable”. Every message is assigned a number so you can link the message to a particular segment in the Report. Where possible, each message also references a particular clause or clauses in the appropriate building standard. For a complete list of messages, refer to the appropriate topic in the Help Menu.

7.1.3 Repor t Data for Colu mns The Report for columns consists of: summary, properties, reinforcing, design loads, axial load and moment results, shear and torsion results, tie requirements, vertical bar checks, material property checks, reinforcing bars, and list of messages. The ones that differ from beams are described below. Summary

The summary displays the section name, company name, building standards and design aid references, overall status, shear and torsion (V & T) utilization, and axial load and moment (N vs M) utilization.


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Properties

Properties include: section dimensions including hole (if applicable), concrete and steel quantities, material properties, gross section properties, effective section properties and steel shape properties (if applicable). Material properties include: concrete and steel strengths and densities, Poisson's ratio, maximum aggregate size (hagg), modulus of steel and concrete, and modulus of rupture (fr). Gross section properties include: distance to centroid ( z and y ), gross area (Ag), moment of inertia (Ig), shear area (Ashear), and torsional constant (Jg or Cg). Effective section properties are displayed for your reference only. These values may be used to create your structural analysis model in S-FRAME or P-FRAME. See also Chapter 4.1.1. Steel shape properties include: the steel strength (Fy), shape area (At), and shape moments of inertia (It) in each direction.

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Reinforcing

Reinforcing includes: vertical bars, ties/links, and clear c overs (outside and inside).

Design Loads

Parameters associated with slenderness effects are displayed if the program will be computing the magnified moments. The input loads as entered in the spreadsheet are displayed for reference purposes. The magnified or minimum moments are displayed in a table below including slenderness parameters (Cm) for bending about each principal axis. It also displays the resultant moment applied at a specific angle, theta (measured counter-clockwise with respect to the horizontal). See Figure 39 for clarification on resultant moment and theta.


87

Axi al L oad and Momen t Res ul ts

S-CONCRETE will display the governing load case (GLC), status, and highest utilization detected for axial load and moment. For biaxial bending, axial and moment utilizations are displayed for the resultant bending moment applied at a specific angle “Theta” subjected to a factored axial force, N f , Nu, or N. Axial utilization is the applied axial force (Nf , Nu, N) divided by the axial load capacity (Nr , φNn, Nu max) permitted by code. Moment utilization is the applied moment (Mf , Mu, M) divided by the moment capacity (M r , φMn, Mu) evaluated at the applied axial force (N f , Nu, N). For more information on axial load and moment utilizations, see Chapter 7.2.

Shear and Torsion Results

Shear and torsion utilizations are evaluated differently depending on the governing load case and the applied shear forces and torsion (if applicable). See also “Shear and Torsion” topics in the Help Menu.

88


Intermediate values are displayed for reference purposes including shear and torsion parameters. Tie/link spacing is also evaluated based on the shear/torsion provisions of the code. Maximum shear and torsional stress applied is also evaluated. Tie or Spiral Requirements

In this segment of the Report, tie/link spacing is evaluated based on the tie/link provisions in the code for columns as opposed to the shear/torsion provisions of the previous segment in the Report. The tie/link diameter is also evaluated for minimum bar diameter. See also “Detailing Requirements” topics in the Help Menu.

If a spiral is specified, spiral requirements will be displayed here, instead, including minimum spiral volume steel ratio (Rho), minimum spiral diameter, number of spacers required, minimum and maximum pitch, and core diameter (D) and area (A). If a second layer of bars is specified, the second spiral is also evaluated.

Vertical Bar Checks

The total area of steel is evaluated and checked if it’s within an acceptable range of values. The splice type is also checked. Clear spacing between


89

vertical bars is evaluated indirectly based on the maximum allowable number of bars permitted in each direction (N y and Nz). The maximum number of bars permitted is expressed as a fraction (as opposed to a whole number) to allow for borderline cases. For example, if N y = 10 but N y (max) = 9.98, you may choose to ignore the warning. The vertical bar diameter is also evaluated for minimum bar diameter. The minimum number of vertical bars is also evaluated. See also “Detailing Requirements” topics in the Help Menu.

Material Property Checks, Reinforcing Bars, List of Messages

See beams for information, Chapter 7.1.2.

