ram steel column - bentley

RAM Steel ColumnCONNECT Edition Update 15 – Version 17.01

User Manual

Last Updated: March 13, 2020

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RAM Steel Column 2 User Manual

Table of Contents

Chapter 1: Introduction ............................................................................................................. 7Chapter 2: Design Philosophy, Concepts, and Terminology ....................................................... 82.1 General .........................................................................................................................................................................................82.2 Building Codes ..........................................................................................................................................................................82.3 Column Design Forces ...........................................................................................................................................................9

2.3.1 Forces Used by RAM Concrete Column .............................................................................................. 92.3.2 Gravity Forces .............................................................................................................................................102.3.3 Lateral Forces ............................................................................................................................................. 112.3.4 Design Forces ..............................................................................................................................................112.3.5 Multiple Story Unbraced Column .......................................................................................................13

2.4 Columns and Column Lines ..............................................................................................................................................142.5 Bar Patterns and Bar Pattern Groups .......................................................................................................................... 142.6 Column Reinforcement Optimization ..........................................................................................................................15

2.6.1 Longitudinal Main Reinforcement ..................................................................................................... 162.6.2 Transverse Reinforcement ....................................................................................................................16

Chapter 3: RAM Concrete Column Menus and Commands ...................................................... 173.1 Invoking RAM Concrete Column ....................................................................................................................................173.2 RAM Concrete Column Status ......................................................................................................................................... 173.3 Model Notes ............................................................................................................................................................................ 173.4 Concrete Column Color-Coding ...................................................................................................................................... 18

3.4.1 Model Colors ................................................................................................................................................183.4.2 Design Colors .............................................................................................................................................. 183.4.3 Interaction (Load/Capacity) Colors .................................................................................................. 18

3.5 The Toolbar ..............................................................................................................................................................................193.6 Mode Menu ..............................................................................................................................................................................203.7 Criteria Menu (ACI Code) ..................................................................................................................................................20

3.7.1 Column Design ............................................................................................................................................203.7.2 Column Lap Splice .....................................................................................................................................21

3.8 Criteria Menu (BS8110, CP65, AS3600 Codes) .........................................................................................................213.8.1 Column Design ............................................................................................................................................223.8.2 Column Lap Splice .....................................................................................................................................22

3.9 Assign ..........................................................................................................................................................................................223.9.1 Assign Column Size ...................................................................................................................................223.9.2 Assign Shear Legs ......................................................................................................................................233.9.3 Assign Bar Patterns .................................................................................................................................. 233.9.4 Edit Bar Patterns ....................................................................................................................................... 23

3.10 Load Combinations ............................................................................................................................................................... 243.10.1 Code Generated Combinations ............................................................................................................243.10.2 Custom Combinations ............................................................................................................................. 25

3.11 Process ...................................................................................................................................................................................... 253.11.1 Design All ...................................................................................................................................................... 253.11.2 View/Update (ACI 318) ..........................................................................................................................253.11.3 View/Update (BS8110, CP65, AS3600) ...........................................................................................27


3.11.4 Copy Column Line ..................................................................................................................................... 293.11.5 Freeze Design ..............................................................................................................................................293.11.6 Clear Design .................................................................................................................................................29

3.12 Reports .......................................................................................................................................................................................293.12.1 Report Destination ................................................................................................................................... 293.12.2 Reports ...........................................................................................................................................................30

3.13 View .............................................................................................................................................................................................303.13.1 Column - Assigned Pattern Groups ....................................................................................................303.13.2 Column - Final Bar Pattern ....................................................................................................................303.13.3 Column - Longitudinal Bars .................................................................................................................. 303.13.4 Column - Transverse Bars ..................................................................................................................... 303.13.5 Colors ..............................................................................................................................................................31

3.14 Exiting Concrete Column Design Mode .......................................................................................................................32Chapter 4: ACI Technical Notes ............................................................................................... 334.1 Symbols and Terminology ................................................................................................................................................334.2 Concrete Modulus of Elasticity ....................................................................................................................................... 354.3 Slenderness ............................................................................................................................................................................. 364.4 Generation of Column Interaction Capacity ..............................................................................................................394.5 Shear Design ........................................................................................................................................................................... 424.6 Column Torsion Check ....................................................................................................................................................... 454.7 Seismic Provisions ............................................................................................................................................................... 46

4.7.1 Frame Type Selection .............................................................................................................................. 464.7.2 Intermediate Moment Frame ...............................................................................................................474.7.3 Special Moment Frame ........................................................................................................................... 49

4.8 ACI-318 2008 ......................................................................................................................................................................... 564.8.1 Modification Factor for Lightweight Concrete ............................................................................. 564.8.2 Reorganization of Slenderness Provisions .....................................................................................574.8.3 Modifications to Seismic Provisions .................................................................................................. 574.8.4 Provisions for Members not Designated as Part of the Seismic-Force-Resisting

System ............................................................................................................................................................584.9 ACI-318 2014 .......................................................................................................................................................................... 604.10 References ............................................................................................................................................................................... 60Chapter 5: Technical Notes - Other Design Codes .....................................................................615.1 BS8110 Design Code ........................................................................................................................................................... 61

5.1.1 Known Limitations ................................................................................................................................... 615.1.2 Design Principles .......................................................................................................................................62

5.2 CP 65 Design Code ................................................................................................................................................................645.2.1 Differences between BS 8110 and CP 65 ........................................................................................ 64

5.3 AS 3600 Design Code .......................................................................................................................................................... 655.4 EN 1992 (Eurocode 2) Design Code .............................................................................................................................. 65

5.4.1 Design for combined bending and compression ......................................................................... 655.4.2 Slenderness ..................................................................................................................................................665.4.3 Design for shear ......................................................................................................................................... 665.4.4 Detailing provisions ................................................................................................................................. 66

5.5 GB 50010 Design Code ....................................................................................................................................................... 665.5.1 Limitations ................................................................................................................................................... 675.5.2 Design Principles .......................................................................................................................................67

5.6 Technical Notes - CAN/CSA A23.3-10 ...........................................................................................................................685.6.1 CAN/CSA A23.3-10 Code Rule Selection .......................................................................................... 68


5.6.2 CAN/CSA A23.3-10 Code Implementation ...................................................................................... 70Chapter 6: RAM Concrete Column Reports ..............................................................................826.1 General Comments on Reports .......................................................................................................................................826.2 Criteria ...................................................................................................................................................................................... 826.3 Column Design .......................................................................................................................................................................83

6.3.1 Column Information .................................................................................................................................836.3.2 Material Properties ...................................................................................................................................846.3.3 Design Parameters ....................................................................................................................................846.3.4 Longitudinal Reinforcement .................................................................................................................846.3.5 Transverse Reinforcement ....................................................................................................................846.3.6 Torsional Capacity .................................................................................................................................... 84

6.4 Column Design Summary ..................................................................................................................................................846.5 Material Take Off .................................................................................................................................................................. 85

6.5.1 Longitudinal Reinforcement .................................................................................................................856.5.2 Transverse Reinforcement ....................................................................................................................856.5.3 Concrete ........................................................................................................................................................ 86

Appendix A: RAM Steel Column Menus ................................................................................... 87A.1 File ................................................................................................................................................................................................87

A.1.1 File Save ..........................................................................................................................................................87A.1.2 Model Status ................................................................................................................................................. 88A.1.3 File - Notes .....................................................................................................................................................88A.1.4 Exit ....................................................................................................................................................................88

A.2 Criteria ....................................................................................................................................................................................... 89A.2.1 Criteria - Steel Design Codes ................................................................................................................. 89A.2.2 Criteria - Design Defaults ........................................................................................................................90A.2.3 Criteria - Trial Group Defaults .............................................................................................................. 91A.2.4 Criteria - Bracing ........................................................................................................................................ 92A.2.5 Criteria - Base Plate ................................................................................................................................... 92

A.3 Assign ..........................................................................................................................................................................................92A.3.1 Assign - Bracing ...........................................................................................................................................93A.3.2 Assign - Splicing .......................................................................................................................................... 95A.3.3 Assign - Trial Groups ................................................................................................................................ 97

A.4 Process ....................................................................................................................................................................................100A.4.1 Design All .................................................................................................................................................... 100A.4.2 View/Update ..............................................................................................................................................101A.4.3 Copy ...............................................................................................................................................................107A.4.4 Freeze Design - Col Line ........................................................................................................................107A.4.5 Freeze Design - All ...................................................................................................................................107A.4.6 Clear Design - Col Line ...........................................................................................................................108A.4.7 Clear Design - All ......................................................................................................................................108

A.5 Reports .................................................................................................................................................................................... 108A.5.1 Design Criteria .......................................................................................................................................... 109A.5.2 Column Design - Single ..........................................................................................................................109A.5.3 Column Design - Col Line ..................................................................................................................... 109A.5.4 Column Design - All .................................................................................................................................110A.5.5 Col Summary ..............................................................................................................................................110A.5.6 Loads ............................................................................................................................................................. 110A.5.7 Load Summary ..........................................................................................................................................110A.5.8 Takeoff ..........................................................................................................................................................111


A.5.9 Base Plates - Single ..................................................................................................................................111A.5.10 Base Plates - All ........................................................................................................................................ 111A.5.11 Base Plates - Summary .......................................................................................................................... 111

A.6 View .......................................................................................................................................................................................... 112A.7 Window ................................................................................................................................................................................... 112

A.7.1 Close ............................................................................................................................................................. 113A.7.2 Maximize .................................................................................................................................................... 113A.7.3 Scroll Bars ..................................................................................................................................................113A.7.4 Title bar .......................................................................................................................................................113A.7.5 Toolbar ........................................................................................................................................................113A.7.6 Window sizing border .......................................................................................................................... 113A.7.7 Minimize .....................................................................................................................................................113A.7.8 Restore ........................................................................................................................................................ 114A.7.9 Status bar ................................................................................................................................................... 114


1Introduction

The RAM Concrete Column module is a powerful tool that allows engineers to quickly design and layoutreinforcement for concrete columns resisting gravity and/or lateral forces. The RAM Concrete Column moduleuses the structural model and data created in the RAM Modeler, the lateral and/or gravity forces from RAMFrame, and the gravity forces from RAM Concrete Analysis. Column lines can be designed individually withView/Update or the entire structure can be designed at once using the Design All option. Numerous outputreports are available which provide supporting information on the design.Design Philosophy, Concepts, and Terminology (on page 8) of this manual discusses the concepts andterminology the user needs to be familiar with when using the program.RAM Concrete Column Menus and Commands (on page 17) provides an overview of the program and itscommands, and gives a brief description of the output reports available. Within this chapter the basic principlesof RAM Concrete Column are explained.ACI Technical Notes (on page 33) and Technical Notes - Other Design Codes (on page 61) provide a detailedlook at the technical assumptions made within RAM Concrete Column, primarily code interpretation. It is crucialthat the engineer reads and understands this chapter so as to be aware of how these assumptions affect eachdesign.RAM Concrete Column Reports (on page 82) gives a detailed explanation of the output reports available fromRAM Concrete Column.


2Design Philosophy, Concepts, and Terminology

This section introduces the user to fundamental concepts necessary to understand the program documentationcontained in this manual.

2.1 GeneralThe RAM Concrete Column module is intended for the design of concrete rectangular and circular sections. Thegoal is to provide an accurate initial design based on user defined criteria and bar pattern groups, with a meansof further refining the design using an easy and practical interactive interface. The program performs acomprehensive set of design checks, including checks related to code prescribed capacity and detailingrequirements as well as consideration of user defined preferences.

2.2 Building CodesThe current version of RAM Concrete Column supports the design provisions of ACI 318-14, ACI 318-11, ACI318-08, ACI 318-05, ACI 318-02, ACI 318-99, BS8110-97, CP65, AS3600-2001, BS EN 1992-1-1:2004, (EC2) andGB 50010.In addition, automatic load combination generation according to the following building codes is supported:

2.2.1 For the ACI 318 Design Code provisions

• ACI 318-99 Building Code Requirements for Structural Concrete (ACI 318-99) and Commentary (ACI 318R-99),1999, American Concrete Institute, Farmington Hills, MI





• ACI 318-14 Building Code Requirements for Structural Concrete (ACI 318-08) and Commentary (ACI 318R-14,2014, American Concrete Institute, Farmington Hills, MI


• ASCE 7-95 Minimum Design Loads for Buildings and Other Structures, American Society of Civil Engineers.(ASCE 7)



• The BOCA National Building Code (1996), Building Officials & Code Administrations International, Inc.(BOCA)

• Standard Building Code (1997), Southern Building Code Congress International, Inc. (SBC)• Uniform Building Code (1997), International Conference of Building Officials. (UBC)• International Building Code (2000), International Code Council (IBC)• International Building Code (2003), International Code Council (IBC)• International Building Code (2006), International Code Council (IBC)

2.2.2 For the BS8110 / CP65 Design Code provisions

• The BS8110 and CP65 concrete load combinations have been developed using BS8110:1997: Part 1, Table 2.1

2.2.3 For the AS3600 Design Code provisions

• Using the AS3600 design code, load combinations are generated according to AS/NZS 1170.0, StructuralDesign Actions

2.2.4 For the EC2 Design Code provisions

• Using the EC2 design code, load combinations are generated according to BS EN 1990:2002 and BS EN1991-1-1:2002

2.2.5 For the GB50010 Design Code provisions

• Using the GB50100 design code, load combinations are generated according to GB50009-2001 (Load Codefor the Design of Building Structures).

2.3 Column Design ForcesThis section discusses how the column forces calculated by the RAM Structural System are used by RAMConcrete Column to obtain a column design.

Design Philosophy, Concepts, and TerminologyColumn Design Forces


2.3.1 Forces Used by RAM Concrete Column

The gravity forces acting on all concrete columns are calculated in the RAM Concrete Analysis module asdescribed in the Concrete Analysis Technical Manual. If the user has performed an analysis in RAM Frame priorto entering the Concrete modules, a second set of gravity forces for lateral columns (and lateral columns only)will be available from the RAM Frame analysis results. The user has the option to consider either set of analysisforces using the option under Criteria – Column Design – Design Checks/Forces – Gravity Forces on LateralColumns (ACI) and Criteria – Column Design– Gravity Forces on Lateral Columns. Refer to the ConcreteAnalysis Technical Manual for a discussion of the differences between these two sets of analysis results. The usershould note that the selection made with this option will not affect the lateral forces applied to the columns. Thelateral forces calculated in RAM Frame will always be available in the RAM Concrete Column module as long asan analysis has been conducted in RAM Frame prior to entering the Concrete Column module.Column forces that are exported from RAM Concept (optional) are integrated into the Concrete Analysis and willbe considered in the column design. If a hyperstatic force is present in the RAM Concept analysis then anadditional load case will be present in the Concrete Analysis and will also appear in the load combination dialogin the Concrete Column Module. Refer to the Concrete Gravity Analysis manual for more information on theintegration of forces from RAM Concept.

2.3.2 Gravity Forces

As described in the Concrete Analysis Manual - Technical Section, the following gravity forces are calculated foreach column:Dead Load i. Axial Force, M major , M minor and Torsion top.

ii. M major and M minor bottom.Floor Live Load (if skiploaded)

i. Maximum Positive M major top, and associated M minor , Torsion and Axial top.ii. Maximum Positive M major bottom, and associated M minor bottom.

iii. Minimum Negative M major top, and associated M minor , Torsion and Axial top.iv. Minimum Negative M major bottom, and associated M minor bottom.v. Maximum Positive M minor top, and associated M major , Torsion and Axial top.

vi. Maximum Positive M minor bottom, and associated M major bottom.vii. Minimum Negative M minor top, and associated M major , Torsion and Axial top.

viii. Minimum Negative M minor bottom, and associated M major bottom.

One additional force, the maximum axial force with all beams loaded, is also computed. This additional point isincluded to ensure that the ACI 318-99, Section 8.8.1 requirement of “Columns shall be designed to resist theaxial force from factored loads on all floors or roof…” is met (See Design Forces (on page 11)).Roof Live Load (if it exists) i. Axial Force, M major , M minor , and Torsion top.

ii. M major and M minor bottom.

These gravity forces are combined in load combinations as described in Design Forces (on page 11) togenerate the design points to be checked against the column's capacity curve.



The user should be aware of a special consideration regarding live load reduction. In RAM Structural System, theportion of the live load acting on a column that is delivered from two-way slabs is not included in the reduciblearea for the live load reduction calculation. Thus, absent any other action, the live load forces in columns thatsupport two-way slabs will be larger than if all tributary area for the column had been considered in the live loadreduction calculation. To overcome this, the user may directly assign a live load reduction factor to a member inRAM Modeler, which will then override the value automatically calculated by Concrete Analysis.

2.3.3 Lateral Forces

For each lateral column the following forces are calculated for each lateral load case in RAM Frame:Lateral Load Case i. Axial Force, M major , M minor , V major , V minor , and Torsion.

ii. M major and M minor Bottom.

Where applicable these lateral forces are combined in load combinations as described in Design Forces (on page11) to generate the design points to be checked against the column's capacity curve.

2.3.4 Design Forces

The user can generate or create custom load combinations as described in the Load Combination GeneratorManual. These load combinations are then used to calculate the design points as described below.

Axial, Moments, and TorsionAs observed in Gravity Forces (on page 10) and Lateral Forces (on page 11), there are two sets of forcescomputed for each of the dead, roof live, and all lateral load cases (one top and one bottom set of column forcesfor each). For every load combination that only includes dead, roof live and/or lateral load cases, two designpoints will be generated.Load Top Bottom

Axial Mmajor Mminor Tors Mmajor Mminor

Dead 10 100 -30 5 -40 -30Wind 30 120 5 1 -60 -10

For example, consider the column gravity (from RAM Concrete Analysis orRAM Frame) and lateralforces (from RAM Frame) shown in the preceding table.For a load combination of 1.0 Dead + 1.2 Wind, two design points are generated to be checked againstthe column capacity:Data Point 1 (top) Axial = 1.0 x 10 + 1.2 x 30 = 46

M major = 1.0 x 100 + 1.2 x 120 = 244



M minor = 1.0 x -30 + 1.2 x 5 = -24

Torsion = 1.0 x 5 + 1.2 x 1 = 6.2

Data Point 2 (bottom) Axial = Same as top = 46M major = 1.0 x -40 + 1.2 x -60 = -112

M minor = 1.0 x 30 + 1.2 x -10 = 18

Torsion = Same as top = 6.2

For skip loaded floor live loads, as observed in Gravity Forces (on page 10), there are eight sets of forcescomputed for floor live load (four top and four bottom sets of forces). For every load combination that includesfloor live load the program produces eight sets of design forces, combined in load combinations the same way asdescribed above. The program also generates an additional eight design points by using the total axial force(from all beams loaded) in each of the skip load cases (cases i-viii in Gravity Forces (on page 10)). This ensuresthat ACI Section 8.8.1, which mandates that “Columns shall be designed to resist the axial forces from factoredloads on floors or roof and the maximum moment from factored loads on a single adjacent span of the floor orroof under consideration.” This results in 16 distinct design points for each load combination that has a floor liveload as one of its cases.Important: It is important to note that the number of design points in the View Update dialog may not equal thenumber of design points described above. This is because where two points have the same axial force and themoment acts at the same angle, only the data point with the larger moment is considered and the other datapoint is discarded.For sway columns the lateral column moments produced by RAM Frame when P-Delta is considered areconsidered to be the magnified sway moments per ACI 10.13.4.The design moments described in this section may be further amplified if the column is slender as described inSection 4.3 for ACI.