7.1.4 Repor t Data for Walls The Report for walls consists of: summary, properties, reinforcing information, design loads, axial load and moment results, shear and torsion evaluation, panel and zone reinforcing checks, dimension checks, ductility and anchorage evaluation (seismic provisions), material property checks, reinforcing bars, and list of messages. The ones that differ from beams are described below. Summary

The summary displays the section name, company name, building standards and design aid references, overall status, shear and torsion (V & T) utilization and axial load and moment (N vs M) utilization.

90


Properties

Properties include: section dimensions, concrete and steel quantities, material properties, gross section properties, and effective section properties. Material properties include: concrete and steel strengths and densities, Poisson's ratio, maximum aggregate size (hagg), modulus of steel and concrete, and modulus of rupture (fr). Gross section properties include: distance to centroid ( z and y ), gross area (Ag), moment of inertia (Ig), shear area (Ashear), and torsional constant (Jg or Cg). Effective section properties are displayed for your reference only. These values may be used to create your structural analysis model in S-FRAME or P-FRAME. See also Chapter 4.1.1.


Reinforcing

Reinforcing includes panel information (vertical and horizontal distributed reinforcing) and zone information (vertical bars with ties/links).

Design L oads

91

92


Parameters associated with slenderness effects are displayed if the program is estimating the magnified moments. Slenderness effects are only applied to sectional loading. See also “Moment Magnification” topics in the Help Menu. The input sectional loads, as entered in the spreadsheet, are also displayed for reference purposes. The magnified moments and magnified shears (CSA Only) are displayed in the same table including slenderness parameters (C m) for bending about each principal axis. Only shear forces associated with earthquakes are magnified (if the appropriate box is checked in Edit Loads, Chapter 4.3). For sectional loads, the resultant moment applied at a specific angle, theta (measured counter-clockwise with respect to the horizontal) will also be displayed. See Figure 39 for clarification on resultant moment and theta. For C-Shapes, T-Shapes, and L-Shapes, panel loading can be entered in Edit Loads, Chapter 4.3. These loads are duplicated and displayed here for reference purposes. The design shear forces or magnified shear forces are also displayed here if applicable. Axi al L oad and Momen t Res ul ts

S-CONCRETE will display the governing load case (GLC) and associated loading type (sectional or panel loading), status, and highest utilization detected for axial load and moment. If sectional loading governed the design, axial load and moment utilizations are displayed for the resultant bending moment applied at a specific angle “Theta” subjected to a factored axial force, Nf , Nu, or N. If panel loading governed the design, the panel number is also displayed for reference purposes. For CSA 2004 standard, the flange buckling factor ( ω) used to reduce the axial load and moment interaction diagram is displayed for reference purposes (see Clause 14.4.2.2 of CSA A23.3-04). Note that the flange buckling factor is only applicable to sectional loading not panel loading. See also “Dimension Limits for Walls” topics in the Help Menu in particular for CSA-A23.3-04. Axial utilization is the applied axial force (Nf , Nu, N) divided by the axial load capacity (Nr , φNn, Nu max) permitted by code. Moment utilization is the


93

applied moment (Mf , Mu, M) divided by the moment capacity (M r , φMn, Mu) evaluated at the applied axial force (N f , Nu, N). For more information on axial load and moment utilizations, see Chapter 7.2. Shear and Torsion Evaluation

For C-Shapes, T-Shapes and L-Shapes, utilization is computed as the factored shear force (V f , Vu, V) divided by the shear capacity (Vr , φVu, Vu) for each panel. For I-Shapes, utilizations (Uy & Uz) for each direction is combined to give the shear utilization for the section (U = Uy + Uz). For I-Shapes, T-Shapes, and L-Shapes, a torsion limit is computed for sectional loading. If the applied torsional moment is greater than this limit, a “warning” is issued. For C-Shapes, torsion is resolved into additional shear forces in the flanges (V add = T / Arm). Depending on the direction of the sectional shear force, this may add or reduce the shear force applied to the panel. See figure below for clarification. See also “Shear and Torsion” topics in the Help Menu

94


Panel Reinforcin g Checks

For every panel in the section, the program checks: number of curtains required, maximum clear cover (if applicable), vertical and horizontal distributed steel ratios, vertical and horizontal bar spacing and bar size. See also “Detailing Requirements” topics in the Help Menu.


95

Zone Reinforcin g Checks

For every potential zone of reinforcing, the program makes numerous checks, including: bar spacing, tie/link spacing, splice type, area of zone steel, and tie/link diameter. If the zone is inactive, the program will evaluate whether or not the zone is required according to the specified building standard. If the zone is required and not provided or inadequate, a “warning” is issued (see figure below). See also “Detailing Requirements” topics in the Help Menu.

Dimension Checks

For every panel in the section, the program will check the minimum and maximum dimensions (if and where applicable) according to the specified building standard. See “Dimension Limits for Walls” topics in the Help Menu.

96


Ductility Evaluation

Depending on the specified standard and level of ductility required or degree of seismic risk, risk , the program may evaluate the ductility requirements of the section. The figure above is a sample for the CSA-A23.3-04 standard standard with Rd = 2.0. Sectional and panel load cases are evaluated evaluated and compared with the the limits imposed on the section according to the the standard. If these limits are exceeded, “special concrete confinement reinforcement is required” (boundary elements). If the program determines that “special detailing” is required, for CSA-A23.304, only a “warning” “warning” is issued. The user must assess the zones of reinforcing for the “special concrete confinement reinforcement” himself/herself. However, for UBC 1997, ACI 318-05 & -02, and CSA-A23.3-94, the program will evaluate the zones zones of reinforcing for “special detailing requirements”. requirements”. For ACI 318-05 & -02, -02, the program will also determine if non-boundary non-boundary element reinforcement is required which is not as stringent as “boundary element reinforcing”. This is indicated in the figure below for an I-Shape I-Shape using ACI 318-05. This includes: minimum zone lengths lengths measured in the the Z and Y


97

directions, maximum tie/link spacing, and maximum tie/link leg spacing. See also “Ductility Requirements” topics in the Help Menu.

Anc ho rag e Eval uat io n

Under certain conditions according to the seismic provisions of the specified building standard, panel horizontal bars (distributed reinforcing) may need to be anchored at each end of the bar. bar. Sometimes only a sideways sideways hook is required. Other times, the ends of the bar bar need to be anchored in such a manner to develop the full yield yield strength (fy) of the the bar. This may require “up and down” standard standard hooks. The program will assess the the anchorage

98


requirements and the anchorage provided (see figure above for a sample). See also “Ductility Requirements” topics in the Help Menu. Material Material Property Checks, Reinforcing Bars, List of Messages

See beams for information, Chapter 7.1.2.

7.2

N vs M Diagrams

In this window (Figure 40 or Figure Figure 41), 41), the axial load and moment interaction (N vs M) diagram diagram is displayed. For uniaxial bending in T-beams, L-beams, and Rectangular beams, the N vs M diagram displays both the negative and positive moment regions on the same plot (Figure 40). 40). For biaxial biaxial bending, bending, the N vs M diagram displays the interaction diagram for the resultant m oment applied at a particular angle, Theta, with respect to the horizontal (Figure 41). 41).

Figure 40, N vs M Diagram (Uniaxial Bending)


99

Figure 41, N vs M Diagram (Biaxial Bending)

The diagram plot itself and the options available to the user are described below (Chapter 7.2.1). See Chapter 7.2.2 on axial load and moment utilization computations. Refer to Chapter 7.2.3 on the failure envelope itself.

7.2.1 N vs M Diagram Options You have numerous options when the interaction diagram is displayed (Figure 42). These options apply equally to uniaxial and biaxial bending diagrams and they are described below. Additional options are available for walls (C-Shapes, T-Shapes, and LShapes) and these are also described below.

100


Figure 42, N vs M Diagram Options (Description)

Load Cases and Theta

All load cases that have resultant bending moments applied at an angle Theta are indicated on the same plot as solid circles (for biaxial bending). If the diagram contains the governing load case, a dashed line will be drawn that passes through the governing load case. If the axial load and moment utilization is “acceptable”, a large circle will be drawn at the failure envelope. If it is “unacceptable”, a large “X” will be drawn. If it is “borderline”, both a circle and an “X” will be drawn. For biaxial bending conditions, you can view plots at other angles (Theta) by selecting the appropriate angle, Theta, in the list box. “ Normal” , “ Nominal” , and “ Probable” Failure Envelopes

“Normal” resistance failure envelope is the envelope that would be generated using material resistance factors ( φs and φc) and strength reduction factors ( φ) less than one (in accordance with the building standard). “Nominal”


101

resistance failure envelope is the envelope that would be generated using material resistance factors and strength reduction factors equal to one. “Probable” resistance failure envelope is the envelope that would be generated using material resistance factors and strength reduction factors equal to one plus a steel yield strength 25% greater than the specified yield strength, to account for strain hardening. To display the “Nominal” and “Probable” failure envelopes, check the appropriate box (Figure 42). Tools and Zoom Option s

Zoom In

To magnify the plot or "Zoom In".