ShearThe same methodology as described above is used in determining the design shear force in load combinations.However, where eight force sets are calculated as described in Gravity Forces (on page 10), the program needsto know which moments are assumed to occur simultaneously at each end of the column. RAM Concrete Columnwill calculate the column shear based on the direction of moments at each end of the column that produces thelargest gravity column shear. As illustrated in the following figure , the column pattern loads that produce themaximum shear (Case 1) are used.



1 2Mt

Mb

Mt

Mb

Yes No

V = (Mb + Mt)/LFigure 1: Pattern load column moments to produce the largest shear force

The following pattern of design points (see Gravity Forces (on page 10) and the RAM Concrete Analysis manualfor an explanation of design points in a skip loaded column) are applied simultaneously to produce the largestshear value:

Pattern Top Data Point Bottom Data Point

1 Max Mmajor Positive Top Min Mmajor Negative Bot2 Min Mmajor Negative Top Max Mmajor Positive Bot3 Max Mminor Positive Top Min Mminor Negative Bot4 Min Mminor Negative Top Max Mminor Positive Bot

Note: Note that for columns that extend unbraced through multiple stories, the full physical column length willbe used when calculating the shear force.

2.3.5 Multiple Story Unbraced Column

In some circumstances a physical column may extend unbraced through multiple levels, or be braced in only onedirection at a level. Due to modeling constraints, or “real world” conditions, the physical column may need to bemodeled as a single column at the same plan location on two or more stories. In RAM Concrete Column everycolumn at every story is designed individually.To maintain the reinforcing for the physical column that extends unbraced through multiple stories, the designforces for the full physical member should be applied for the design of the columns at each story. That is, foreach individual column in an unbraced stack the column top and bottom forces are taken from the story at whichthe column is braced. The following figure illustrates this situation and also illustrates that in some



circumstances the design moments about an axis, used for a column design at a specific story, may be taken froma column higher or lower in the unbraced column stack.

1

2

1

2

Mxt1

Mxb1

Mxt2

Mxb2

Myt1

Myb2

Major Axis Moments Minor Axis Moments

Figure 2: Column design moment notation

Given the moments shown in preceding figure about each axis for a two-story column stack, unbraced in theminor axis at the middle story, the moments listed in the following table will be used for column design.Column Mx Top My Top Mx Bottom My Bottom

1 M xt1 M yt1 M xb1 M yb2

2 M xt2 M yt1 M xb2 M yb2

2.4 Columns and Column LinesThrough this manual, two different terms are used to refer to the columns in a building. When the term"Column" is used, this refers to a column that spans from one floor to another. When the term "Column Line" isused, this refers to all of the concrete column spans (column stack) that exist at a single plan location. Columnlines are delimited by the top and bottom of the structure, by steel columns or by non-column members. Columnlines generally span several stories.

2.5 Bar Patterns and Bar Pattern GroupsA bar pattern is one potential configuration of column longitudinal reinforcement. It consists of the quantity ofreinforcement, a size for the longitudinal reinforcement and a size for the transverse reinforcement. A barpattern group is simply a group of bar patterns. All patterns in the group have the same quantity of bars and thesame size transverse bar. Only the size of the longitudinal bar varies from pattern to pattern within a group.

Design Philosophy, Concepts, and TerminologyColumns and Column Lines


A Bar Pattern Group designation conforms to the following format:Table 1: Rectangular Bar Pattern Group

Rect 12( 4x2) #3 - #6 #3Rect 12( 4x2) T10 - T20 T08

Where:Rect: Indicates that the pattern is rectangular. This part of the label only appears in the Edit Bar Patterndialog.12 (4x2): These numbers indicate the quantity of bars in the bar pattern. The first number indicates the totalnumber of bars. Inside the parenthesis, the layout of the bars is described. The first number states thenumber of bars in the B dimension of the column. The second number states the number of bars in the Hdimension of the column.#3-#6, T10-T12: These are the bar sizes that can be used in the longitudinal direction.#3, T08: This is the bar size range that can be used in the transverse direction (tie).

Table 2: Circular Bar Pattern Group

Circ 6 #3 - #6 #3 (c)Circ 6 T10 - T25 T08 (c)

Where:Circ: Indicates that the pattern is a circular tie. This part of the label only appears in the Edit Bar Patterndialog.6: This number indicates the quantity of bars in the bar pattern.#3-#6, T10-T25: These are the bar size range that can be used in the longitudinal direction.#3, T08: This is the bar sizes that can be used in the transverse direction (circular tie).(c): Circular tie

Table 3: Spiral Bar Pattern Group

Spir 6 #3 - #6 #3 (s)

Spir: Indicates that the pattern is a spiral. This part of the label only appears in the Edit Bar Pattern dialog.6: This number indicates the quantity of bars in the bar pattern.#3-#6: These are the bar size range that can be used in the longitudinal direction.#3: This is the bar sizes that can be used in the transverse direction (spiral).(s): Spiral tie

Design Philosophy, Concepts, and TerminologyColumn Reinforcement Optimization


2.6 Column Reinforcement OptimizationThis section explains the methods by which RAM Concrete Column selects the most appropriate reinforcing barlayout for a given beam line. This is referred to as "optimizing" a beam line. The optimization process entailsselecting reinforcement such that strength requirements, design code checks, and user-specified detailingrequirements are met to the best ability of the program, given all specified constraints.

2.6.1 Longitudinal Main Reinforcement

The final longitudinal main reinforcement selection in the optimization process is based on finding the barpatterns from a single pattern group that have the least reinforcement weight for the full column line (see EditBar Patterns (on page 23) for a description of bar patterns and bar pattern groups).The design process goes through each pattern (bar size) in the group starting with the smallest assigned bar sizeuntil a pattern is found that has no design warnings. This is repeated for each pattern group and each level in thecolumn line.Once an acceptable pattern has been found for each pattern group that was assigned to the column line, theprogram calculates the total reinforcement weight for the selected pattern in each assigned group. Then thegroup with the smallest reinforcement weight is selected as the final design pattern. If there are design warningsfor any of the designed patterns the lightest group with the least number of design warnings is selected as thefinal design group. Therefore it is possible that the final design pattern group that was selected is not the onewith the least reinforcement area but rather than one with the least design warnings.

2.6.2 Transverse Reinforcement

The transverse reinforcement sizes are based on the tie size used in the final design bar pattern for that story.For ACI the optimization process will segment the column (when required) into one or two segments. Onesegment is used for all BS8110 / CP65 designs. Then the transverse bar spacing is selected to minimize thetransverse reinforcement while still satisfying the capacity requirements and all code and user-prescribedcriteria.Note: All Column design warnings are given for the controlling load combination case and not just the firstdesign warning found.

Design Philosophy, Concepts, and TerminologyColumn Reinforcement Optimization


3RAM Concrete Column Menus and Commands

This chapter presents an overview of the RAM Concrete Column module along with a brief discussion of its use.More specific information on each of the commands discussed in this chapter is available in the online help.

3.1 Invoking RAM Concrete ColumnRAM Concrete is accessed through the RAM Manager. This can be accomplished by clicking the RAM Concretebutton on the Module toolbar or by selecting RAM Concrete from the Design Menu.RAM Concrete always opens in Concrete Analysis mode. To enter the Concrete Column mode, select ConcreteColumn from either the Mode menu (see Figure 3) or the drop down combo box on the toolbar (see Figure 4). Acheckmark will appear beside the menu option in the Mode menu of the mode that is currently active. Beforeconcrete columns can be designed, an analysis of the structure must be performed in RAM Concrete Analysis.

3.2 RAM Concrete Column StatusRAM Concrete Column makes use of data from RAM Modeler, RAM Frame, and RAM Concrete Analysis. For thisreason, any change to the model within any of these modules will affect the RAM Concrete Column status.Issuing the command File – Model Status will bring up a dialog that explains the current status of the model. Ifthe model is in a state such that it cannot be designed, an explanation of how to get the model to a designablestate is provided.

3.3 Model NotesIcon Description

The Model Notes command opens a text file that may be used for entering any notesthat are required to keep on the currently loaded model. The model notes file is stored inthe same directory as the model’s files and will have the format modelname.txt. TheModel Notes command is invoked from the File menu.


3.4 Concrete Column Color-CodingThree color schemes are used in the Concrete Column module: Model Colors, Design Colors, and Interaction(Load/Capacity) Colors. The default scheme is Design Colors. The color scheme to be displayed can be selectedby using the View – Colors command. All non-concrete members are colored dark gray while in ConcreteColumn mode.

3.4.1 Model Colors

The Model colors are those used in the Modeler, and are useful in distinguishing between members of differentmaterials and properties.

3.4.2 Design Colors

The Design colors indicate the design status of each concrete column. The color of each concrete columnindicates its design status as follows:Pale Blue Column is not ready to be designed. If all concrete columns are pale blue, check the File – Model

status dialog to determine what needs to be done in order to get the beams to a designable state.The most common reason all concrete columns would be in this state is if no concrete loadcombinations have been generated or if no column lines have bar patterns assigned. If only someconcrete columns are pale blue, they most likely do not have bar patterns assigned (see Section3.9.3 (on page 23) for more information on bar patterns).

Yellow Column is ready for design.Green Column was designed and passed all design checks.Blue Column design passed and the design was frozen.Red Column was designed and some design warnings were reported. The warnings can be viewed in the

View/Update dialog box or in the Column Design Report. If a column is frozen but has designwarnings it will be colored red to indicate that design warnings were found (See Section 3.11.5 (onpage 29) for more information on freezing the design).

Note: Once a design is performed on a column line, all columns in the column line will be color-coded to indicatetheir new design status. Columns are repainted on a column-by-column basis according to their individualstatus.

RAM Concrete Column Menus and CommandsConcrete Column Color-Coding


3.4.3 Interaction (Load/Capacity) Colors

The Interaction Colors indicate the magnitude of the design interaction equation results. The columns arepainted in one of 9 colors, dark blue indicating columns with the least stress and red indicating failure, withgradations of colors representing stress levels in between. Columns that fail for reasons other than being over-stressed are also colored red.The Interaction Colors are only available after a Process – Design All has been run as it is during this processthat the interaction equation results are determined. If changes are made to a model that invalidate the results ofa column while Interaction Colors are displayed, the column is repainted in a pale yellow to indicate that adesign no longer exists for that column.

3.5 The ToolbarIcon Menu Item

Concrete Mode

Assign - Size

Assign - Shear legs (ACI Only)

Assign - Bar Patterns

Assign - Edit Bar Patterns

Generated Load Combinations

Custom Load Combinations

Design All

View/Update

SMF Joint Shear Check

RAM Concrete Column Menus and CommandsThe Toolbar


Icon Menu Item

Copy Single Column Line to Single Column Line

Copy Single Column Line to Fence

Copy Single Column Line to All

View Assigned Bar Patterns

View Final Design

View Longitudinal Reinforcement

View Transverse Reinforcement

3.6 Mode MenuThe Mode menu is used to change between the Concrete Analysis, Concrete Beam, the Concrete Column and theConcrete Shear Wall modes. The drop-down combo box located on the tool bar can be used for this purpose aswell. Please refer to Figure 3 and Figure 4.

3.7 Criteria Menu (ACI Code)The criteria set through the criteria dialog are global criteria that affect all concrete columns unless they areoverwritten using one of the assign commands or the View/Update dialog.When a criterion is changed, it invalidates all current designs. If a column is frozen (user-defined), the design isnot cleared but will be re-checked the next time a design command is issued. Note that a frozen column will turnyellow to indicate that the design is no longer current.

3.7.1 Column Design

The Criteria – Column Design command is used to define the criteria by which a concrete column will bedesigned. This dialog consists of three tabs, each of which is explained below.

RAM Concrete Column Menus and CommandsMode Menu


Reinforcement TabThe reinforcement tab allows the user to edit design criteria for bar spacing checks, reinforcing ratio checks, andclear bar cover.The following criteria can be set to be checked according to the design code in use, or according to a valuespecified by the user:• Max/min bar spacing for shear/transverse ties• Max/min bar spacing for shear/spirals• Max/min bar spacing for flexure + axial/longitudinal• Longitudinal reinforcement ratio• Clear coverIn all cases if the Code option is selected the program will calculate the appropriate code-specified value. If theUser option is selected the provided value will be used as long as it is within the code specified limits (whenapplicable). If the user-specified values are not within the code limits the code limits will be used.

Bar Selection TabThe Bar Selection Tab is where various parameters are defined to fine-tune the reinforcement selection:• Transverse design spacing, including Segment Spacing Increment and Transverse Bar Spacing Increment.• Number of shear legs in both the major and minor direction.

Design Checks/Forces TabDesign Checks An option is provided to perform the Torsional Capacity check per ACI 318-99/02, Section

11.6.1. Also, an option is provided to include the Maximum Axial Load Limit check for bothIntermediate and Special Moment Frames as outlined in ACI 318-99, Sections 21.4.1 and21.10.2 (21.12.2 for 318-02).

GravityForces onLateralColumns

For concrete columns with a lateral member assignment, two sets of gravity force analysisresults will be available to the user: one set from RAM Concrete Analysis and another set fromRAM Frame. The user has the option to consider either set of forces in RAM Concrete Column.See Section 2.3.1 for further discussion of this option.

3.7.2 Column Lap Splice

The Column Lap Splice criteria are used to calculate a more accurate longitudinal bar length for the materialtakeoff report. Note that the criteria specified here are not used in the design of concrete column lines, but onlyin the material takeoff report.

3.8 Criteria Menu (BS8110, CP65, AS3600 Codes)The criteria set through the criteria dialog are global criteria that affect all concrete columns unless they areoverwritten using one of the assign commands or the View/Update dialog.

RAM Concrete Column Menus and CommandsCriteria Menu (BS8110, CP65, AS3600 Codes)


When a criterion is changed, it invalidates all current designs. If a column is frozen (user-defined), the design isnot cleared but will be re-checked the next time a design command is issued. Note that a frozen column will turnyellow to indicate that the design is no longer current.

3.8.1 Column Design

The Criteria – Column Design command is used to define the criteria by which a concrete column will bedesigned.Clear Bar Cover The distance between the outer edge of the section to the outside of the transverse shear

bars.Gravity Forces onLateral Columns

For concrete columns with a lateral member assignment, two sets of gravity forceanalysis results will be available to the user: one set from RAM Concrete Analysis andanother set from RAM Frame. The user has the option to consider either set of forces inRAM Concrete Column. See Section 2.3.1 for further discussion of this option.

SlendernessReduction Value

According to BS8110, section 3.8.3.1 additional moment must be calculated for solidslender sections. The K values (slenderness reduction factor) can either be iterativelycalculated for each load point or alternatively the user can designate a conservativevalue of 1.0 be applied for all load combinations.

3.8.2 Column Lap Splice

The Column Lap Splice criteria are used to calculate a more accurate longitudinal bar length for the materialtakeoff report. Note that the criteria specified here are not used in the design of concrete column lines.

3.9 AssignThe assign commands are used to override the global criteria and are made on a column or column line basis. Allassign commands can be issued in Single, Fence, or All mode.When a command is issued in Single mode, the arrow cursor turns into a target cursor for the selection of thedesired member. In Fence mode, the arrow cursor turns into the rectangle cursor that allows the selection ofmultiple members at a time. In All mode, the cursor remains the arrow cursor but the assignment is made to allmembers.

3.9.1 Assign Column Size

Using the Assign – Column Size, sizes can be assigned to any concrete column. The list box in the dialog displaysthe column sections available for assignment to columns. Concrete column sections are defined in the RAMModeler. Clicking on a section in the list box selects it for assignment. Clicking the Single, Fence, or All buttons

RAM Concrete Column Menus and CommandsAssign


closes the dialog in the selection mode as described above. The status bar displays a prompt that tells the userwhat needs to be done to make the size assignment.Note: Assigning a new size to a column will impact the structural stiffness, and when member self-weight isconsidered will also impact the self-weight reactions and therefore invalidate the analysis results. While it ispossible to complete a column design after a size change, the results will be approximate because they will bebased on the previous analysis. To ensure an accurate design after an assign size, it is necessary to return toConcrete Analysis to reanalyze. If a size is assigned to a lateral member, it is also necessary to return to RAMFrame to reanalyze. To indicate that the analysis results are no longer current, the model status light, found onthe status bar, is set to yellow. It will also appear yellow in the RAM Manager.

3.9.2 Assign Shear Legs

The Assign – Shear Legs command is used to override the global shear legs criteria on an individual columnbasis. The number of shear legs can be modified for the major or the minor direction. The user may select tomaintain the global criteria for one direction while overriding the criteria for the other direction.The dialog is closed by selecting the Single, Fence or All buttons. Closing the dialog puts the user into selectionmode as described above. The status bar prompts the selection process. In this dialog the All assignment optionmay be applied to all columns, or only to columns with a specific section size. This mode is selected in the"Assigment Options" area.Note: This dialog is available only when ACI codes are in use.

3.9.3 Assign Bar Patterns

This command is used to assign groups of reinforcement patterns to a concrete column line (see Section 3.9.4(on page 23) for details about how these patterns are created). Up to three pattern groups can be assigned toone column line. At least one pattern group must be assigned to a column line for that column line to bedesigned.Select column lines by placing a check in the box next to the pattern group label. The dialog is closed by selectingthe Single, Fence or All buttons. Closing the dialog puts the user into selection mode as described above. Thestatus bar prompts the selection process.