Zoom Out

To reduce the plot or "Zoom Out".

Zoom Extents

To view the entire plot or "Zoom Extents".

Add to Document

Add the plot to the document list for WORD/TEDDS export and add to the list of pictures for Results Report.

To change the degree of magnification or reduction, enter a different number (from 1% to 40%) in the text box for zoom percentage. To “Zoom 1/2x” or “Zoom 2x”, right click on the plot at the location where you want to perform zoom. A pop-up menu will appear with a list of options. Select the appropriate option – “Zoom 1/2x” or “Zoom 2x”. S-CONCRETE will center the plot at the cursor location. User Defined Marker, Marker Location, and Diagram Values

A user defined “marker” exists on the diagram to help you locate points in the plot (Figure 42). To move the “marker”, left click anywhere on the diagram. The marker’s location (N, M) will be displayed on the right side of the window. Note that compression is negative and tension is positive for axial loads. To move the marker to a point on the failure envelope, right click on the diagram near the point of interest on the failure envelope. A pop-up menu will appear with a list of options. Select the failure envelope – “Normal”, “Nominal”, or “Probable”. S-CONCRETE will then move the marker horizontally to a point on that failure envelope. The marker’s location (N, M) will be displayed on the right side of the window. Other diagram values will also be displayed: the neutral axis depth (C or X), effective depth to the tension steel (d), effective area of tension steel (A s), and the maximum tensile

102


steel strain in the section ( εt). These values may be useful if you wish to confirm/compute the results by hand at that specific diagram location. Print

To “print” the N vs M diagram, click the button labeled “Print” to send the drawing directly to the printer. S-CONCRETE will confirm the request before it sends the diagram to the printer. Add it io nal Opt io ns fo r Wal ls (C-Shap es, T-Shap es, an d L -Shap es)

Figure 43, N vs M Options for Walls (C-, T-, & L-Shapes)

For C-Shapes, T-Shapes, and L-Shapes, you have additional options (Figure 43). Here, you will need to select the type of N vs M diagram by clicking on the appropriate tab at the upper left corner: (1) for sectional load cases or (2)


103

for panel load cases. If you choose sectional load cases, it will look similar to Figure 42 but for a wall section and the options available are described above. If you choose panel load cases, it will look similar to Figure 43. The options available to you are the same as described above but you have one more option – to be able to select the N vs M diagram for a specific panel in the wall section (using the list box on the right in Figure 43). The N vs M diagram displayed will be for strong axis bending for an individual panel in the wall section. This is indicated at the upper right corner of the plot. For sectional load cases for CSA-A23.3-04, the flange buckling factor ( ω) will be indicated at the upper right corner of the plot. For more information, see “Dimension Limits for Walls” topics in the Help Menu for CSA-A23.3-04.

7.2.2 Axi al Load and Moment Utili zation For load cases that fall within the failure envelope, axial load and moment utilization is computed as follows: Ameri can Stan dar ds

Utilization =

M u

or

φ M u

Nu N r max

( for N u ≤ 0) or

N u T r max

( for N u > 0)

whichever is greater Briti sh and Singapore Standards

Utilization

=

M M u

or

N N r max

( for N

≤ 0)

or

N T r max

( for N > 0)

whichever is greater Canadian Standards

Utilization =

M f M r

or

Nf N r max

( for N f ≤ 0) or

N f T r max

( for N f > 0)

whichever is greater where

Mu, M, Mf

=

Factored Bending Moment Applied

104


φMu, Mu, Mr

=

Moment Capacity or Moment Resistance evaluated at the applied axial load Nu, N, Nf

Nu, N, N f

=

Factored Axial Load Applied

Nr max Tr max

= =

Axial Load Capacity in Compression Axial Load Capacity in Tension (see Figure 42)

7.2.3 Failure Envelope The program uses a strain compatibility approach to compute the axial load and moment capacity of a given section. Plane sections before bending are assumed to remain plane after bending. Perfect bond is assumed between the concrete and reinforcing steel. These assumptions lead to a linear distribution of strains across the section depth. The corresponding stress distribution is obtained from material stress-strain relationships. The interaction curves (failure envelopes) are based on an equivalent rectangular concrete stress block with uniform stress, evaluated at a limiting strain condition (or crushing strain). Failure envelope calculations are based on a limiting concrete strain of 0.003 for ACI 318 & UBC and 0.0035 for CSA-A23.3, BS8110, and CP65 building standards in the extreme compression fiber. In situations where a section is subjected to a relatively large compressive load with a bending moment, the neutral axis depth (C or X) will likely be greater than the section dimension “L” (measured in the direction of the bending moment). In this region of the interaction diagram, S-CONCRETE assumes a straight line from the point at the top of the diagram (N f = N0) to the point corresponding to C = L where L is the section dimension. For the tension region (Nf > 0), S-CONCRETE also assumes a straight line connecting the point at N f = 0 to the point at the bottom of the diagram (N f = Tr max). For clarification, see Figure 44, Failure Envelope Calculations.


105

Figure 44, Failure Envelope Calculations

For positive moments in T-Beams and L-Beams, the program takes into account the effective slab width and slab thickness when it applies the stress block. Face steel will be included in all moment capacity calculations if permitted. See “Face Steel” parameters in Edit Reinforcing for beams (Chapter 4.2.1). For positive or negative moments in beams, compression reinforcement shall be included in all moment capacity calculations if certain conditions are met. First, compression reinforcement requires "closed" stirrups/links before it can fully reach yield in compression – to prevent buckling. If "open" stirrups/links are specified, any bar in compression is ignored in moment capacity calculations. Second, the size and spacing of the stirrups/links must also meet certain requirements which are outlined below. If such conditions are

106


not met, the program will ignore bars in compression for moment capacity calculations. This will also be indicated on the N vs M diagram plot (Figure 40). Let

dbs = db = S =

Bar Size of Stirrup or Link Longitudinal Bar Size Spacing of Stirrups or Links

ACI 318-05/02/99 (Cl. 7.11.1), UBC 1997 (Cl . 1907.11.1) Clause 7.10.5.1

dbs

Cl. 1907.10.5.1 Clause 7.10.5.2

S

Cl. 1907.10.5.2

≥

0.375" for #10 or smaller longitudinal bars

≥

0.5" for #11 or larger longitudinal bars

≤

16 db (smallest bar)

≤

48 dbs

≤

b or h, whichever is smaller

BS 8110: 1985 & 1997, CP65: 1999 (Cl. 3.12.7.1 & 3.12.7.2) Clause 3.12.7.1 Clause 3.12.7.1 Note:

dbs S

≥

0.25 db (largest bar)

≥

6 mm

≤

12 db (smallest bar)

The program assumes the link configuration requirements stipulated in Clause 3.12.7.2 are met when the conditions indicated above are satisfied.

CSA-A23.3-04 and CSA-A23.3-94 (Claus e 7.6.6.1) Clause 7.6.5.1 Clause 7.6.5.2

dbs S

k

≥

0.3 db for 30M or smaller longitudinal bars

≥

11.3 mm for 35M or larger longitudinal bars

≤

k 16 db (smallest bar)

≤

k 48 dbs

≤

k (b or h, whichever is smaller)

=

1.0 for f c' ≤ 50 MPa

=

0.75 for f c' > 50 MPa

Chapter 8 – Settings Menu

107

Chapter 8 – Settings Menu Settings menu commands are located on the menu bar under the key word "Settings". The corresponding drop-down menu is indicated below.


8.1

Increments

This command is used to assign the increments that may be used in Automated Design (Chapter 6.2) and in the Visual Editor (Chapter 2.4). The increments are described below (Figure 45).

Figure 45, Settings Increments (Beams)

108


Dimension Increments

In Automated Design, S-CONCRETE may increase or decrease the section dimensions. If it does, it will do so in increments specified here for various beam, column or wall dimensions. In the Visual Editor, as you drag the section outline, S-CONCRETE will change the section dimension in increments specified here. Reinfo rcing B ar Spacing Increments

In Automated Design, S-CONCRETE may increase or decrease the bar spacing. If it does, it will do so in increments specified here for certain groups of reinforcing bars in beam, columns or walls. In the Visual Editor, when you click certain hot-spots associated with reinforcing bar spacing, S-CONCRETE will change the bar spacing in increments specified here. Material Property Increments

In Automated Design, S-CONCRETE may increase or decrease the strength of the materials. If it does, it will do so in increments specified here for concrete and/or steel strength. In the Visual Editor, when you click certain hot-spots associated with the strength of concrete or reinforcing steel, SCONCRETE will change the material property in increments specified here.