3.9.4 Edit Bar Patterns

Bar Pattern Groups (and the patterns that they contain) are created in the Assign – Edit Bar Patterns dialog.When the dialog opens, a list of existing pattern groups is displayed in the list box in the bottom left hand cornerof the dialog. Using the controls in this dialog, additional pattern groups can be created or the existing groupscan be edited or deleted.Note that Spiral reinforced columns are not available for BS8110, CP65 or AS3600 codes.

RAM Concrete Column Menus and CommandsAssign


Creating aNewPatternGroup

To create a new pattern group, first select the rectangular or circular pattern of reinforcement.This is done by selecting the appropriate radio button on the top, left hand side of the dialog. Thenumber and size of bars included in the pattern are selected on the right hand side of the dialog.For rectangular bar patterns, the number of bars along the B dimension of the column as well asadditional bars along with H dimension is indicated. For circular bar patterns, only the totalnumber of bars in the pattern is indicated.The minimum size and maximum size longitudinal bars along with the size of the transverse barare selected from the drop down combo boxes on the right hand side of the dialog.After all selections have been made, click the Add button to create the group of patterns. Onepattern will be created for each longitudinal bar size between the minimum and maximum thatwas selected.

Editing anExistingPatternGroup

To edit an existing bar pattern group, click on that group to select it. When this is done, the datapertinent to the group will appear in the dialog controls. Make any desired changes and click theChange button. When the button is click, the label will change to reflect the change in the patterngroup.Note: When a change is made to a pattern its label will also change so it will need to bereassigned to the columns.To delete a pattern group, click on that group to select it. Click the Delete button and the patterngroup is deleted.Note: When a group is deleted, it is also needed to be removed from any columns that it mayhave been assigned to.

3.10 Load CombinationsAll concrete column designs are based on load combinations, rather than on individual load cases. Loadcombinations can be generated automatically for a specific building code using the RAM Structural System'sLoad Combination Generator, or custom combinations may be explicitly defined by the user. A description ofeach of these methods is given below.

3.10.1 Code Generated Combinations

Combinations can be generated using the Combinations – Generated… command. In this dialog, select the codethat will be used to generate the load combinations using the Code for Combinations menu. Then select the loadcases to be considered during combo generation by placing a check in the Use column of the load case list. Enterany additional information that may be required for the given code in the Parameters section, and then press theGenerate button to create the design load combinations. In order to consider a given combination during thedesign it must be checked in the Use column of the Load Combination list.For more details on the Load Combination Generator, see the Load Combination Generator manual.

RAM Concrete Column Menus and CommandsLoad Combinations


3.10.2 Custom Combinations

Combinations can also be entered manually using the Combinations – Custom… command. The sameprocedure outlined in Section 3.10.1 (on page 24) applies to this dialogue. Load combinations are enteredmanually by the user in the Load Combinations column of the Load Combinations section. The user then clicks inthe Click to Validate column of the respective row in order to verify that there are no errors in the enteredformula. A green light will appear if a valid combination has been entered. A yellow light will appear if acombination has been entered in which the analysis results of one of the load cases are not available. A red lightwill appear if the entered combination contains a syntax error. For more details on the Load CombinationGenerator, see the Load Combination Generator manual.

3.11 ProcessThe Process menu contains commands that allow the user to execute the beam design and interact with thedesign results.

3.11.1 Design All

The Design – All command allows the engineer to design all of the concrete columns with just one command.During design, the status log will appear to track the status of the design process.Once all of the concrete columns are designed, the screen will be updated to reflect the outcome of the design.For more information on column color-coding see Section 3.4 (on page 18).

3.11.2 View/Update (ACI 318)

The Process – View/Update command launches the View/Update dialog box; a powerful tool for investigatingthe design of concrete columns on a column line basis. When the command is issued, the cursor changes fromthe arrow cursor to the target cursor, allowing the engineer to select a column line.If the selected column line is undesigned a design will be performed and the View/Update dialog will open. Ifthe selected column line has a current design, the saved design will be displayed when the dialog opens.The View/Update dialog consists of three tabs that display the design: the Longitudinal Reinforcement tab, theTransverse Reinforcement tab, and the Material Properties tab. A graphical display area is located to the rightside of each tab that displays information relevant to the tab selected.The View/Update dialog can be used to investigate various designs by making changes to the longitudinalreinforcement, the transverse reinforcement and/or the column material properties and then analyzing the newdesign data. The new design can be saved with the model by clicking the Update Database button. When this isdone, the column is considered “frozen” or user-defined (see Section 3.11.5 (on page 29) for more informationon freezing designs).

RAM Concrete Column Menus and CommandsProcess


Optimize – Discards any changes made by the user in the View/Update dialog and optimizes the beam line perglobal criteria and any previously assigned data.Analyze – Analyzes the column line using information entered in the View/Update dialog. The selectedreinforcement is checked only; no reinforcement is assigned during an Analyze.Update Database - Updates the model database with the parameters in the View/Update dialog box and savesthe current design of each column in the column line. This column is then “frozen” so no further optimization isperformed on the column line until the design is cleared.View Results - This button is used to display the detailed design information on each column in the column line.View Summary - This button is used to display a Summary report for each column in the column line.Close - Closes the View/Update dialog box without updating the design. If the column information was savedusing the Update Database button, this information will remain saved but any changes since that command wasissued will be lost.The traffic lights on the View/Update dialog box graphically indicate the status of the design on the column line.A Green light indicates the design is current and passes all checks for all the columns in the column line. Yellowindicates the design is not current and an analyze or optimize is required. Red indicates that there are designwarnings for at least one column in the column line.LongitudinalReinforcementPage:

Longitudinal Reinforcement page is displayed when the View/Update dialog opens. Thegrid on this tab displays the selected bar pattern from each bar pattern group tested andshows a “Final Design” pattern. The final pattern is the best design for the entire columnline. It is automatically selected from the list of assigned bar pattern groups. The finaldesign is selected from the group with the smallest reinforcement weight and, whenapplicable, the least number of design warnings.To analyze a bar pattern, it must appear in the “Final Design” column. Alternate patternscan be selected from the final column drop down list or patterns can be moved to the finalcolumn from the “Design from Pattern Group” columns. The final column drop down listcontains all the bar patterns that have been generated from the defined bar pattern groups,regardless of whether groups were assigned to the column or not. To move a pattern, clickon that pattern and then click the Move To Final button at the top of the column. Once a newpattern has been selected, click the Analyze button to analyze the reinforcement.The interaction diagram on the right side of the tab shows the column interaction surface ata given angle. Below it is the angle of the diagram and the list of all the design pointschecked for that angle. The angles are grouped in 2-degree increments. By default the angleand data point selected will be the ones for the selected story and pattern's controlling datapoint. Changing the angle will bring up the appropriate interaction surface and designpoints.The crosses + in the diagram identify all the checked design points. Selecting a data point inthe list below the diagram will automatically move the slider to that point. The column axialcapacity and corresponding moment capacity at the location of the slider for the given angleare displayed under the diagram. The slider can also be moved manually by left clicking anddragging the slider ends.

TransverseReinforcementPage:

The second tab is where the transverse reinforcement design is displayed and changes tothe design can be made. The size of the transverse bars cannot be changed because it isconnected to the bar pattern, which is selected on the longitudinal page. The end location ofthe segment and the bar spacing of the bars can be changed. Additional reinforcementsections can be added to vary reinforcement within a story if desired. If changes are made



to the end location or spacing, or if additional segments are added, the start and end valuesof each segment will be automatically updated when the user clicks into a new cell. Inaddition to these changes, the number of shear legs used per story can also be changed.Clicking the Analyze button will analyze this modified design.The Major and Minor column shear diagrams are displayed to the right of the reinforcementlayout grid. The red envelope is the required capacity and the green envelope is theprovided capacity. The slider can be moved by left clicking on the ends and dragging it up ordown the diagram. The provided and required shear capacities are reported below thediagram.

MaterialProperties Page:

The third tab provides the engineer with a means for modifying material properties of thecolumn line. As with either of the previous tabs, any modification to data on this page willcause the Analyze button to become available and the stoplight to turn yellow.The diagram on the Material Properties page shows the column line and the members thatframe into it. Clicking on a specific story in the material properties grid will bring thatcolumn into the view screen.The diagram to the right of the material property grids displays a schematic drawing of theselected column. The beams are displayed to identify the column top and bottom and do notreflect the beams that are actually connected to the column.

3.11.3 View/Update (BS8110, CP65, AS3600)

The Process – View/Update command launches the View/Update dialog box; a powerful tool for investigatingthe design of concrete columns on a column line basis. When the command is issued, the cursor changes fromthe arrow cursor to the target cursor, allowing the engineer to select a column line.If the selected column line is un-designed a design will be performed and the View/Update dialog will open. Ifthe selected column line has a current design, the saved design will be displayed when the dialog opens.The View/Update dialog consists of three tabs that display the design: the Main Reinforcement tab, the ShearReinforcement tab, and the Material Properties tab. A graphical display area is located to the right side of eachtab that displays information relevant to the tab selectedThe View/Update dialog can be used to investigate various designs by making changes to the longitudinalreinforcement and/or the column material properties and then analyzing the new design data. The new designcan be saved with the model by clicking the Update Database button. When this is done, the column isconsidered “frozen” or user-defined (see Section 3.11.5 (on page 29) for more information on freezingdesigns).There are several buttons located at the bottom of the View/Update dialog that can be used to investigatecolumn designs:

Optimize – Discards any changes made by the user in the View/Update dialog and optimizes the beam lineper global criteria and any previously assigned data.Analyze – Analyzes the column line using information entered in the View/Update dialog. The selectedreinforcement is checked only; no reinforcement is assigned during an Analyze.Update Database - Updates the model database with the parameters in the View/Update dialog box andsaves the current design of each column in the column line. This column is then “frozen” so no furtheroptimization is performed on the column line until the design is cleared.



View Results - This button is used to display the detailed design information on each column in the columnline.View Summary - This button is used to display a Summary report for each column in the column line.Close - Closes the View/Update dialog box without updating the design. If the column information was savedusing the Update Database button, this information will remain saved but any changes since that commandwas issued will be lost.

The traffic lights on the View/Update dialog box graphically indicate the status of the design on the column line.A Green light indicates the design is current and passes all checks for all the columns in the column line. Yellowindicates the design is not current and an analyze or optimize is required. Red indicates that there are designwarnings for at least one column in the column line.MainReinforcementPage:

Main Reinforcement page is displayed when the View/Update dialog opens. The grid onthis tab displays the selected bar pattern from each bar pattern group tested and shows a“Final Design” pattern. The final pattern is the best design for the entire column line. It isautomatically selected from the list of assigned bar pattern groups. The final design isselected from the group with the smallest reinforcement weight and, when applicable, theleast number of design warnings.To analyze a bar pattern, it must appear in the “Final Design” column. Alternate patternscan be selected from the final column drop down list or patterns can be moved to the finalcolumn from the “Design from Pattern Group” columns. The final column drop down listcontains all the bar patterns that have been generated from the defined bar pattern groups,regardless of whether groups were assigned to the column or not. To move a pattern, clickon that pattern and then click the Move To Final button at the top of the column. Once anew pattern has been selected, click the Analyze button to analyze the reinforcement.The list box on the right side of the tab shows each data point considered in the design. Thefirst column indicates the load combination the load came from, the next three columnsshow the design forces for that load combination and skip pattern (possibly modified forslenderness if necessary for that design point) and the last column indicates the loadcapacity ratio for that load point. Refer to the technical section for discussion regardingskip loading and the origin of the multiple data points for each load combination.

ShearReinforcementPage:

The second tab is where the shear reinforcement design is displayed but currently cannotbe changedThe Major and Minor column shear diagrams are displayed to the right of thereinforcement layout grid. The red envelope is the required capacity and the greenenvelope is the provided capacity. The slider can be moved by left clicking on the ends anddragging it up or down the diagram. The provided and required shear capacities arereported below the diagram.

MaterialProperties Page:

The third tab provides the engineer with a means for modifying material properties of thecolumn line. As with either of the previous tabs, any modification to data on this page willcause the Analyze button to become available and the stoplight to turn yellow.The diagram on the Material Properties page shows the column line and the members thatframe into it. Clicking on a specific story in the material properties grid will bring thatcolumn into the view screen.The diagram to the right of the material property grids displays a schematic drawing of theselected column. The beams are displayed to identify the column top and bottom and do notreflect the beams that are actually connected to the column.



3.11.4 Copy Column Line

The Copy Column Line allows the engineer to copy the design from one column line to other column lines. Thiscan be done on a single, fence, or all basis. In order for the design of one column line to be copied onto anothercolumn line, the two column lines must start and end at the same stories.This command has two parts. When Copy Column Line is issued, the arrow cursor turns into the target cursorso that the engineer can select the column whose design is to be copied. After the “copy from” column line hasbeen selected, the “copy to” column line or column lines are selected. If Copy Column Line – Single was issued,the cursor remains a target and the next column line clicked on will have the design copied to it. If Copy ColumnLine – Fence was issued, the cursor will change to the rectangle cursor so that a fence selection can be made. Allcolumn lines completely encompassed by the rectangle will have the design copied onto it. If Copy Column Line– All was issued, the cursor will return to the arrow and all column lines will have the design copied onto them.If at any time a column line that has been frozen is selected as a "copy to" column line, an error message will begiven stating that the command cannot be completed. In order to copy a design onto a frozen column, the designmust be cleared first.

3.11.5 Freeze Design

The Freeze Design command is equivalent to the Update Database command within the View/Update dialog.It marks a column line as “User Defined” and saves the current reinforcement, material properties, and design ofthe column line. A column line that has been frozen will not be optimized again until the design is cleared. If themodel changes after a design has been frozen, the design will be checked against this new data and the designwill be reported as passed or failed.

3.11.6 Clear Design

The Clear Design command clears the user-defined flag from a column line. Once a design is cleared, the columnline is returned to a ready state. Subsequent design commands will affect the column line.

3.12 Reports

3.12.1 Report Destination

The first four options under the Reports menu are used to control the destination of the selected report. A checkmark is placed beside the current selection. This selection is relevant to the current mode in RAM Concrete only.

RAM Concrete Column Menus and CommandsReports


To change the report destination on a global level, use the Tools – Report Styles command located in RAMManager. For more information about the destination options, see the “Reports” help topic in RAM Container.

3.12.2 Reports

Various reports are available from the Column Design mode. These reports are used to gain information aboutthe model and its design. For more information about the individual reports, see Chapter 4.

3.13 ViewThe majority of the View commands are common with the 3D Viewer. For more information on these commands,see the 3D Viewer manual. The following is an explanation of the commands that are unique to the ConcreteColumn Design mode.

Icon Description

A Column Plan view is available in the RAM Concrete module. Clicking the Column PlanView button, or selecting Column Plan from the View menu will change the display to atop down, non perspective, all stories plan view. This view is the same as would be seenif all plan views starting from the first story to the top story were overlaid on each other.

3.13.1 Column - Assigned Pattern Groups

Selecting this option will display the assigned Bar Pattern Groups for each column line. The information will bedisplayed for the lowest column in the column line.

3.13.2 Column - Final Bar Pattern

Selecting this option will display the final bar pattern for each column in a column line.

3.13.3 Column - Longitudinal Bars

Selecting this option will display, for each column in a column line, the total number and size of the longitudinalbars for the final bar pattern.

RAM Concrete Column Menus and CommandsView


3.13.4 Column - Transverse Bars

Selecting this option will display, for each column in a column line, the total number and size of the shear barsfor the final bar pattern.

3.13.5 Colors

Three color schemes are used in the Concrete Column module: Model Colors, Design Colors, and InteractionColors. The default scheme is Design Colors. The color scheme to be displayed can be selected by using the View– Colors command or clicking on the color toggle button described below.

Icon Description

A 'Color' toggle button and associated menu items have been added to the RAM ConcreteColumn Module. The display colors the members to reflect their current design status.Clicking the toggle button to cycle to the next available color option (Model, Design orinteraction) or select 'Colors ' command from the 'View' menu.

The graphic displayed on the button reflects the current model display colors, which are different form the modethat will be toggled to by clicking the button.Model Colors The Model colors are those used in the Modeler, and are useful in distinguishing between

members of different materials and properties.Design Colors The Design colors indicate the design status of each column. All non-concrete column members

are colored dark gray. The color of each concrete column indicates its design status as follows:Light Blue – Column is not ready for design. Check that Bar Patterns are created andassigned and that there are load combinations defined.Yellow - Column is ready for design.Green – Column was designed and passed all design checks.Blue – Column design passed and the design was frozen.Red – Column was designed and some design errors were reported. The warnings can beviewed in the View/Update dialog box or in the Column Design Report. If a column isfrozen but has some design warnings it will be colored red to indicate that design warningswere found.

Note: Once a design is performed on a column line, all columns in the column line will becolor-coded to indicate their new design status. Columns are repainted on a column-by-column basis according to their individual status.

InteractionColors

The Interaction Colors indicate the magnitude of the design load capacity equation results,with blue indicating a lightly stressed column and red indicating failure, with gradations ofcolors representing stress levels in between. The Interaction Colors are determined and madeavailable when the Process – Design All command is invoked.

RAM Concrete Column Menus and CommandsView


3.14 Exiting Concrete Column Design ModeThe Mode menu or drop-down combo box on the toolbar can be used to exit the Concrete Column Design modeand navigate to another RAM Concrete mode.The File – Close command is used to exit RAM Concrete. Issuing File – Close will return the user to the RAMManager.

RAM Concrete Column Menus and CommandsExiting Concrete Column Design Mode


4ACI Technical Notes

In the design of a structure a great number of decisions must be made. What is acceptable to one engineer maynot be acceptable to another. It is crucial that the user understands the decisions and assumptions being madeby the RAM Concrete Column Design module. If these are not appropriate for the specific conditions of aparticular building, the user should augment or replace the results from RAM Concrete with those of some othertool.The purpose of the Technical Notes is to explain the assumptions and methodology of the RAM Concrete ColumnDesign. Every effort has been made to include a discussion of significant decisions and assumptions made by theprogram. Generally, if there is any question as to how the Column Design mode handles a particular condition, asmall model can be quickly created and analyzed, and the results verified with hand calculations.The RAM Concrete Column Design has been extensively tested and used. It is impossible, however, to anticipateevery possible configuration that could be encountered by the program. Ultimately the engineer is responsiblefor the safety and adequacy of the building's design.If ACI 318 is selected as the design code in the concrete analysis module then design is based on therequirements of the concrete design specifications published by the American Concrete Institute in ACI 318. Theimplementations of the sections of the code accounting for the design of concrete columns are subjected tocertain assumptions and limitations as outlined in the Technical Notes. For ACI unless otherwise noted allreferences to sections and equations are from ACI 318-99.