8.2

Colors

This command is used to change the color scheme used in the main drawing (Figure 1) and for status levels (Chapter 2.3.2). See figure below for a sample set of colors for beams (Figure 46). Status Colors

Every status level (Chapter 2.3.2) can be assigned a different color or the same color if you wish. Five status levels have been defined: Not Applicable, Acceptable, Warning, Borderline, and Unacceptable. If you do not like the current color scheme, click the “Reset” button to re-assign the default colors.


109

Figure 46, Settings Colors (Beams)

Drawing Colors

When S-CONCRETE generates a drawing or axial load and m oment interaction (N vs M) diagram, it uses a set of drawing colors assigned here. Each color is assigned to a different element in the drawing or plot. For example, “Black” is for the “Section Outline” or “Light Red” is for the “Normal Envelope” in an N vs M plot. It is recommended that you reserve one color for the Drawing Background and do not assign this color elsewhere; otherwise, the element that is assigned this color will “blend” into the background and become “invisible”. If you do not like the current color scheme, click the “Reset” button to re-assign the default colors.

110


8.3

Preferences

This command is used to view or modify “Preferences” including company name, user’s name, company address, phone/fax numbers, and fonts used in the main drawing and N vs M diagrams.

Figure 47, Settings Preferences

The option to “Code Check Automatically” is also displayed here. When checked, S-CONCRETE will code check automatically every time changes are made to the section. The option to use “Steel Tables if available (Composite Columns)” is also displayed. If checked, the program will use the steel tables when steel shapes are specified in a column. You can also change the Zoom Percentage here. Click “Drawing Font” button to change the font used in the main drawing. Click “N vs M Font” button to change the font used in the axial load and moment interaction (N vs M) diagrams. Click “Reset Fonts” button to reset these fonts to default values.

Chapter 9 – Help Menu

111

Chapter 9 – Help Menu Help menu commands are located on the menu bar under the k ey word "Help". The corresponding drop-down menu is indicated below.

9.1

Contents

This command displays the Table of Contents (Figure 48). Each item listed in this table leads to more information about a particular topic.

9.2

Index

This command leads to an on-line index (Figure 49). Type the first few letters of the word(s) that you are looking for to activate the searching process of the index. Click the display button to view the topic.

112


Figure 48, Table of Contents

Figure 49, Help Index


9.3

113

Reference Manual

This command will open the Reference Manual in PDF format using Adobe Acrobat Reader. You will find this file (SC_REFER.PDF) located in the application path. Use the Reader to search for items in the Reference Manual. Adobe Acrobat Reader 6.0 or later must be installed on your system before this command can be executed. On some computers, you may need to execute this command twice to view the manual. To install Adobe Acrobat on your system, insert the installation CD-ROM and click the button labeled "Install Acrobat Reader" in the CD-browser.

9.4

View Tutori al

This command will execute CAMPLAY.EXE (Camtasia Player by TechSmith Corporation) and load the video file (SconcOverview.avi). If you use this player to view the video, you will not need to install the TechSmith Screen Capture Codec (TSCC). It is recommended that you use the Camtasia Player. However, if you wish to use another player, you will need to install the Codec (TSCC).

9.5

About S-CONCRETE

This command gives you information about S-CONCRETE.

Bibliography

115

Bibliography

1.

ACI Committee 315, "Details and Detailing of Concrete Reinforcement (ACI 315-92)", American Concrete Institute, Detroit, Michigan, 1992.

2.

ACI Committee 315, "ACI Detailing Manual – 1994", Publication SP66(94), American Concrete Institute, Detroit, Michigan, 1994.

3.

ACI Committee 318, "Building Code Requirements for Structural Concrete (ACI 318-05) and Commentary (ACI 318R-05)", American Concrete Institute, Farmington Hills, Michigan, 2004.

4.


5.


6.

British Standards Institution, “Specification for carbon steel bars for the reinforcement of concrete (BS 4449: 1988)”, London, England, 1988.

7.

British Standards Institution, “Methods for specifying concrete, including ready-mixed concrete (BS 5328: 1991)”, London, England, 1991.

8.

British Standards Institution, “Structural Use of Concrete (BS 8110: Part 1: 1997)”, London, England, 1997.

9.

British Standards Institution, “Structural Use of Concrete (BS 8110: Parts 1, 2, and 3: 1985)”, London, England, 1985.

10.

Canadian Portland Cement Association, Concrete Design Handbook , Second Edition, Ottawa, Ontario, Canada, 1995.

116

Bibliography

11.

Canadian Standards Association, "Concrete Materials and Methods of Concrete Construction (CSA-A23.1-04)", Mississauga, Ontario, 2004.