4.1 Symbols and TerminologyThis section presents a table of symbols and variables referenced by the ACI 318 design codes.

Symbol Description

Ac Area of concrete in compression (inside the Whitney compression-block)Ag Gross area of sectionAs Reinforcing steel areaAv Shear Reinforcing steel areaa Depth of equivalent rectangular stress block as defined in ACI 10.2.7.1


Symbol Description

b Total Section WidthLength of critical section in compression

C Column section maximum compression capacityCc Compression force in concreteCs Compression force in reinforcement bard Distance from the top of compression surface to center of the flexure reinforcement

perpendicular to that direction of the shear planedb Nominal diameter of reinforcement barEc Concrete modulus of elasticityEs Reinforcement steel bar modulus of elasticityFs Individual reinforcement stressf'c Concrete max permissible stressfct Average splitting tensile strength of lightweight aggregate concrete (psi units)fy Reinforcement stress capacity (psi units)h Total section depthk Effective length factor of columnLc Distance from Neutral Axis (N.A.) to maximum concrete compression fiberLs Distance from Neutral Axis (N.A.) to center of reinforcement bar being consideredlc Length of compression member in a frame, measured from center to center of the joints in

the frameld Reinforcement bar development lengthMs Moment capacity contribution of reinforcement bars to section capacityMc Moment capacity contribution of concrete to section capacityMn Nominal moment capacity of concrete sectionMu Factored ultimate moment on sectionMθ Moment about a given angle. Calculates as Mmaj

2 + Mmin2

ACI Technical NotesSymbols and Terminology


Symbol Description

P Section compression capacity for given neutral axis and compression sidePb Balanced compression capacityPn Nominal axial capacity of concrete sectionPu Factored ultimate axial on sectionTc Torsional capacity of concrete sectionTs Tension force in reinforcement barTu Factored ultimate torsion on sections Reinforcement spacing

Vu Factored ultimate shear force on sectionVs Shear reinforcement capacityVc Concrete section shear capacityϕc Concrete compression capacity reduction factor

ACI 318-99: 0.70 for ties, 0.75 for spiralsACI 318-02: 0.65 for ties, 0.70 for spirals

ϕb Flexure capacity reduction factor of concrete (0.90 for ACI 318-99)ϕT Torsional capacity reduction factor of concrete (0.85 for ACI 318-99, 0.75 for ACI 318-02)ϕs Shear capacity reduction factor of concrete (0.85 for ACI 318-99, 0.75 for ACI 318-02)δc Actual concrete density usedρ Reinforcement ratio of sectionρb Balanced reinforcement ratioεc Concrete max permissible strainΨ Ratio of ΣEI/lc of compression members to ΣEI/l of flexure members in a plane at one end

of a compression member

ACI Technical NotesConcrete Modulus of Elasticity


4.2 Concrete Modulus of ElasticityThe Concrete Modulus of Elasticity is calculated using the following equation assuming the concrete weight isbetween 90 and 155 pcf.

Ec = wc1.533 f ′

cACI 8.5

4.3 SlendernessYou can choose to consider slenderness by selecting the option in the Criteria Analysis dialog of the ConcreteAnalysis mode (see the Concrete Analysis manual). Where the slenderness option is selected, the programconsiders the sidesway, effective length factor, and unbraced column length, to calculate the slendernessmoment magnification factor for each design data point.

4.3.1 Sidesway

For each column, you can set global criteria or directly assign a sway (unbraced) or non-sway (braced)designation to each column axis in the Analysis Mode (See RAM Concrete Analysis Manual). This sway setting isused to determine if the program will consider moment magnification per ACI 10.12 for non-sway frames or perACI 10.13 for sway frames.

4.3.2 K-Factor

For each column, you can set global criteria or directly assign a K-Factor designation to each column axis in theAnalysis Mode (See RAM Concrete Analysis Manual). In both cases, you can specify either a specific K value, orselect to use the nomograph to calculate the K-Factor for a particular axis.Note: Where the nomograph is selected for sway columns the program will calculate the effective length factoraccording to the nomograph in Section 10.12 of the ACI. The K-Factor for sway frames will be limited to a valuelarger than or equal to 1.0 when the Nomograph is selected in the Criteria > KFactor dialog box. For non-swaycolumns the simplified formula, presented below and described in ACI R10.12, is implemented.

k = 0.7 + 0.05(ΨA + ΨB) ≤ 1.0 ACI R10.12.1 (A)k = 0.85 + 0.05Ψmin ≤ 1.0 ACI R10.12.1 (B)

whereΨ = ratio of Σ(EI/lc) of compression members to Σ(EI/l) of flexure members

in a plane at one end of a compression member.The full centerline member distances are used when calculating effective length (per ACI definition of length inthe nomograph footnote).Some issues to be aware of related to how the program calculates Ψ and effective length factor K are as follows:

ACI Technical NotesSlenderness


ψ is limited to 10.0 for columns when there are no beams framing in, or when only pinned end beams areframing in; this limits K to a value of 3.0, rather than the theoretical value of infinity. Note that gravity concretebeams with beam line numbers assigned will be assumed fixed to the supporting columns for the purposes ofthese calculations. Gravity concrete beams without beam line numbers will be assumed pinned for K factorcalculation.Ψ is limited to 1.0 at the bottom of the column if it is assumed fixed at its base.The cracked section factors are applied to all section properties per 10.12.1 for the calculation of Ψ.Columns that are pinned top and bottom are given K-factors of 1.0.Beams that frame into a column axis at an angle larger than 80 degrees are not considered when calculating Ψfor that axis of the column.

4.3.3 Moment Magnification

To calculate the appropriate moment magnification factor (if any) to apply to a specific design data point thefollowing logic is implemented by the program, all code references are to ACI 318-02:



Start

Sway Column ?

10.13.2klu/r < 22

10.13.5 (10-19)lu/r > 35.0 /sqrt(Pu/

f'cAg)10.12.3.2M2 = max [ M2,

Pu(0.6 + 0.03h) ]

10.12.3 (10-12)EI = 0.4 Ec Ig /

(1+ Bd)

10.12.3 (10-10)Pc = Pi^2 EI /

(klu)^2

10.12.3 (10-9)Lamda NS = max[ Cm /

1-(Pu/0.75Pc), 1.0]

10.12.2 (10-8)klu/r <= 34 -12 (M1/M2)

Lamda NS = 1.0

Lamda NS = 1.0

1 1

1

10.12.3 (10-8)Mu = Lamda NS x M2

Yes

YesNo

No

Yes

No

No

Yes

1

End

10.12.3.1 (10-13)Cm = max [ 0.6 + 0.4M1/M2, 0.4 ]

Figure 9: Determination of Moment Magnification

βd (For Non-Sway frames) = Ratio of factored axial dead load force to the full axial force in the column for thespecific design data point.βd (For Sway frames) = 0.0 (assumed no sustained lateral force is part of the load combination).To ensure the largest moment magnification factor per ACI 10.12.3 (10-8) δns is calculated, the column designpoints are pattern loaded (assumed to occur in pairs) as shown below. This ensures that the column is in singlecurvature for the calculation of C m for ACI 10.12.3.1, so as to produce the largest C m value. It also produces thelowest limit to require a slenderness check for non-sway frames per ACI 10.12.2.

The sign convention for column forces is illustrated in the figure below.



Mminor

Mminor

T

T

P

P

Mmajor

Mmajor

Vmajor

Vmajor

Vminor

Vminor

Top

Bottom

Figure 10: Sign convention for column forces

The following patterns of design points (see Design Forces (on page 11)and the Concrete Analysis Manual for anexplanation of design points in a skip loaded column) are applied simultaneously to produce the largest Cmvalue (single curvature for ACI 10.12.3.1) and the lowest slenderness limit for non-sway frames (ACI 10.12.2).Table 4:

Pattern Top Data Point Bottom Data Point

1 Max Mmajor Positive Top Max Mmajor Positive Bot2 Min Mmajor Negative Top Min Mmajor Negative Bot3 Max Mminor Positive Top Max Mminor Positive Bot4 Min Mminor Negative Top Min Mminor Negative Bot

ACI Technical NotesGeneration of Column Interaction Capacity


4.4 Generation of Column Interaction CapacityRAM Concrete Column uses the dead load and live skip loading results from Concrete Analysis in conjunctionwith the RAM Frame lateral analysis results, where applicable, to create a set of design points for each columnusing the defined load combinations. These design points are a set of Axial Forces, Major Moments, MinorMoments, Major Shears, Minor Shears and Torsion at the top and bottom of the column for each loadcombination and pattern (see Section 2.3.4 (on page 11)).The column capacity is based on a biaxial interaction surface that identifies the Major and Minor Moment limitsfor any given axial load.

4.4.1 Maximum Column Axial Capacity

The maximum axial compression capacity of the column is limited to:ϕbPn(max) = 0.85ϕc[0.85f'c(Ag - As) + fyAs] Equation ACI 10-1

The maximum axial tension capacity of the column is calculated using only the reinforcement capacity:ϕbPn = ϕbfyAs

4.4.2 Column Flexural Capacity

Capacity points on the interaction surface are calculated using the reinforcement force and concrete sectioncompression force assuming a C.S. Whitney Equivalent Rectangular Stress Distribution as outlined in ACI 10.2.7.

P = Cc + Cs + Ts Equation 4-2Reinforcement tension force is:

Ts = -ΣFsAswhere

Fs =εcEs

L sL c

≤ f y Equation 4-3

Reinforcement compression force is:Cs = Σ(Fs - 0.85f'c)As Equation 4-4

Concrete compression force is:Cc = 0.85f'cab Equation 4-5

wherea = As f y

0.85 f ′cb

Equation 4-6

Section moment capacity is:M = Ms + Mc Equation 4-7Ms = ΣTsLs + ΣCsLs Equation 4-8Mc = CcLc Equation 4-9



Cs = Σ(Fs – 0.85ƒ 'c)As

α = β1c

Ts = ΣFsAs

Lc

Ls

h

b

d

N.A.

Figure 11: Whitney equivalent stress distribution

The above calculation is performed for the major and minor direction of the column section, as well as allintermittent angles at the specified increment. The result is a full 3-D interaction surface. The interaction surfacebetween the major and minor directions is calculated explicitly and is not based on an approximate method likethe PCA Method outlined in Reference # 4.The interaction surface is then reduced by the following factors:

For ϕcPn(max) ≥ Pu > 0.10f'cAg ACI-9.3.2.2If fy ≤ 60 ksi and (h - d - ds)/h ≥ 0.70 ACI-9.3.2.2then when 0.10f'cAg ≥ Pu ≥ 0.0, ϕ is linearly increases from ϕc to ϕb

Otherwise when:min(0.10f'cAg, ϕcPb) ≥ Pu ≥ 0.0 ACI-10.3.3ϕ is linearly increases from ϕc to ϕb

For Pu < 0.0, ϕ = ϕb = 0.90

4.4.3 Interaction Diagram Check

Each data point is checked against the interaction surface to confirm that it is inside the surface. The factoredmoments Mu major, Mu minor are converted to Muθ = Mumajor

2 + Muminor2 and checked against the interaction

surface at the angle θ = tan −1(Muminor / Mumajor)

The load to capacity ratio Ld/Cap is calculated in one of two ways based on the axial load.When Pu > min (0.1f'cAs, ϕcPb)Ld/Cap = max(Pu/ϕcPn max, Muθ/ϕcMnθ)When Pu ≤ 0Ld/Cap = max(Pu/ϕbPn min, Muθ/ϕbMnθ)

whenmin(0.1f'cAs, ϕcPb) > Pu > 0

ϕ is linearly increases from ϕc to ϕb



Figure 12: Column Interaction Diagram at Angle θ

4.4.4 Longitudinal Reinforcement Spacing

The longitudinal reinforcement spacing limit is checked using:smin = min(1.5db, 1.5 in.) ACI-7.6.3

smax does not have a code limit other than the requirements for bracing using ties.The user defined spacing limits may control if they are more restrictive than the code prescribed limits.

4.4.5 Longitudinal Reinforcement Ratio

The area of longitudinal reinforcement is subject to the following limits:0.01 ≤ ρ ≤ 0.08 ACI-10.9.1ρ ≤ 0.75ρb when ϕPn ≤ min(0.10f' cAg, ϕPb) ACI-10.3.3

whereρb =

0.05β1f ′

cf y

87, 00087, 000 − f y

ACI-10.3.2β1 =

0.85 − 0.05f ′

c − 4, 0001, 000

limited by 0.65 ≤ β1 ≤ 0.85ACI-10.2.7.3

Note: The design check does not account for the final provision of ACI 318-95 and 99, Section 10.3.3, whichallows the reinforcement in compression to not be reduced by 0.75. This will cause some columns to have aDesign Warning generated because all the reinforcement in the column is reduced by the 0.75 factor. In mostcases the engineer will be able to make a judgment on whether at least one side of the reinforcement will be incompression (which in most cases is a valid assumption), in which case a quick hand calculation will confirmthat the provision of 10.3.3 will be met and the Design Warning can be disregarded.

ACI Technical NotesShear Design


4.5 Shear DesignThe nominal shear capacity of a column section is defined as:

Vn = Vc + Vs Equation ACI 11-2

4.5.1 Concrete Shear Capacity

The shear capacity of the concrete portion of the column is calculated using one of the following:For members subject to shear and flexure only:

Vc = 2 f ′cbwd Equation ACI 11-3

For members subject to axial compression:

Vc = 2(1 +Nu

2, 000Ag) f ′

cbdEquation ACI 11-4

whereNu = taken as the factored axial load on the column that acts simultaneously

with Vu and does not account for effects due to creep and shrinkage.For members subject to axial tension:

Vc = 0

If lightweight concrete is specified and fct is defined, fct/6.7 will be used instead of f ′c as long as fct/6.7≤ f ′

c

per ACI 11.2.1.1. When fct is not specified then 0.75 f ′c is used instead of f ′

c per ACI 11.2.1.2

4.5.2 Reinforcement Shear Capacity

The shear capacity is checked along the column in both the major and minor directions. Shear reinforcement isprovided for columns at all locations where:

Vu >ϕsVc

2ACI 11.5.5.1

Shear reinforcement is taken to be provided by reinforcement ties with a user-defined number of legs in bothdirections.Shear reinforcement capacity is calculated as:

Vs =Av f yd

sEquation ACI 11-15

Which is limited by:Vs = 8 f ′

cbd ACI 11.5.6.9

The shear capacity ratio in each direction is taken as:Ld/Cap = Vu/ϕsVn From ACI-10.9.1



4.5.3 Minimum Shear Reinforcement

The minimum shear reinforcement area for ACI 318-99 is:

Av,min = 50bws

f y

Equation ACI 11-13

The minimum shear reinforcement area for ACI 318-02 is:

Av,min = 0.75 f ′c

bws

f y

Equation ACI 11-13

But shall not be less than:

Av,min = 50bws

f y

4.5.4 Shear Reinforcement Spacing Limits

Spiral ReinforcementShear reinforcement center-to-center spacing limits for spirals:

s ≤ 3 in. + dbTrans ACI 7.10.4.3The maximum center-to-center spacing of spirals is also checked using ACI-318 99, Eq 10-6 in section 10.9.3,which is reformulated to calculate the maximum spacing using PCA Notes on ACI 318-99, Ex 11.4 page 11-26:

s =Asπ(Dc − Ds)

Acρs

whereρs =

0.45( AgAc

− 1) f ′c

f y ACI-318 99 Eq. 10-6

As = Spiral reinforcement areaAc = Column core area enclosed by outside diameter of spiralDc = Core diameter = column diameter - 2 x spiral diameterDs = Spiral reinforcement diameter

4.5.5 Tie Reinforcement

Shear reinforcement center-to-center spacing limits for ties:s ≤ 16dbLong ACI 7.10.5.2s ≤ 48dbTrans

s ≤ Minimum Column Dimension



4.5.6 Design of Circular Ties

The ACI code makes a distinction between rectangular or circular ties and spiral reinforcement. In some casescircular ties follow the requirements for rectangular ties and in other cases they follow the requirements ofspiral reinforcement.All of the design requirements for circular ties have been outlined in other parts of the RAM Concrete ColumnDesign manual. Where the ACI code does not specifically mention circular ties, the circular ties will be controlledby the provisions of rectangular ties.

4.5.7 Calculation of Actual Bar Spacing

Bar spacing is checked to make sure it is within the code limits. For the transverse bar sets along the length ofthe column the spacing is taken as:

s = Bar Set LengthTotal Number of Bars

Equation 4-10

4.5.8 Transverse Bar Size

The minimum size of bars used as transverse reinforcement is limited as follows:For spiral reinforcing, db≥ 3/8in ACI-7.10.4.2For tie reinforcing,db≥0.375 in. for #10 and smaller diameter long bars ACI-7.10.5.1db≥0.50 in. for #11 and larger diameter long bars

When the transverse bar diameter is smaller than the code limit a design warning will notify the user.

4.5.9 Transverse Bar

Per ACI-11.11.2, for all lateral columns and gravity columns that do not have beams of the same depth framinginto all sides of the column, an additional transverse reinforcement segment will be created. This transversesegment will be the same size as the deepest beam and rounded to the user defined Transverse Segment SpacingIncrement that is entered in the Design Criteria dialog. The reinforcement for this top segment must be no lessthan that prescribed by Equation ACI-11.13.

4.6 Column Torsion CheckThe torsion check is provided to identify columns that require torsion reinforcement.Torsional reinforcement is not required when:

ACI Technical NotesColumn Torsion Check


Tu < ϕ f ′c( Acp

2

pcp) = ϕT Tc

ACI 11.6.1

whereAcp = hbpcp = 2(h + b)

In addition, if the beam/column has axial load an additional check is performed:Tu < ϕTn ACI 11.6.1(c)

Tn = f ′c( Acp

2

pcp ) 1 +Nu

4Ag f ′c

If Nu

4Ag f ′c

< − 1 then Tn = 0.0

ACI 11.6.2.1 states that whenϕTTc ≥ Tu torsional reinforcement is required in accordance with ACI 11.6.3through 11.6.6. The torsion check will generate a design warning when torsion reinforcement is required.Note: ACI 11.6.3.1 is not checked for columns to see if the column cross-sectional dimensions will permittorsional reinforcement.