12.

Canadian Standards Association, "Design of Concrete Structures (CSA-A23.3-04)", Mississauga, Ontario, 2004.

13.

Canadian Standards Association, "Concrete Materials and Methods of Concrete Construction (CSA-A23.1-94)", Rexdale, Ontario, 1994.

14.

Canadian Standards Association, "Design of Concrete Structures (CSA-A23.3-94)", Rexdale, Ontario, 1994.

15.

Collins, M.P. and Mitchell, D., Prestressed Concrete Structures, Prentice Hall, Englewood Cliffs, 1991.

16.

Der, Kenneth W., "Automated Design and Investigation of Moment Resisting Frames", Ph.D. Thesis, Department of Civil Engineering, University of Toronto, Toronto, Ontario, 1994.

17.

Der, Kenneth W., Will, George T., and Casoli, George, "Automated Design and Drafting of Reinforced Concrete Frames", Third Canadian Conference on Computing in Civil and Building Engineering, Canadian Society of Civil Engineering, Montreal, Quebec, Canada, 1996.

18.

Fanella, D.A. and Munshi, J.A., Design of Concrete Buildings for Earthquake & Wind Forces According to the 1997 Uniform Building Code, Portland Cement Association, Skokie, Illinois, 1998.

19.

Galambos, Theodore V., Guide to Stability Design Criteria for Metal Structures, Fifth Edition, John Wiley & Sons, Inc., New York, NY, 1998.

20.

Gaylord Jr., Edwin H. and Gaylord, Charles N., “Structural Engineering Handbook”, Third Edition, McGraw-Hill, Inc., New York, NY, 1990.

21.

Higgins, J.B., and Rogers, B.R., "Designed and Detailed (BS 8110: 1985)", British Cement Association, Crowthorne, Berks, 1992.

Bibliography

117

22.

International Conference of Building Officials, “Uniform Building Code – 1997”, Volume 2, Structural Engineering Design Provisions, Whittier, California, 1997.

23.

Palladian Publications Limited, "Handbook to British Standard BS 8110: 1985, Structural Use of Concrete", a Viewpoint Publication, London, England, 1987.

24.

Paulay, T. and Priestley, M.J.N., Seismic Design of Reinforced Concrete and Masonry Buildings, John Wiley and Sons, Inc., New York, NY, 1992.

25.

Portland Cement Association, "Notes on ACI 318-02 Building Code Requirements for Structural Concrete – with Design Applications", Skokie, Illinois, 2002.

26.

Portland Cement Association, "Notes on ACI 318-99 Building Code Requirements for Structural Concrete – with Design Applications", Skokie, Illinois, 1999.

27.

Sherif, A.G. and Dilger, W.H., "Critical review of CSA-A23.3-94 deflection prediction for normal and high strength concrete beams", Canadian Journal of Civil Engineering, Vol. 25, 1998.

28.

Timoshenko and Goodier, Theory of Elasticity, Third Edition, McGrawHill, Inc., New York, NY, 1970.

29.

Vecchio, F.J. and Collins, M.P., "Predicting the Response of Reinforced Concrete Beams Subjected to Shear using the Modified Compression Field Theory", ACI Journal, Vol. 85, No. 3, May/June 1988.

Index

119

Index A Aggregate Size, 78, 85, 90 Anchorage, 64, 66, 67, 89, 97, 98 Automated Design, 1, 2, 8, 9, 14, 15, 19, 63, 64, 65, 66, 67, 68, 69, 70, 107, 108 Axial Load, 2, 6, 8, 9, 10, 14, 15, 22, 27, 28, 30, 31, 32, 34, 41, 47, 52, 53, 54, 55, 56, 70, 76, 77, 78, 80, 84, 87, 89, 92, 93, 98, 99, 100, 101, 103, 104, 109, 110

B Bar Spacing, 13, 30, 42, 49, 77, 82, 94, 95, 108 Beams, 1, 2, 11, 12, 13, 27, 29, 33, 39, 40, 52, 63, 64, 65, 69, 70, 77, 79, 82, 84, 89, 98, 105, 107, 108, 109 Bending Moment, 2, 8, 14, 19, 27, 54, 56, 79, 80, 87, 92, 100, 104 Bottom Bars, 39, 64, 65, 79, 82 Buckling, 92, 103, 105

C Centroid, 27, 78, 85, 90 Clear Cover, 8, 14, 25, 29, 30, 35, 79, 86, 94 Clear Spacing, 39, 46, 65, 82, 88 Closed Stirrup, 40, 105 Code Check, 9, 12, 14, 15, 19, 30, 36, 56, 70, 71, 110 Columns, 1, 2, 8, 14, 25, 27, 28, 30, 31, 32, 33, 34, 36, 42, 44, 52, 53, 54, 63, 65, 66, 67, 69, 74, 84, 88, 108, 110 Composite Column, 1, 28, 33, 67, 110

Concrete Compressive Strength, 28, 65, 67, 69, 78, 83, 85, 90, 108 Concrete Cover, 29, 30, 35 Crack Control, 30, 39, 65, 77, 82 Cracking Moment, 78 Custom Bars, 8, 26, 57, 58

D Design Constraints, 9, 15, 63, 64, 65, 66, 67, 68, 69 Distributed Reinforceing. See Panel Reinforcing Distributed Reinforcing, 91, 97 Ductility, 36, 37, 38, 89, 96, 97, 98

E Effective Section Properties, 8, 14, 25, 27, 78, 85, 90 Elastic Modulus, 28, 36, 78, 85, 90

F Face Steel, 41, 64, 79, 82, 105 Failure Envelope, 99, 100, 101, 103, 104, 105

H Hole, 1, 8, 14, 25, 30, 33, 85 Hook, 40, 44, 46, 50, 51, 52, 97, 98

I Interaction Diagram. See N vs M Diagram

120

Index

L Link, 1, 8, 14, 29, 30, 35, 38, 39, 40, 41, 42, 43, 44, 45, 46, 47, 50, 53, 64, 65, 66, 67, 79, 82, 84, 86, 88, 91, 95, 97, 105, 106 Load Cases, 11, 18, 19, 32, 37, 38, 52, 53, 55, 71, 80, 82, 87, 92, 96, 100, 103 Longitudinal Bars, 65, 106

Panel Reinforcing, 2, 8, 14, 35, 38, 50, 51, 67, 94 Poisson's Ratio, 28, 78, 85, 90 Propable Overstrength. See Overstrength

R Reinforcement Ratio. See Steel Ratio Reinforcing Bars, 30, 35, 77, 83, 84, 89, 98, 108

M Material Properties, 2, 7, 8, 12, 13, 14, 19, 25, 28, 65, 67, 69, 71, 77, 78, 83, 84, 85, 89, 90, 98, 108 Modulus of Elasticity. See Elastic Modulus Modulus of Rupture, 78, 85, 90 Moment Capacity, 27, 30, 56, 80, 87, 93, 104, 105, 106 Moment Magnification, 33, 34, 36, 54, 92 Moment of Inertia, 27, 36, 78, 85, 90

N N vs M Diagram, 2, 6, 9, 10, 11, 15, 22, 28, 31, 41, 47, 52, 54, 70, 76, 78, 84, 89, 92, 98, 99, 100, 102, 103, 104, 106, 109, 110 Nominal Overstrength. See Overstrength

O Overstrength, 37, 55, 56

P Panel Loads, 8, 14, 36, 52, 55, 56, 92, 96, 103

S Sectional Loads, 8, 14, 36, 52, 53, 56, 92, 93, 103 Seismic Shear Force, 37, 55, 56 Shear, 1, 2, 6, 10, 11, 26, 37, 38, 40, 55, 77, 82, 84, 87, 88, 89, 93 Shear Area, 27, 78, 85, 90 Shear Force, 2, 8, 14, 19, 27, 37, 38, 52, 53, 54, 56, 81, 82, 87, 88, 92, 93 Shear Force Magnification, 37, 55, 56, 92 Shear Modulus, 28 Shear Reinforcement. See Stirrup, Link Shear Resistance/Capacity, 2, 33, 44, 56, 93 Skin Reinforcement. See Face Steel Slenderness, 8, 14, 25, 32, 33, 34, 36, 52, 54, 86, 92 Spiral Reinforcing, 1, 44, 45, 53, 88 Splice, 8, 14, 38, 42, 43, 46, 66, 68, 88, 95 Steel Ratio, 31, 67, 88, 94 Steel Shape, 14, 25, 28, 33, 67, 85, 110 Steel Yield Strength, 28, 65, 67, 69, 78, 83, 85, 90, 98, 101, 108 Stirrup, 1, 8, 14, 29, 38, 39, 40, 41, 64, 65, 79, 82, 105, 106 Strength Reduction Factor, 37, 38, 100, 101

Reference Manual S-CONCRETE R11.pdf

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