4.7 Seismic ProvisionsBoth the Intermediate and Special Moment Frame design as specified in ACI 318-99, Chapter 21 have beenimplemented. The concrete beam and column optimization and design check attempt to satisfy all the relatedcode sections that have been implemented as outlined below. Due to the intricacies of the special provisionsection, in some cases the optimization may not produce an acceptable design and will identify one or moredesign warnings. In such cases there are a number of ways to eliminate the design warnings. These includechanging the design criteria, changing member sections, or manually redefining the reinforcement.The engineer will find a number of sections in Chapter 21 that have not been implemented. In most cases this isbecause these sections relate to detailing and are outside the scope of the program.

4.7.1 Frame Type Selection

One of three frame types can be specified for the design of concrete beams and columns: Ordinary MomentFrames (OMF), Intermediate Moment Frames (IMF), and Special Moment Frames (SMF). The Frame Type isselected from the Frame Type option under the Criteria menu and is applied to all the lateral members in thestructure. The gravity members are always designed as OMF. Similar to the Load Combo Generator, the selectionof the frame type in either the beam or column mode will change the option for both modes.When the IMF or SMF option is selected the user has three options for the gravity dead and live load factors usedto calculate the minimum shear capacity of the beams. This is due to a discrepancy between the ACI-318 99 andcertain building codes such as UBC 97. Per the ACI commentary in R21.10, the ACI factors for IMF and SMF aretaken from Equation 9-2 with the lateral loads ignored.

ACI Technical NotesSeismic Provisions


4.7.2 Intermediate Moment Frame

In the following section all code references are for ACI 318-99 unless otherwise noted. The subscripts l and r areused to denote the left/start and right/end of the beam span, respectively. Similarly, t and b denote top andbottom of column. Variables that are not explicitly defined below are defined in Chapter 3 of the Concrete Beamand Concrete Column manuals.

Lateral System Beams• 21.10.3 (b) Shear Capacity - The beams are designed to meet the larger of the analysis shear load Vu and the

limiting shear induced at the end of the beam based on the member's nominal moment capacity Mn asoutlined in R21.10.3

Vuel = (Mnl− + Mnr

+ ) / ln + Vu_max_l and

Vuel = (Mnl+ + Mnr

− ) / ln + Vu_max_l

Vuer = (Mnl− + Mnr

+ ) / ln + Vu_max_r and

Vuer = (Mnl+ + Mnr

− ) / ln + Vu_max_rwhere

ln = Clear span lengthVu_max = End shear from factored gravity loads on beam using the load combo

factors selected in the Frame Type dialog boxM-

n = Unfactored section negative moment capacity (ϕ = 1)The assumption is made that there is uniformly varying shear in between the ends of the beam. An additionalshear diagram is created using the largest Vuel for the left shear and Vuer for right shear which aresuperimposed onto the shear envelope that was generated from the regular load combinations using theanalysis shears. See the following figure.

• 21.10.4.2 Stirrup layout - Stirrups must be provided starting 2 inches from the face of the support to adistance of 2h.Stirrup Spacing limits:a. d/4b. 8db for the smallest longitudinal barsc. 24db of stirrupsd. 12 in.

• 21.10.4.3 - The remainder of the span must have stirrup spacing of no more than d/2.• 21.10.4.1 - Positive moment capacity at support face must be larger than 1/3 of the negative moment

capacity at that same face.• 21.10.4.1 - The negative and positive moment strengths at any point along the clear beam span must be at

least 1/5 of the maximum moment strength (the greater of either the negative or the positive momentstrength) provided at either face.



Note: In some extreme cases the optimization will not be able to reinforce the beam to meet the provisions of21.10.4.1 . In that case the View/Update dialog should be used to manually increase the reinforcement tosatisfy the minimum capacity requirements.

Beam Design ReportFor lateral beams some additional report information is provided to help check the design of IMF members. Atthe start and end of the span Mn, Vu gravity due to the gravity loading on the single span and final design Vu arereported. If the user is interested in the required shear capacity due to the analysis only without consideration ofVue, the Frame type should be changed to OMF and the design rerun.

Lateral System Columns21.10.2 Design as column or beam - If the largest axial column load from all the design data points on a on acolumn with a tie bar pattern group is less than Agf' c/10, a design warning will be generated indicating thecolumn should be designed as a beam.Note:

1. The option to check the maximum axial load for column design can be turned off by selecting the properoption under the Design Check tab in the Design Criteria dialog.

2. Columns with spiral reinforcement satisfying ACI 318-99 Eq. 10-6 do not need to satisfy any of the provisionsof section 21.10.5. If a spiral reinforced column does not meet Eq. 10-6 a design warning regardingreinforcement ratio is generated.

• 21.10.3 (b) - The column Shear Capacity is required to meet the larger of the analysis shear load Vu and thelimiting shear induced at the end of the column based on the members nominal moment capacity Mn asoutlined in R21.10.3

Vuet = (Mnt + Mnb) / ln, Vueb = (Mnt + Mnb) / ln - Major direction

Vuet = (Mnt + Mnb) / ln, Vueb = (Mnt + Mnb) / ln - Minor direction

It is assumed that there is uniformly varying shear between the top and bottom of the column. An additionalshear diagram is created using the largest Vuet for the top shear and Vueb for bottom shear superimposedonto the shear envelop that was generated from the regular load combinations using the analysis shears. Thisis similar in concept to Figure 4-6 - Shear Diagrams. Mn is calculated using a reduction factor of 1.0 and thevalue is based on the design data point that has the correspondingly largest Mn capacity for the major andminor axis.

• 21.10.5.1 – For tie bar pattern groups, ties must be provided at both ends of the member, maximum tiespacing shall not exceed so over a length of l0 measured from the bottom face of the deepest beam where so isthe smaller of:Tie Spacing limits:a. 8db for the smallest longitudinal barsb. 24db of tiesc. 1/2 of the smallest cross-sectional dimension of the memberd. 12 in.Where l0 is at least the larger of:a. 1/6 of the clear span



b. Maximum cross-sectional dimension of the memberc. 18 in.

• 21.10.5.4 - Outside of the l0 reign tie spacing cannot be larger than 2so.

ACI-318 02 Provisions• Section 21.12.5.2 - When shear reinforcement is required hoops must now be used instead of regular

stirrups.• Section 21.12.5.4 - Outside of length lo transverse stirrup spacing will conform to 7.10 and 11.5.4.1 instead of

2So in ACI 318-99 code.

Column Design ReportFor lateral columns some additional report information is provided to help check the design of IMF members.Mn, and Vu are reported. If the user is interested in the required shear capacity due to the analysis only, withoutconsideration of Vue, change the Frame type to OMF and rerun the design.

4.7.3 Special Moment Frame

Lateral Concrete ColumnsGeometricPropertiesCheck

21.3.1.1 If maximum axial load from all the design data points for the column is less thanAgf' c/10 a design warning is generated because the member should bedesigned as a flexural member and not an axially loaded member. When thissituation occurs the only way to resolve it are to use engineering judgment tosee if it is a valid concern for the given situation or to reduce the size of thecolumn or its capacity at that location. In RAM Concrete Column there is no wayto force a column to be designed as a beam. However, in the Design Criteriadialog box on the Design Checks tab there is an option to skip this check duringthe design process if desired.Note: The option to check the maximum axial load for column design can beturned off by selecting the proper option under the Design Check tab in theDesign Criteria dialog.

21.4.1.1 The column section shortest dimension cannot be less than 12 in.21.4.1.2 Ratio of short to long dimension cannot be less than 0.4

FlexuralReinforcement

21.4.3.1 The long reinforcement ratio is limited to between 0.01 and 0.06 rather than upto 0.08.

Shear Design 21.3.4 The column shear capacity is designed to meet the larger of the analysisfactored shear load Vu and the limiting shear induced at the end of the columnbased on the members probable moment capacity Mpr as outlined in R21.3.4.1

Ve =(M pr

± )t + (M pr∓ )b

ln



whereMpr = the max moment capacity

(using ϕ = 1.0 and 1.25 Fy) for agiven axis for all design pointsbeing considered.

However, the value Ve need not be larger than the probable moment capacity ofthe beams framing into the column in a given direction.When beams frame into the column:

M pr = min (M prc, M prg)where

Mprc = Column probable momentcapacity

Mprg = Beam/girder probablymoment capacity

This Mpr value is calculated for the top and the bottom part of the column.The distribution of Mprg to the column is proportional to EI/l of the columnsabove and below the joint. The program estimates an Split factor to distributethose moments to the column considering the EI/l ratio of the column aboveor below the joint.

(M prg)t = (ΣM prlg± + ΣM prrg

∓ ) × split top(top)

(M prg)b = (ΣM prlg± + ΣM prrg

∓ ) × splitbottom(bottom)

whereSplittop = EaIa

lnaEaIalna

+EbIblnb

Splitbottom = EbIblnb

EaIalna

+EbIblnb

Ea = Concrete modulus ofelasticity (Column abovethe joint)

Eb = Concrete modulus ofelasticity (Column belowthe joint)

Ia = Moment of Inertia(Column above the joint)

Ib = Moment of Inertia(Column below the joint)

lna = Clear span length(Column above the joint)



lnb = Clear span length(Column below the joint)

This calculation is done separately for the major and minor axis of column.Note: Usually the Vu_beams limit controls the design.The assumption is made that there is uniformly varying shear in-betweenVe_top and Ve_bottom. An additional shear diagram is created using the Ve forthe top and bottom of the columns which is superimposed onto the shearenvelope that was generated from the regular load combinations using theanalysis shears.

21.4.4.1a)

Spiral and circular hoop reinforcement must not be less thanρs = 0.12 f'c / fyh Eq (21-2)

or

ρs = 0.45( AgAc

− 1) f ′c

f hy

Eq (10-6)

whereAc = Area of concrete confined by

hoop or spiral reinforcement21.4.4.1b)

For rectangular hoop reinforcement the total area cannot be less than:

Ash = 0.3(sh cf ′

cf yh

)( AgAch

− 1) Eq(21–3)

Ash = 0.09sh cf ′

cf yh

Eq(21–4)

21.4.4.2 Maximum hoop spacing shall not exceed so over a length of l0 measured fromthe face, where so is the smaller of:a. 1/4 of the smallest cross-sectional dimension of the memberb. 6 times the diameter of the smallest longitudinal bar,c. Sx = 4 + [(14 - hx)/3]

6 ≥ sx ≥ 4

Wherel0 is at least the larger of:a. Maximum cross-sectional dimension of the member, andb. 1/6 of the clear span,c. 18 inches.For the top segmentl0 is measured from the bottom of the deepest beamframing into the column.

21.4.4.6 For the remainder of the length the hoops shall be placed with a spacing of notmore than 6 in and 6 times the diameter of the smallest longitudinal bar.



21.4.5.2 Vs must take full shear along the length l0 when Vu > Ve/2 and max axial loadfrom all load combinations < Ag f’c / 20 similar to SMF beam.Notes:

1. Using max axial from all load combinations.2. This design constraint may produce two similar shear bar sets in the same

column spans with different shear capacities even though the transversereinforcement bar size and spacing are identical. This is due to the fact thatthe capacity for one segment may include the concrete shear capacitybecause Vu is small enough and for the other segment it will not includethe concrete shear capacity because Vu is too large.

Joint Capacity Check Strong Column/Weak Beam21.4.2 The total column moment capacity at a joint is checked against that of the beams framing into the joint.

Mct+ + Mcb

− ≥ 65 (ΣMnlg

+ + ΣMnrg− ) Eq 21-1

Mct− + Mcb

+ ≥ 65 (ΣMnlg

− + ΣMnrg+ )

whereMct, Mcb = Max moment capacity of the top and bottom

columns at the smallest axial load in the givendirection.

M±nrg, M

±nlg

= Nominal moment capacity of the left and rightends of the girders /beams framing into the joint.

For both the major and minor axis of the column, the equations above are checked and a designwarning is generated for the column below if the check does not pass.Note: Currently the cantilever end of beams is not considered at all in the joint capacity check. It isassumed that no beam exists at that end. This assumption may be changed / improved in futurepatches.

Column Design ReportFor lateral columns some additional report information is provided to help check the design of SMF members.



Figure 13: Strong column-weak beam check in design report

For the column above the story level and the column at (shown below) the story the nominal moment capacityMn, Probable moment capacity Mpr and the calculated minimum required shear capacity Ve are shown.For the column at the story level the moment capacity of the beams framing into the top and bottom of thecolumn are reported for joint rotation in the clockwise (cw) and counter-clockwise (ccw) directions. See Figuresbelow. The value of Mn for beams and columns is calculated using ϕ = 1.0 and 1.25 Fy.

Clockwise Moment at column Joint Counterclockwise Moment at column Joint

The column versus beam flexural capacity, the strong column/ weak beam check, is reported for the major andminor direction of the column.



Joint Shear Check at Column TopFor SMF design there are a number of requirements related to the beam column joint. These checks have beenimplemented in the column design mode because if the checks fail the most practical way to satisfy the coderequirements may be to increase the column section size.The joint shear capacity check is performed as an independent check and is not part of the main design process.This is to allow the engineer to check if the joint section dimensions are acceptable before designing the columnreinforcement.

Icon Description

The option is invoked by selecting the SMF Joint Shear Check from the Column Processmenu or by pressing the button on the toolbar. Color coded joints at the tops of lateralcolumns will be shown. Green - check passed, Red - check failed and Light Blue - datamissing or some beams framing into column were not designed. Once the option isinvoked the pointer automatically changes to a target so a joint can be selected.

• 21.5.3.1- The total shear strength of the joint shall not be greater than the following forces for normal weightconcrete:

Joint confined on all 4 sides ϕVc = 0.85(20) f ′cA j

Joint confined on 3 or 2 opposite sides ϕVc = 0.85(15) f ′cA j

Otherwise ϕVc = 0.85(12) f ′cA j

The beam framing into the joint face is considered to provide confinement if 3/4 of the joint is covered bythe member.f'cfor the column below the joint (column at story) is used to calculate the shear capacity.

• 21.5.3.3 - For lightweight concrete the values in 21.5.3 must be multiplied by 3/4.Shear from beam bending capacity on column:

vh 1 =NumColumnsAtJoint( M pr left

+ + M pr right-

2)

AverageOfColumnHeightAboveAndHeightBelow

vh 1 =NumColumnsAtJoint( M pr left

- + M pr right+

2)

AverageOfColumnHeightAboveAndHeightBelow

Vh = max(Vh1,Vh2)Total shear in joint from beams is the max of:

Vu = T1 + T2 - Vhwhere

T = 1.25AsFy for the top or bottom reinforcement



T2

T2

M+pr M-pr

T2

T2

M

M

Vh

Vh

Figure 14: Joint Shear Check

Notes:

1. If there are a number of beams framing into the column face the wider beam are used for the check. If beamsof the same width are framing into a column the one with the largest sum of M+

pr+ M-pr is used.

2. Currently the cantilever end of beams is not considered at all in the joint shear check. It is assumed that nobeam exists at that end. This assumption may be changed / improved in future patches.

SMF Joint Shear Check ReportThe Joint Shear Check report is designed to provide all of the beam and column data that would be required toperform the check.All of the data in the report can also be found in the beam and column design reports. It is provided in this reportfor convenience. The column Face IDs diagram under the Column Properties at Joint section is used to referencethe location of the beams framing into the column for the Beam Properties at Joint section.



Figure 15: Sample Joint Shear Check Report

4.8 ACI-318 2008The ACI 318-08 design code implementation in RAM Concrete Column utilizes the majority of the design logiccontained in the ACI 318-05 code, as is the case with the design code itself. This section documents changesmade to the implementation from ACI-318-05 to ACI 318-08; specifically, additional checks required by thenewer design code, modifications to existing sections, and design checks that are no longer necessary in thenewer code.Note: Unless otherwise noted, the code sections listed in the chapter sections below refer to ACI 318-08 sections.

4.8.1 Modification Factor for Lightweight Concrete

A modification factor, λ, has been added to all strength equations within ACI 318 that contain the term f ′c .

This parameter is discussed in detail in Section 8.6.1 of ACI 318-08. Section 8.6.1 replaces Section 11.2 in the2005 edition of the code. As a result, all sections after 11.2 in ACI 318-08 are now decremented by 1 (e.g., 11.4 in'05 is 11.3 in '08).The parameter λ accounts for the lower tensile strength of lightweight concrete.

λ = 1.0 for normal weight concreteλ = 0.85 for sand-lightweight concreteλ = 0.75 for all-lightweight concrete

Linear interpolation is allowed between these values as discussed in Section 8.6.1.

ACI Technical NotesACI-318 2008


Note: The new expression results in no difference in the calculated strength values compared to the 2005 editionof the code.As a result of the addition of the λ parameter, the form of several concrete shear strength equations has changedin ACI 318-08. Changes to the most basic equations are shown below.

Vc = 2 f ′cbwd Equ (11-3) in ACI 318-05

becomesVc = 2λ f ′

cbwd Equ (11-3) in ACI 318-08

Vc = 2(1 +Nu

2, 000Ag) f ′

cbwdEqu (11-4) in ACI 318-05

becomes

Vc = 2(1 +Nu

2, 000Ag)λ f ′

cbwdEqu (11-4) in ACI 318-08

Vc = (1.9 f ′c + 2, 500ρw

VudMu

)bwdEqu (11-5) in ACI 318-05

becomes

Vc = (1.9λ f ′c + 2, 500ρw

VudMu

)bwdEqu (11-5) in ACI 318-08

4.8.2 Reorganization of Slenderness Provisions

Provisions covering slenderness effects in compression members are provided in Section 10.10. In the '05edition of the code these provisions were covered in Sections 10.10 through 10.13. There is minimal change tothe actual content of the provisions and the same analysis results will be obtained for both the '05 edition andthe '08 edition.

4.8.3 Modifications to Seismic Provisions

There are two substantial changes that have been made to Chapter 21 in ACI 318-08. First, the sections ofChapter 21 have been reorganized so that the requirements for “ordinary”, “intermediate”, and “special” systemsare presented in this respective order throughout the chapter. As a result, the numerical section correspondingto a given provision has changed for the majority of the sections. Second, the concept of a seismic designcategory has been introduced to the provisions. The individual provisions of Chapter 21 that a building mustsatisfy are now dependent on both the structural category (ordinary, intermediate, or special) and the seismicdesign category.The following table provides a summary of the code sections a building must satisfy based on frame type.



Table 5: Required Chapter 21 Code Sections by Frame Type

Frame Type Applicable Code Sections

OMRF 21.2IMRF 21.3SMRF (cast-in-place) 1.3 through 21.1.7

21.5 through 21.7SMRF (precast) 1.3 through 21.1.7

21.5 through 21.8OSW NoneISW (precast) 21.4SSW (cast-in-place) 1.3 through 21.1.7

21.9SSW (precast) 1.3 through 21.1.7

21.10

The following table provides a summary of the code sections a building must satisfy based on seismic designcategory.Table 6: Required Chapter 21 Code Sections by Seismic Design Category

Seismic Design Category Applicable Code Sections

A NoneB 21.1.2C 21.1.2, 21.1.8D, E, and F 21.11 through 21.13

4.8.4 Provisions for Members not Designated as Part of the Seismic-Force-Resisting System

Section 21.13 specifies requirements for members not designated as part of the seismic-force-resisting system.The requirements apply only to structures assigned to seismic design categories D, E, or F. This requirement is



not new to ACI 318. The '08 code is the first instance in which this provision has been implemented in RAMConcrete.Table 7: Summary of Section 21.13.4 Checks

Section ReferencedSection(s)

Implemented? Description of Check

21.13.4.1 21.1.4.2 ✔ Minimum f'c21.1.4.3 ✔ Maximum f'c for lightweight concrete21.1.5.2 X Material requs. for reinforcing21.1.5.4 ✔ Material requs. for confinement steel21.1.5.5 ✔ Material requs. for shear reinforcing21.1.6.1 X Mechanical splices21.1.6.2 X Mechanical splices21.1.7.1 X Welded splices

21.13.4.2 21.5.2.1 ✔ Reinforcing ratio limits21.5.4.1 ✔ Design shear force21.5.4.2 ✔ Transverse reinforcement

21.13.4.3 21.6.3.1 ✔ Area of longitudinal reinforcement21.6.3.2 X Mechanical splices21.6.4.1 ✔ Transverse reinforcement over lo

21.6.4.2 X Transverse reinforcement details21.6.4.3 ✔ Spacing of transverse reinforcement21.6.4.4 ✔ Minimum area of transverse reinforcement21.6.4.5 ✔ Maximum tie spacing over lo

21.6.4.6 X Columns supporting discontinuous members21.6.4.7 X Additional stirrups based on cover21.6.5.1 ✔ Design shear force Ve

21.6.5.2 ✔ Transverse reinforcement over lo

21.7.3.1 X Joint transverse reinforcement



RAM Concrete Column enforces the provisions listed in Table 8 for gravity columns when the ACI 318-08 designcode is used, and the Seismic Design Category is set to D, E, or F.

4.9 ACI-318 2014The ACI 318-08 design code implementation in RAM Concrete Column utilizes the majority of the design logiccontained in the ACI 318-05 code, as is the case with the design code itself. The reorganization of ACI 318-14changed all references used in ACI 318-11 and these were updated within the program.This section documents changes made to the implementation from ACI-318-05 to ACI 318-08; specifically,additional checks required by the newer design code, modifications to existing sections, and design checks thatare no longer necessary in the newer code.

4.9.1 Confinement in Column Ends

RAM Concrete Column satisfies concrete confinement checks implemented in ACI 318-14. Thus, the maximumspacing of longitudinal bars laterally supported by corner of hoop legs around the perimeter of the columnshould be:• when Pu > 0.3Ag f ′

c or f c' > 10, 000 psi

h x < 8 " ACI 318-14 ( 18.7.5.2.f)• otherwise,

h x ≤ 14 " ACI 318-14 (18.7.5.2.e)

4.10 References1. ACI Committee 318:"Building Code Requirements for Structural Concrete (ACI 318-99) and Commentary

(ACE 318R-99), 1999, American Concrete Institute, Farmington Hills, MI2. 2. Beer, Ferdinand P. and Johnson, E. Russell, Jr. :”Mechanics of Materials”, 1981, McGraw-Hill, San Francisco3. 3. Nilson, Arthur H and Winter, George :”Design of Concrete Structures”, 1986, McGraw-Hill, San Francisco4. Portland Cement Association :"Notes on ACI 318-99 Building Code Requirements for Structural Concrete

with Design Applications", 1996, Portland Cement Association, Skokie, IL5. Wang, Chu-Kia and Salmon, Charles G. :”Fourth Edition: Reinforced Concrete Design”, 1985, Harper and Row,

San Francisco.



5Technical Notes - Other Design Codes

5.1 BS8110 Design CodeIf BS8110 is selected as the design code in the concrete analysis module then design is based on therequirements of the concrete design specifications published by the British Standards Institute in BS8110. Theimplementations of the sections of the code accounting for the design of concrete columns are subjected tocertain assumptions and limitations as outlined in the Technical Notes. For BS8110 unless otherwise noted allreferences to sections and equations are from BS 8110-1:1997 including Amendment #3• British Standard 8110-1:1997 Structural use of concrete - Part 1: Code of practice for design and

construction.

5.1.1 Known Limitations

The current implementation of the column design will not accommodate columns which carry tension axialforces.When calculating the shear reinforcing needs the moment and axial forces that controls the main steel design isconsidered to occur concurrently with the maximum shear force in each axis of the column.For slenderness consideration the column is always considered to be part of a frame and never a cantilevercolumn.To calculate the appropriate material safety factor (γm) to meet the intent of BS8110:1997 amendment #3 thefollowing logic is appliedIf fy > 490 N/mm2 then γm= 1.15 else γm= 1.05

There is no consideration given for starter bars at either the foundation or at splice locations. The engineer isresponsible for making this change if necessary.The body of the detailed column design report is only available in SI units.The user cannot change the reinforcing table used. A predefined table consisting of the following bar sizes isavailable for use:Table 8:

Size T06 T08 T10 T12 T16 T20 T25 T32 T40


Bend. Radius mm 24 32 40 48 64 140 175 224 280

5.1.2 Design Principles

Columns are designed for axial force and bi-axial end moments, as well as bi-axial shear. Torsion moments arenot included. Reinforcement is designed by the program based on the forces generated in the Analysis mode andthe code clauses outlined below.All selected load combinations are used to calculate the required reinforcement. The combination whichproduces the maximum required reinforcement area is called the “Guiding Load Case”, and the bar arrangementis chosen based on that combination. Detailed printout of the design calculations is also for that combination.The main reinforcing bars may be modified to allow for other bars passing through the section and then re-checked to ensure that the design requirements are satisfied.

Design MomentsFor each load combination (and skip pattern) the program uses the largest of the end moments about each axisto design the column. Where the column is required per code to be designed as a biaxial column the final designmoment is calculated per 3.8.4.5. Also, where a column is slender the moments considered for the design arepotentially increased according to the requirements of 3.8.3. Note that these modified moments are themagnitudes that will display in the view update list box for the particular load combination and may nottherefore be equal in magnitude to the applied forces.

Load Capacity RatioFor each column, for each load combination (and skip pattern if live load) the program calculates a single loadcapacity ratio. This capacity ratio is based on the largest of the design moment divided by the moment capacityof the cross section (which includes the affect of axial load on the section) and the axial force divided by the pureaxial column capacity.

Code Clauses ImplementedThe following lists the code clauses used from BS 8110 Part 1:1997.Clause Description Note

3.8.1 General Program Conforms3.8.1.1 Symbols Program Conforms3.8.1.2 Size of columns N/A3.8.1.3 Short and slender columns Program Conforms3.8.1.4 Plain concrete columns N/A3.8.1.5 Braced and unbraced columns Program Conforms3.8.1.6 Effective height of a column

Technical Notes - Other Design CodesBS8110 Design Code


Clause Description Note

3.8.1.6.1 General Program Conforms with Beta as a user input3.8.1.6.2 End conditions Program Conforms with Beta as a user input3.8.1.7 Slenderness limits for columns Program conforms3.8.1.8 Slenderness of unbraced columns Program conforms3.8.2 Moments and forces in columns3.8.2.1 Columns in monolithic frames designed to resist

lateral forcesUser decision

3.8.2.2 Additional forces induced by deflection at ULS Program Conforms for column being designed,not for members connected

3.8.2.3 Columns in column and beam construction or inmonolithic braced structural frames

Forces to be designed for are determined by theusers own model.

3.8.2.4 Minimum eccentricity Program conforms3.8.3 Deflection induced moments in solid slender column3.8.3.1 Design3.8.3.2 Design moments in braced columns bent about

a single axisProgram Conforms

3.8.3.3 Slender columns bend about a single axis( majoror minor)

Program Conforms

3.8.3.4 Columns where le/h exceeds 29, bent abouttheir major axis

Program Conforms

3.8.3.5 Columns bent about their major axis Program Conforms3.8.3.6 Slender columns bent about both axes Program Conforms3.8.3.7 Unbraced structures Program Conforms3.8.3.8 Deflection of unbraced column N/A3.8.3.9 Additional moments on members attached to a

slender columnN/A

3.8.4 Design of column section for ULS3.8.4.1 Analysis of sections Program Conforms

Technical Notes - Other Design CodesBS8110 Design Code


Clause Description Note

3.8.4.2 Design charts for symmetrically-reinforcedcolumns

N/A

3.8.4.3 Nominal eccentricity of short columns resistingmoments and axial loads

N/A

3.8.4.4 Short braced columns supporting anapproximately symmetrical arrangement ofbeams

N/A

3.8.4.5 Biaxial bending Program Conforms3.8.4.6 Shear in columns Program Conforms3.8.5 Deflection of columns N/A3.8.6 Crack control in columns The clause states that “if crack check is required,

then the member should be checked as a beam”

N/A is to be interpreted as either not application or not implemented. Clauses that do not appear in the list aredeemed not to be considered by the program.

5.2 CP 65 Design CodeThe CP 65 implementation in RAM Concrete Column conforms to CP 65-1:1996 "Code of practice for structuraluse of concrete - Part 1: Design and construction". This code is hereafter referred to simply as CP 65.Given that the CP 65 design code is virtually identical to BS 8110-1:1997, with the exceptions of the differencesdescribed in the following section, the implementation of CP 65 in RAM Concrete Column is identical to that ofBS 8110 and the technical details related to BS 8110 can be taken to apply to CP 65.

5.2.1 Differences between BS 8110 and CP 65

The following are the technical differences between the implementation of CP 65 and BS 8110 in RAM ConcreteColumn1. In CP 65, the concrete shear capacity without shear reinforcement (vc) given in Table 3.9 differs from that in

BS 8110.2. In CP 65, the minimum allowable concrete strength in structural concrete is 30N/mm² as opposed to

25N/mm² in BS 8110.3. It should also be noted that the partial safety factor for reinforcement γm is 1.15 in CP 65 which is equal to

that used in BS 8110-1:1997 Amendment 3.

Technical Notes - Other Design CodesCP 65 Design Code


5.3 AS 3600 Design CodeThe RAM Concrete Column implementation of AS 3600 conforms to AS 3600-2001 "Concrete Structures".Ultimate limit state design is according to section 10.6 of the code.The suitability of the user-selected bar pattern with a particular bar size is determined as outlined below:1. The ultimate compressive strength (Nuo) is determined according to 10.6.3.2. The internal moment of resistance in each direction is determined in the presence of the applied axial load.3. The interaction equation given in 10.6.5 is used to determine the unity ratio.4. Detailing checks are made according to section 10.7.5. If the selected bar pattern with the current bar size is inadequate, the bar size is increased within the limits

specified by the user, until a satisfactory design is achieved.6. Effective lengths calculated automatically are based on the current ACI methodology and can be overridden

on a column by column basis as described in the Concrete Gravity Analysis Manual.

5.4 EN 1992 (Eurocode 2) Design Code

5.4.1 Design for combined bending and compression

As for all design codes in RAM Concrete Column, column design for EN1992 is carried out by iterating throughthe various bar patterns that are applied to a particular column and determining the most effective bar patternfor the given loading conditions.Columns are designed to satisfy the provisions of clause 6.1 of the code. The following points are to be noted:1. Assumptions are as given in 6.1 (2).2. Columns are restricted to a maximum aspect ratio of 4. (Clause 9.5)3. A parabola-rectangle stress block is used as defined in 3.1.7 (1) of the code.4. Calculation of design moments is according to Equation 5.32 of the code.5. Curvature of the column is calculated according to 5.8.8.3 (1) and the curvature distribution factor ‘c’ is taken

as 10 (≈ π2).6. The column is checked by determining the moment capacity of the column (in each direction separately)

under the given axial load. The unity factor is determined according to the formula in 5.8.9 (4):

( MEdXMRdX

)2+ ( MEdY

MRdY)2≤ 1

The values of MEdX and MEdY should include any second-order moments.

Technical Notes - Other Design CodesAS 3600 Design Code


5.4.2 Slenderness

Column slenderness is determined according to 5.8.3.1 (1). This affects the value of the second order momentsin the columns.

5.4.3 Design for shear

The provisions of 6.2.2 and 6.2.3 are adopted in the program for the shear design of columns.

5.4.4 Detailing provisions

The following clauses are implemented for column design:Clause Description

9.5.1 (1) Minimum longitudinal bar diameter9.5.1 (2) Minimum amount of longitudinal reinforcement9.5.1 (3) Maximum amount of longitudinal reinforcement9.5.2 (1) Minimum transverse bar diameter9.5.2 (3) Maximum spacing of transverse reinforcement9.5.2 (6) Longitudinal bars restrained by transverse reinforcement

5.5 GB 50010 Design CodeIf GB 50010 is selected as the design code in the concrete analysis module then design is based on therequirements of the Chinese design code: Design of Concrete Structures (GB 50010-2002). The implementationsof the sections of the code accounting for the design of concrete beams are subject to certain assumptions andlimitations as outlined in these technical notes.The following codes have also been considered in the implementation:• Code for seismic design of buildings (GB 50011-2001)• Technical specification for concrete structures of tall buildings (JGJ 3-2002).

Technical Notes - Other Design CodesGB 50010 Design Code


5.5.1 Limitations

Column cross-sections other than rectangular or circular are not supported.Prestressed concrete structural members are not supported.Force adjustment to account for weak stories is not supported.For slenderness consideration the column is always considered to be part of a frame and never a cantilevercolumn.The calculated length of the column does not support the method of 7.3.11-1 and 7.3.11-2.The design/check for P-Delta analysis is not supported.The body of the detailed column design report is only available in metric units and in Chinese.The user cannot change the reinforcing table used. A predefined table consisting of the following bar sizes isavailable for use:Table 9:

Size #6 #8 #10 #12 #16 #18 #20 #22 #25 #28 #32 #36 #40 #50Bend.Radius mm

6 8 10 12 16 18 20 22 25 28 32 36 40 50

5.5.2 Design Principles

Columns are designed for axial force and bi-axial end moments, as well as bi-axial shear. Torsional moments arenot considered. Reinforcement is designed by the program based on the forces generated in the ConcreteAnalysis module and the force adjustment procedure given in the code and outlined below:1. Adjust M, V, N for seismic effects for Transfer Columns (ONLY seismic load cases)2. For seismic combinations, adjustment/calculate Mtop and Mbtm based on frame type, member type,

earthquake intensity parameter and other relevant parameters.3. From Mtop and Mbtm calculate the end shears in the column.4. For axial loads, use analysis results multiplied by adjustment factor specified in code.5. For non-seismic combinations, calculate combinations from analysis results as normal, and do not perform

any adjustment.

Load Capacity RatioFor each column and for each load combination (and skip pattern if live load) the program calculates a singleload capacity ratio. This capacity ratio is based on the largest of the design moments divided by the momentcapacity of the cross section (which includes the effect of axial load on the section).

Technical Notes - Other Design CodesGB 50010 Design Code


Code Clauses ImplementedThe following lists the code clauses implemented from GB 50010-2002.

3.8.1 General

3.8.1.1 Symbols. Program Conforms3.8.1.2 Size of columns, 10.3.1. Program Conforms3.8.1.3 Deflection of columns. N/A

3.8.2 Seismic

3.8.2.1 Force adjustment procedure, 11.4.3.8.2.2 Limiting value of reinforcement ratio in frame columns, 11.4.123.8.2.3 Limiting value of axial force ratio for frame columns, 11.4.163.8.2.3 Limiting value of shear reinforcement ratio for compact zones, 11.4.17

3.8.3 Main reinforcement

3.8.3.1 Normal section compressive load-bearing capacity, 7.3.1.3.8.3.2 Normal section load-bearing capacity of eccentric compression member, 7.3.3.3.8.3.3 Columns bent about their major/minor axis.3.8.3.4 Column calculation length, use table 7.3.11-2.3.8.3.5 Eccentric compression columns bent about both axes, 7.3.14.3.8.3.6 Calculation of normal section tensile load bearing capacity. 7.4.1.3.8.3.7 Unbraced structures. Program Conforms

3.8.4 Shear reinforcement

3.8.4.1 Ratio and diameter limit, 10.3.2.3.8.4.2 Member size limit, 7.5.1.3.8.4.3 Calculation of inclined section load-bearing capacity for compression members. 7.5.12-133.8.4.4 Calculation of inclined section load-bearing capacity for tensile members. 7.5.14

N/A is to be interpreted as either not application or not implemented.Clauses that do not appear in the list are deemed not to be considered by the program.

5.6 Technical Notes - CAN/CSA A23.3-10The technical notes below apply to axial/flexural members in general. Where clauses or sections applyspecifically to beams or columns, indication has been made to this effect.

Technical Notes - Other Design CodesTechnical Notes - CAN/CSA A23.3-10


5.6.1 CAN/CSA A23.3-10 Code Rule Selection

This section explains how RAM Structural System determines which CAN/CSA A23.3-10 code rules to applybased on the cross section, span, or frame, combined with the active settings for the rule set underconsideration.

MaterialsCode rules are applied as shown in the following table.Design System Section

Column 8.4.28.6.2.210.1.5

8.4.38.6.410.1.6

8.5.18.6.5

8.6.1.110.1.3

Minimum ReinforcementCode rules are applied as shown in the following table.Design System Section

Column 7.4.1.110.9.110.10.5

7.4.1.310.9.2

7.6.5.110.9.3

7.6.5.210.9.4

UltimateCode rules are applied as shown in the following table.Design System Section

Column 10.1.210.1.511.2.8.111.3.111.3.6.411.3.9.311.3.10.4

10.9.4

11.2.8.211.3.311.3.8.111.3.10.111.3.10.5

10.10.4

11.2.9.111.3.411.3.8.311.3.10.211.3.10.6

10.10.5

11.2.1011.3.5.111.3.9.211.3.10.3

Development LengthCode rules are applied as shown in the following table.



Design System Section

Column 12.1.212.2.512.5.1

12.2.112.3.112.5.2

12.2.212.3.212.5.3

12.2.412.3.3

5.6.2 CAN/CSA A23.3-10 Code Implementation

Section 7.4.1.1 Minimum Bar SpacingThe provisions of CSA A23.1 are applied. The clear distance between bars is limited to the maximum of:• 1.4 times longitudinal bar diameter• 1.4 times maximum size of coarse aggregate• 30 mmIf user reinforcement is specified, all the bars are considered equally spaced over the reinforced region.

Section 7.4.1.3 Maximum Bar SpacingThe maximum clear spacing between bars is limited to 500mm.

Section 7.6.5.2 Maximum Tie SpacingshortdescThe maximum spacing of ties is calculated as the minimum of:• 16 times the smallest longitudinal bar diameter• 48 times the smallest transverse bar diameter• The smallest dimension of the member, calculated as the least overall shear core dimension in either

horizontal or vertical axisIf the specified concrete strength exceeds 50 MPa, the spacing above are multiplied by 0.75.



height

width

Figure 16: Shear core width and depth

Section 8.4.2 Factored Concrete StrengthThe strength resistance factor (ϕc) used for concrete is 0.65. This factor is applied directly to the concretematerial stress strain curve.

Section 8.4.3 Factored Reinforcement StrengthThe strength resistance factor (ϕs) used for reinforcing bars is 0.85.

Section 8.5.1 Design Strength of ReinforcementDesign calculations are based upon the specified yield strength of reinforcement. A warning will be reported ifthe specified yield strength is greater than 500 MPa.

Section 8.6.2.2 Modulus of Elasticity of Concrete Ec

The modulus of elasticity of concrete Ec calculated using equation 8-1.

Ec = (3, 300 f ′c + 6, 900)( γc

2, 300 )1.5

For sections with multiple values of strengths, the minimum concrete strength is used to determine the limitingstress.The specified density γc is used in the equation, but if outside the range of 1,500 and 2,500 kg/m3 a warning willbe reported.Alternatively, Ec can be specified directly.

Section 8.6.4 Modulus of Rupture of ConcreteThe modulus of rupture fr is calculated using equation 8-3.

f r = 0.6λ f ′c



For cross sections with multiple concrete strengths, the maximum concrete strength is used to determine themodulus of rupture.

Section 8.6.5 Density of ConcreteThe effect of low density concrete is accounted for by the factor λ where:a. λ = 1.00 for normal density concreteb. λ = 0.85 for structural semi-low-density concretec. λ = 0.75 for structural low-density concreteConcretes are classified according to their specified density:low-density concrete if specified density ≤ 1,850 kg/m3

semi-low-density concrete if specified density > 1,850 kg/m3 and ≤ 2,150 kg/m3

normal density concrete if specified density > 2,150 kg/m3

Section 10.1.2 Plane Sections AssumptionThe strain in the reinforcement and concrete are assumed to be directly proportional to the distance from theneutral axis.

Figure 17: Plan section

For deep flexural members the design will still be performed using the plane sections remain plane assumption,but a warning will be reported.



Section 10.1.3 Maximum Concrete StrainThe maximum strain at the extreme concrete compression fiber is limited to 0.0035.

Section 10.1.5 Tensile Strength of ConcreteThe tensile strength of concrete is neglected in flexural calculations where the concrete is expected to becracked.

Section 10.1.6 Concrete Stress-Strain RelationshipThe default concrete cross section stress-strain curve is implemented as the Portland Cement Association (PCA)linear/parabolic curve.

Figure 18: Typical Stress vs Strain Curve for concrete

Application can also choose from other available standard stress-strain curves or can input a stress strain curveas a set of stress-strain points. For the user input curves, no negative slopes are permitted (but slopes of zero arepermitted).



Section 10.9.1 Minimum Reinforcement for ColumnsMinimum reinforcement set as 0.01 Ag (gross cross sectional area) for columns.

Section 10.9.2 Maximum Reinforcement for ColumnsIf reinforcement exceeds 0.04 Ag (gross cross sectional area), a warning will be reported. If reinforcementexceeds 0.08 Ag (gross cross sectional area), a failure will be reported.

Section 10.9.3 Minimum Number of Bars for ColumnsFor round sections, the minimum number of bars permitted is six. For rectangular sections, the minimumnumber of bars permitted is four.para

Section 10.10.4 Column ResistanceColumn resistance is calculated based on strain compatibility and interaction surface calculations.The maximum factored axial load is set as Pr,max = 0.85 Pro for spirally reinforced columns.The maximum factored axial load is set as Pr,max = 0.80 Pro for tied columns.

Section 10.10.5 Minimum Reinforcement for ColumnsYou can be chose this method in lieu of 10.9.1.Minimum reinforcement for columns set to be as 0.005 Ag and factored axial and flexural resistance aremultiplied by the ratio 0.5(1+ρt/0.01), where ρt is percentage of total longitudinal reinforcement.

Section 11.2.8.1 Minimum Shear Reinforcement RequiredMinimum shear reinforcement is provided for the cases as below:• Shear resisted by concrete V < Factored shear force Vf• Total depth > 750 mm• If torsion design selected, factored torsion Tf > 0.25 Tcr

Tcr torsion cracking resistance calculated by equation 11-2

Section 11.2.8.2 Minimum Shear ReinforcementFor sections with multiple values of f'c, the maximum f'c is used to calculate the minimum shear requirements.The minimum shear reinforcement area is calculated using equation 11-1:

Av = 0.06 f ′c

bws

f y

The effective web width bw is calculated as the maximum shear core width in each axis.



Section 11.2.9.1 Shear Consideration Due to TorsionThe cracking torsion is calculated using equation 11-2:Torsion reinforcement is provided only if factored torsion Tf > 0.25 Tcr.

Tcr = ( Ac2

pc)0.38λϕc f ′

c

whereλ = taken as per section 8.6.5. For sections with multiple values of density the

smallest density is used.Ac = calculated as outside perimeter of concrete cross section, including area of

holes.pc = calculated as perimeter of the cross section.

For sections with multiple values of f'c, the minimum f'c used for the cracking torsion calculation.

Section 11.2.10 Effective Web WidthThe method adopted to calculate the effective web width for shear applies both for round or rectangularsections. It works only with the shear core part of the section and will remove any length occupied by holesalong the depth of the section. The width will be calculated considering only the webs that extend from top tothe bottom part of the section and only the minimum width will be considered. The total width will be the sum ofthe widths of the different webs found.In the case of round sections, the diameter of the section will be used, removing the length of any existing hole.

Figure 19: Examples of the effective width considered for the simple sections (round or flanged)

Section 11.3.1 Required Shear ResistanceShear design or check is performed using equation 11-3, Vr ≥ Vf.Although the Standards do not clearly specify, the shear resistance is calculated independently for each axis andcaution should be taken in these cases because they are outside the current scope of the Standards.



Section 11.3.3 Maximum Shear Resistance by ConcreteVr is calculated using equation 11-4, where Vr = Vc + Vs, and Vc, Vs are shear resistance from concrete andtransverse reinforcement, respectively.The maximum shear resistance permitted by concrete is calculated using equation 11-5:

Vr,max = 0.25ϕcf'cbwdv

For sections with multiple values of f'c, the minimum f'c is used for maximum shear calculations.ϕc for concrete is 0.65 per section Section 8.4.2 Factored Concrete Strength (on page 71)Shear resisted by concrete Vr ≤ Vr,max, otherwise a failure will be reported

Section 11.3.4 Shear Resistance by Concrete, Vc

Equation 11-6 is used to calculate shear resisted by concrete, where β is calculated as per section 11.3.6.4 andf ′

c will be limited to 8 Mpa.Vc = ϕcλβ f ′

cbwdv

For sections with multiple values of f'c, the minimum f'c is used.

Section 11.3.5.1 Shear Resistance by Steel, Vs

Equation 11-7 is used to calculate shear resistance due to transverse reinforcement:

Vs =ϕsAv f yvdvcos θ

s

whereθ = value calculated in accordance with section 11.3.6.4.fyv = yield strength of transverse shear reinforcement.

Section 11.3.6.4 Determination of β and θεx is originally calculated using the flexural steel calculated due to only the flexural/axial demand and withoutshear and torsion tension included.This value of εx will be used to calculate θ and β used throughout the shear and torsion calculations. Additionallythe longitudinal flexural/axial steel design will be performed including the shear and torsion tension, using thecalculated value of εx, θ, and β to determine the shear and torsion tension. A longitudinal steel design is alsoperformed including shear and torsion tension to limit εx to a maximum of the calculated value.εx is limited -0.2×10-3 and 3.0×10-3.The angle of inclination θ is calculated using equation 11-12:

θ = 29 + 7,000εx

The value of β is calculated using Equation 11-11:β = 0.40

(1 + 1, 500εx)1, 300

(1, 000 + sze)



Initially it is assumed that no shear reinforcement required to calculate crack spacing parameter Sze as perequation 11-10.

Sze =35sz

15 + ag

If f’c exceeds 70 Mpa, the ag shall be taken as “0 and from 60 to 70 Mpa, ag shall be linearly reduced to zero”.The crack spacing parameter, sz, is calculated as sz = dv = max (0.9d, 0.72h)

A single layer of reinforcement is assumed.If it is determined that shear reinforcement is required, than the crack spacing parameter Sze will considered as300 mm as per section 11.3.6.4 and the design restarted.

Section 11.3.8.1 Maximum Spacing of Transverse ReinforcementMaximum spacing of transverse reinforcement placed perpendicular to the axis of the member is limited to 600mm or 0.7 dv.

Section 11.3.8.3 Maximum Spacing of Transverse ReinforcementMaximum spacing in 11.3.8.1 is multiplied by 0.5 if Vf > 0.125 λϕcf'cbwdv or Tf > 0.25 Tcr.

Sections 11.3.9.2 and 11.3.9.3 Longitudinal Reinforcement Due to ShearThe shear component (Vf – 0.5Vs) cotθ is calculated and added to the cross section forces.A strain compatibility strength design is then performed in accordance with Section 10.1.2 Plane SectionsAssumption (on page 72)

Section 11.3.9.4 Compression Fan ReinforcementIn regions adjacent to maximum moment locations, the area longitudinal reinforcement need not to exceed thearea required to resist the maximum moment alone. The program assume that this is valid for each supportregion.

Section 11.3.9.5 Anchorage of Longitudinal Reinforcement at End SupportsAt support face, the shear tension force shall be applied at the tension tie reinforcement and linearly changing tothe gravity center of the section at a distance of dv cotθ from face of support. This serves to prevent topreinforcement from being provided in end spans where the moment is small.

Section 11.3.10.2 Transverse Reinforcement for TorsionShear design or check is performed using equation 11-16:

Tr ≥ Tf

Section 11.3.10.3 Reinforcement for TorsionTransverse reinforcement due to torsion calculated as per equation 11-17:



Asts =

T f tanθ

∅s2Ao f ys

whereA0 = the area enclosed by shear flow path, 0.85 AohAoh = the area enclosed by centerline of exterior closed transverse torsion

reinforcement

Figure 20: Area a bounded by stirrups

Section 11.3.10.4 Cross Sectional Dimensions to Avoid CrushingCombined stress due to shear and torsion are calculated using equation 11-19:

( V fbwdv

)2+ ( T f ph

Aoh2 )2

≤ 0.25ϕc f ′c

whereph = the perimeter of the centerline of the closed transverse reinforcement.

If the combined stress is greater than 0.25ϕcf'c,a failure will be reported.

Section 11.3.10.5 Determination of εx for General MethodIf the member is subjected to torsion, equation 11-20 will be used to calculate the shear and torsion tension usedto calculate εx.

Section 11.3.10.6 Longitudinal Reinforcement Due to TorsionThe tension due to shear and torsion is calculated in accordance with Equation 11-21:

2.0 (V f - 0.5V s)2 + ( 0.45ph T f2Ao

)2

This tension is added to the cross section force and then a strain compatibility strength design is then performedin accordance with 10.1.2.



Section 12.2 Development of Deformed Bars in TensionSection 12.2.2 is used to calculate the development length ℓd. The calculated ld never taken as less than 300 mmin accordance with 12.2.1 and f'c is limited to 8Mpa in accordance with 12.1.2. For sections with multipleconcrete strengths, the minimum concrete strength is used to determine the limiting stress.The ld of deformed bars in tension calculated based on equation 12-1:

ℓd = 1.15k1k2k3k4 f y

(dcs+k tr ) f c'

The value (dcs + ktr) limited to 2.5 db, and Ktr is conservatively assumed to be zero.

Section 12.3 Development of Deformed Bars in Compression

The development length ℓd is calculated as 0.24db f y / f ′c but not less than 0.44 dbfy or 200 mm in

accordance with section 12.3.1. f'c is limited to 8 Mpa in accordance with 12.1.2, and for sections with multipleconcrete strengths, the minimum concrete strength is used in this calculation.Modifications factors applied for the following conditions in accordance with section 12.3.3:• provided reinforcement exceeding that required by analysis, the factor is As,required/As,Provided• factor 0.75 applied for reinforcement enclosed with spiral reinforcement or within 10M ties in compliance

with section 7.6.5 and spaced more than 100 mm on center.

Section 12.5 Development of Standard Hooks in Tension

Basic development length lhb is calculated as 100db / f ′c but not less than 8db or 150 mm as per section

12.5.1. For sections with multiple concrete strengths, the minimum concrete strength is used in this calculation.The development length lhb is calculated by multiplying basic development length lhb by appropriatemodification factor. The modification factor is calculated as follows:Description Modification Factor

Bars with Fy other than 400 Mpa Fy/400

As per Fig A and B 0.7

Reinforcement excess of that required by analysis A s required /A s provided

Low Density concrete 1.3

Epoxy-coated reinforcement 1.2

a. 35 mm or smaller bars with side cover of 60 mm or larger



b. The cover for 90° hooks is greater than or equal to 50 mm

c. The spacing between vertical or horizontally enclosed hooks is ≤ 3db



Figure 21: Modification factors for hooked anchorages

Sections 12.11.1 and 12.11.2 Span Detailingshortdesc• Bar length calculations consider the support width as necessary• Section 12.10.3 is satisfied by using the provisions of clause Sections 11.3.9.2 and 11.3.9.3 Longitudinal

Reinforcement Due to Shear (on page 77) to determine the reinforcement demand. Since this approachinherently adds embedment length at every cutoff location, clause 12.10.4 is not explicitly applied but will besatisfied in normal situations.

• Section 12.11.1 is applied in span regions. Only spans that are continuous on both sides are treated ascontinuous members – all other conditions are treated as simply supported.

• Rule 12.12.2 is applied in support regions. For this provision, the maximum inflection point distance iscalculated from all the given loading conditions. Inflection points that are beyond 30% of the span length arenot considered.

For columns, the program will determine the peak demand of every cross section in the column and extend itover the entire length of the column.



6RAM Concrete Column Reports

RAM Concrete Column output is designed to provide the engineer with all necessary data for the review ofcalculations for concrete column design. The reports have been designed to duplicate the information providedin hand calculations. The reports also provide the required information for detailing the columns.Below is a summary of the reports available in RAM Concrete Column module. A more complete explanation ofthe output follows.Criteria A list of the currently specified column design criteria as well as user assigned Section

and Bar Pattern Groups.Load Combinations A list of all of the concrete generated and user defined load combinations, including

the parameters used for the generated load combinations. This report is identical tothe Load Combinations report generated in the Concrete Beam Design mode.

Column Design A detailed report showing all of the pertinent information used in and generatedduring the column design.

Column DesignSummary

A list of the basic design information required to detail and perform cost estimates forcolumns.

Material Take Off A Material Take Off of all the designed columns in the model. Information includesconcrete volume, reinforcement quantity and weight.

6.1 General Comments on ReportsThe heading contains information about RAM Concrete and the model that the output represents. The Date fieldis the time and date the model was last changed.All values that have unit dimensions have the units reported in brackets after the value description. The reportdescriptions below are only provided where reports may require further description. Descriptions are notprovided for items that are self-explanatory.

6.2 CriteriaThe criteria report contains the parameters that were set in the Column Design Criteria and DevelopmentLength Criteria dialog boxes. As well as all the information that can be assigned to a column using the AssignSize, Assign Shear Legs and Assign Bar Pattern Group dialog boxes.


ReinforcementTable and Code

The Reinforcement Properties Table is the name of the reinforcement table selected inRAM Manager and used for the design of all reinforced concrete members in the RAMStructural System.The Code is the concrete design code used to optimize and check concrete columns.

Reinforcement If the user defines his/her own values instead of letting RAM Concrete Column use thecode defined values, the values will only be used if they are also within the limits of thecode prescribed values. Code values will always be used as the design limits if the userdefined values are not at least as stringent as the code prescribed values.

Clear Bar Cover The distance from the outside face of the column to the closest reinforcement bars. Ifcode is selected, the assumption is made that the concrete is not exposed to soil,weather or corrosive environments.

Bar Selection This section defines the bar spacing increment and segment size increment fortransverse reinforcement.

Lap Splices The lap splice information is used to calculate the increase in reinforcement length insplice levels. The information is only used in the Material Take Off report and has noimpact on design.

Bar Patterns The bar patterns section tabulates all the rectangular and circular bar patterns thathave been defined for the model. In Design it is assumed that all circular bar patterngroups are spiral.

Column AssignedCriteria

This section identifies the parameters that have been assigned to individual concretecolumns. These items are column section label, shear legs in the major and minordirection and bar pattern groups.

6.3 Column DesignThe Design report is set up to show the information required for providing design backup documentation as wellas the information required for detailing.

6.3.1 Column Information

This section identifies the basic column information related to the column location and geometry.Reinforcement The section identifies the reinforcement information.Longitudinal: Longitudinal bar pattern layout and reinforcement size.Transverse: Traverse reinforcement size and spacing starting from the bottom of the column at a

location of 0.0'.As: Reinforcement longitudinal area and in bracket is the reinforcement ratio. Note that

the reinforcement ratio may be controlled by either the column or beam limitsdepending on the axial load in the design data point.

RAM Concrete Column ReportsColumn Design


Longitudinal Bar MaxTension Stress ratio:

This is the maximum tension stress on any longitudinal bar for any design data point.The number is used to check if any bar has exceeded 0.5 fy. This information can beused by the engineer to decide what type of splices to specify for the column.

6.3.2 Material Properties

This section reports the material properties for the concrete and reinforcement used in the column.

6.3.3 Design Parameters

This relates to the slenderness related items that were assigned in the analysis mode and the unbraced lengthwhich is calculated from the column connectivity in the structure.

6.3.4 Longitudinal Reinforcement

This section identifies the controlling load combination and design point the data point with the largest Ld/Capratio. Refer to section 0 for a discussion of how Ld/Cap and the angle are calculated.P n, MnMajor, MnMinor The axial capacity and corresponding biaxial moments are reported at the same

angle as the applied controlling load.Kl/r, Slender, lu/r limit The slenderness parameters are calculated based on the column properties and

unbraced length. Refer to Section 4.3 (on page 66) for information on how thesevalues are calculated.


This section identifies the controlling load combination and design point the data point with the largest Ld/Capratio. Refer to Section 4.5 (on page 42) for a discussion of how Ld/Cap is calculated.

6.3.6 Torsional Capacity

The torsional capacity of the column is checked to see if the user is required to provide additional torsionalreinforcement.

RAM Concrete Column ReportsColumn Design Summary


6.4 Column Design SummaryThe Column Design summary is used to get the required information for checking and detailing the column stackreinforcement. The information is reported per column stack.Rho % is the reinforcement ratio for the columnLd/Cap is calculated separately for both the longitudinal and transverse reinforcement.

6.5 Material Take OffThe material take off report can be used in cost estimating and design comparisons. The material take off reportis separated by story. For each story the reinforcement and concrete quantities are reported.

6.5.1 Longitudinal Reinforcement

The following information is compiled for each longitudinal reinforcement bar capacity:Size The bar size label for all bar sizes used in current story.Quantity The total number of bars used for the given grade and size of reinforcement.Length The total length of all the bars used for the given grade and size of reinforcement. The bar length

includes the bar development.Weight The weight of the reinforcement is calculated using the area of the reinforcement defined in the

Reinforcement Table and the same density of steel used by the rest of the RAM Structural Systemmodules.


The following information is compiled for each transverse reinforcement bar capacity and shape: (Items similarto longitudinal category unless noted)Shape The transverse reinforcement shape accounting for clear cover.Legs Total number of shear legs in stirrups.Quantity The total number of the given shape used for the given grade and size of reinforcement. For spiral

reinforcement this is the total number of spirals along the length.Length The total length of all the bars used for the given shape, grade and size of reinforcement. The stirrup

dimensions are based on the center of the stirrup taking into consideration the concrete cover andbar diameter. For spiral reinforcement the length is taken as the bar center diameter of the spiralmultiplied by the quantity and does not account for the length of the column.

RAM Concrete Column ReportsMaterial Take Off


Weight The weight of the reinforcement is calculated using the area of the reinforcement defined in theReinforcement Table and the same density of steel used by the rest of the RAM Structural Systemmodules.

6.5.3 Concrete

The following information is compiled for each column section and concrete capacity:Length: The column length is taken to be the story to story height. The concrete in the area where the slab

and column occupy the same location will be considered both in this report and as part of the totalslab area in the Concrete Beam Material Take off report.

Weight: The concrete weight is calculated using the concrete design weight rather than the self-weightbecause the self-weight is expected to include a nominal reinforcement weight.

RAM Concrete Column ReportsMaterial Take Off


ARAM Steel Column Menus

This is the online help for the RAM Steel Column Design Module.

A.1 FileMenu Item Description

Model Status (on page 88) To show the current status of the Column designs.File Save (on page 87) To Save the current designs, criteria, etc., to the

databaseFile - Notes (on page 88) To view or add notes pertaining to the current model.Exit (on page 88) To exit the RAM Steel Column Design module.

A.1.1 File Save

Each module has a File - Save command allowing the user to save the current database. It is not necessary toinvoke the Save command when going from one module to another.Any changes made to Criteria or assignments, or any analyses or designs performed are only saved temporarilyuntil the Save command is invoked. This allows the user to work with the database, saving or discarding changesor results as desired. The RAM Manager requires that the Save command be invoked prior to exiting the RAMStructural System or prior to opening another database, otherwise the changes made since the last Save will belost. The other modules do not require that the Save command be invoked before exiting that module and goingto another module. It is recommended that the Save command be invoked periodically, especially when exitingthe Modeler.If it is desired to discard any modifications or changes made to a database since the most recent Save, invoke theFile - Revert command in the RAM Manager or exit the RAM Structural System without saving the data. Re-opening the current database with the File - Open command or opening a different database without saving willalso cause the changes to be discarded.There is no explicit command to Copy a database, but this can be accomplished by opening the database,invoking File - Save As and specifying the new name and/or directory.


Issuing the File - Exit or File - Open commands before the current database has been saved will cause amessage to be given warning the user that changes have been made since the last Save was invoked, and givesthe user a chance to save work before exiting. Select Yes if you want to save the changes to the database, No ifyou want to discard the changes, or Cancel if you want to continue with the current database.If the program crashes or otherwise abnormally terminates at any time before the database can be properlysaved, a message will be given the next time that database is opened indicating that a temporary backup file forthat database has been found. The backup file contains the database as it existed at the last Save, before the mostrecent changes were made. The user is given the option to either open the database as it occurred at or justprevious to the time that the program terminated (using the Most Recent Database option) or to open thebackup database which contains the database as it existed at the time of the last Save (using the BackupDatabase option). The user is also given the option to cancel opening either one.If the Backup Database option is selected, any changes made since the last proper Save will be lost.If the Most Recent Database option is selected, the user should carefully inspect the model. The most recentdatabase contains all or most of the changes since the last Save, but it may also contain whatever data errors orcorruption that may have caused the program to terminate. If the data is corrupted, exit without saving. This willcause the most recent changes to be lost and the backup database to be restored to the database (the same as ifthe Backup Database option had been selected initially).Alternatively, select the Most Recent Database option and then save to a different name using the File - SaveAs command. By doing this, both versions of the database will be available for further inspection or use ifnecessary.

A.1.2 Model Status

Because it is a fully integrated system, the RAM Structural System modules are dependent upon each other'sdata and results. Often changes to in one module invalidate the results of one or more of the other modules.Model Status tracks these dependencies and provides feedback on each module's current state.The File - Model Status command brings up a dialog that displays the current modules state. If the module'sindicator light is anything other than green, the dialog contains an explanation of the state of the model.In RAM Manager, the File - Model Status command will list the status of each of the modules. This dialogprovides a more in-depth explanation of the model’s status than that provided by the status indicator lights.

A.1.3 File - Notes

A 'Model Notes' toolbar button and menu command (under the 'File' menu) are available in all RAM StructuralSystem modules. Invoking "Model Notes" will bring up a model unique text file that may be used for entering anynotes that you wish to keep on the currently loaded model.

A.1.4 Exit

Selecting the File - Exit command will terminate execution of the Column Design module and return control tothe RAM Manager.

RAM Steel Column MenusFile


A.2 CriteriaMenu Item Description

Criteria - Steel Design Codes (on page 89) To display and/or modify the current Column or BasePlate Steel Design Code for all columns and base platesin the model.

Criteria - Design Defaults (on page 90) To display and/or modify the current Column DesignDefaults for all columns in the model.

Criteria - Trial Group Defaults (on page 91) To display and/or modify the current Trial GroupDefaults for all columns in the model.

Criteria - Bracing (on page 92) To display and/or modify the current Column BracingDefaults for all columns in the model.

Criteria - Base Plate (on page 92) To display and/or modify the current Base PlateDesign Defaults.

A.2.1 Criteria - Steel Design Codes

Selecting Criteria > Steel Design Codes opens the Column/Base Plate Steel Design Codes dialog, with thecurrent column and base plate steel design code selections.Select the appropriate Column Steel Code or Base Plate Steel Code option for your design. These may bedifferent specifications.The design specifications available are:• “Specification for Structural Steel Buildings.” July 7, 2016. ANSI/AISC 360-16 ASD (Allowable Strength

Design) and LRFD (Load Resistance Factored Design). American Institute of Steel Construction. Manual ofSteel Construction (15th Edition).

• “Specification for Structural Steel Buildings.” June 22, 2010. ANSI/AISC 360-10 ASD (Allowable StrengthDesign) and LRFD (Load Resistance Factored Design). American Institute of Steel Construction. Manual ofSteel Construction (14th Edition).

• “Specification for Structural Steel Buildings.”March 9, 2005. ANSI/AISC 360-05, ASD (Allowable StrengthDesign) and LRFD (Load Resistance Factored Design). American Institute of Steel Construction. Manual ofSteel Construction (13th Edition).

• “Specification for Structural Steel Buildings - Allowable Stress Design and Plastic Design.” June 1, 1989.American Institute of Steel Construction. Manual of Steel Construction - Allowable Stress Design (9th Edition).The requirements of Supplement No. 1 (December 17, 2001) are also included as an option.

• “Load and Resistance Factor Design Specification for Structural Steel Buildings.” December 1, 1993. AmericanInstitute of Steel Construction in Manual of Steel Construction - Load and Resistance Factor Design (3rdEdition).

RAM Steel Column MenusCriteria


• “Limit States Design of Steel Structures.” CAN/CSA-S16-14. Canadian Institute of Steel Construction.• “Limit States Design of Steel Structures.” CAN/CSA-S16-09. Canadian Institute of Steel Construction.• “Limit States Design of Steel Structures.” CAN/CSA-S16-01. Canadian Institute of Steel Construction.• “Structural use of steelwork in building.” BS 5950 : Part 1. “Code of practice for design: rolled and welded

sections.” 2000. British Standards Institute.• “Structural use of steelwork in building.” BS 5950 : Part 1, “Code of practice for design in simple and

continuous construction: hot rolled sections.” 1990. British Standards Institute.• “Structural use of steelwork in building.” BS 5950 : Part 3, Section 3.1. “Code of practice for design of simple

and continuous composite beams.” 1990. British Standards Institute.• “Eurocode 3 - Design of Steel Structures, EN 1993-1-1:2005.” European Committee for Standardization in

Design of Steel Structures (Eurocode 3).• “Steel Structures.” Australia Standard. Building Code of Australia. AS 4100-98. June 5, 1998. Includes

Amendments No 1-1992, No. 2 – 1993, No.3 – 1995 and Draft No.4.• “Indian Standard, General Construction in Steel - Code of Practice (December 2007),” IS 800:2007 published

by the Bureau of Indian Standards (Third Revision).Click the Cancel button to exit the dialog without saving the changes made.Make the code change by clicking OK. A warning will be given stating that making this change will result inclearing all optimized sizes. Click Yes in this message dialog to complete the change and clear optimized sizes.Clicking No will cancel the change and return you to the Criteria - Steel Design Code dialog.

A.2.2 Criteria - Design Defaults

Selecting Criteria > Column Design Defaults opens the Column Design Defaults dialog.When a beam frames into a column at a non-orthogonal angle, the beam reaction is split between the twonearest column sides for moment calculation. However, in cases where a beam frames in very close to one side,it may be desirable for the entire beam reaction to be applied to that side only. If a beam frames into a column atan angle less than that specified, the total reaction is applied to the nearest side.A moment is induced into the column, by the gravity beams, that is a function of the beam reaction and theeccentricity of the beam-column connection. The dimension used for the eccentricity used by the program incalculating these moments is assigned in the Modeler. To determine the worst case of axial load and biaxialbending in the column the program considers several different conditions of Live Load (i.e., “Imposed Load”)patterned around the four sides of the column. One condition that is investigated is to consider the Live Loadloading all four sides. This produces the condition with the maximum axial loads; it may also produce someunbalanced moments if the Dead Load or Live Load reactions on opposite sides is not equal. This may not be theworst design condition, however, for the column. For example, by placing the Live Load on only two sides of thecolumn, the resulting axial load is reduced, but the unbalanced moment in both axes is increased. This mayproduce a worse design condition than the fully loaded column with smaller unbalanced moments. The programinvestigates the various configurations of skipped, or patterned, loading of the Live Load, and reports the resultsfor the controlling condition. The Do not skip-load the Live Load around column option provides a way forthe user to force the program to only consider the fully loaded condition, and to ignore the skip-load cases. BS5950, for example, explicitly states that it is not necessary to consider the skip-loaded conditions.For a complete explanation of how the eccentric moments are calculated and how the reactions are split, see theTechnical Notes chapter in the RAM Steel Column manual.To change the angle, type the desired angle (0 - 45 degrees) in the edit box.



Click the Cancel button to exit the dialog without saving the changes made.To accept the changes, click the OK button. A warning dialog box will appear stating that the columns must bere-framed and redesigned with this new criteria. Clicking OK will initiate the re-framing process. Clicking Cancelwill terminate the command, returning you to RAM Steel Column.

A.2.3 Criteria - Trial Group Defaults

Selecting Criteria > Trial Group Defaults opens the Criteria - Trial Groups dialog.The Column Design module can produce up to three distinct designs at one time with the use of Trial Groups. A“Trial Group” defines a group of sizes from which a size can be selected and investigated during the optimizationprocess.For Standard Columns, each Trial Group consists of:

I-shape size group (e.g., W12)Rectangular or Square Hollow Section size group (e.g. HSS16x16)Round Hollow Section size-group (e.g. HSS8)

For Hanging Columns, each Trial Group is made up of nine shapes:I-shapeRectangular Hollow SectionRound Hollow SectionChannelTee SectionFlat BarRound BarSingle AngleDouble Angle

During the design process, columns will be selected only from the size groups indicated in the Trial Groups. Theoptimum column sizes in each trial group is determined during design, and the trial group with the least weightis selected as the column line design.Up to three Trial Groups can be defined for each design. To select a trial group, click the check box above the trialgroup so that it has a check mark in the box. Note that there are separate Trial Groups for Standard and forHanging columns.For each shape within the Trial Groups, select the desired size group from the drop-down list. Click on the sizegroup to select it. It will appear in the trial group edit box. The sizes that appear in the lists are dependent uponthe sizes in the selected column design table. If a shape is not present in the table, the entry for that shape will beblank.Click Cancel to exit the dialog without saving the changes made.To change the Trial Group Settings, click the OK button. A warning will be given stating that making this changewill result in clearing all optimized sizes. Click Yes in this message box to complete the change and clearoptimized sizes. Clicking No cancels the change and returns you to the Criteria - Trial Groups dialog.



Note: Change to criteria will not override trial groups assigned to a column line using the Assign - Trial Groups(on page 97) command.

A.2.4 Criteria - Bracing

Selecting Criteria > Bracing opens the Column Bracing Criteria dialog.The program automatically determines default bracing for RAM Steel Column based on the options specified.Options are provided for deck to automatically brace the column. Additionally, beams framing into columns maycause the columns to be braced. The maximum angle (0 - 90 degrees) for which a beam braces a column may bespecified in the edit box provided. If the angle between a given column face and the beam exceeds the valuespecified, the beam does not provide bracing to that column face. For a complete explanation of column bracing,see the Technical Notes chapter in the RAM Steel Column manual.To change the bracing criteria, click on the desired bracing options and/or enter a new maximum angle in theedit box.Click the Cancel button to exit the dialog without saving the changes made.To accept the changes, click the OK button. A warning message will be displayed on the screen stating that thecolumns must be re-framed and redesigned with this new criteria. Clicking OK will initiate the re-framingprocess. Clicking Cancel will terminate the command, returning you to RAM Steel Column.

A.2.5 Criteria - Base Plate

Selecting Criteria > Base Plates opens the Base Plate Design Defaults dialog.Design of column base plates is performed by RAM Steel Column. The base plates will be designed using thevalues currently set as the default values. Input or revise the values as desired. If the area of the concretesupport is small, such as for a pedestal, the allowable bearing stress is reduced by Code. If that is the case, enterthe support dimensions as the Minimum Footing Dimensions. Otherwise, type any sufficiently large value (e.g.,10 ft.) so that the allowable stress is not affected. These criteria apply to all columns.To change the options, click the OK button.Click the Cancel button to exit the dialog without saving the changes made.

A.3 Assign

RAM Steel Column MenusAssign


Menu Item Description

Assign - Bracing (on page 93)(1) To modify the column bracingstatus on an individual columnbasis.

Assign - Splicing (on page 95)(2) To modify the column splicelocations on an individual columnbasis.

Assign - Trial Groups (on page 97)(3) To modify the column Trial Groupassignments on a column line basis.

A.3.1 Assign - Bracing

The program automatically determines the status of column bracing according to the presence or absence ofbeams (or floor slab if specified) at each level for each axis. You can override the program’s bracingdetermination with the Assign > Bracing command.Selecting Assign > Bracing opens the Assign - Bracing dialog. Bracing is assigned separately for the major andthe minor axes.How To:

Assign Bracing (on page 93)Assign - Returning to Default Bracing (on page 94)

Clicking the Cancel button will cause the dialog to close and return you to RAM Steel Column.Making an assignment will cause the affected column line to be redrawn in yellow. Assigning bracing to anoptimized column will clear the optimized design. Frozen columns will maintain their design but will need to bere-analyzed with the new bracing assignment.

Assign BracingSelect Global, Braced or Unbraced, for both the major and minor axis. "Global" means that the bracing will bedetermined by the global criteria.Single: To assign bracing to one column, click Single. This will cause the dialog box to close and the target cursorto appear. Click on columns with the target to make the assignment. The symbols on the screen will update toindicate that the assignment has been made.Fence: To assign bracing to a group of columns, click Fence. This will cause the dialog box to close and therectangle cursor to appear. Click and drag the rectangle to include the columns to which the assignment will bemade. The symbols on the screen will update to indicate that the assignment has been made. (HINT: Whenassigning in Fence mode, it is often a good idea to be in plan or elevation to insure that only the desired columnsare fenced)All: Clicking the All button will cause the dialog to close and the assignment made to all steel columns in themodel.



Assign - Returning to Default BracingSelect Global for both the major and minor axis. "Global" means that the bracing will be determined by the globalcriteria (i.e. reset to its original default).Single: To reset bracing for one column, click Single. This will cause the dialog box to close and the target cursorto appear. Click on columns with the target to reset the bracing. The symbols on the screen will update toindicate that the change has been made.Fence: To reset bracing for a group of columns, click Fence. This will cause the dialog box to close and therectangle cursor to appear. Click and drag the rectangle to include the columns for which bracing will be reset.The symbols on the screen will update to indicate that the change has been made. (HINT: When assigning inFence mode, it is often a good idea to be in plan or elevation to insure that only the desired columns are fenced)All: Clicking the All button will cause the dialog to close and all steel columns in the model to return to thebracing default.



A.3.2 Assign - Splicing

The levels at which splices occur is specified in the Story command in RAM Modeler. This is the default for allcolumns, but can be overridden for each individual column by selecting Assign > Splicing and changing thesplice settings using the Assign - Splicing dialog. This is used only to determine the levels at which the columnsize can vary from the adjacent level. A splice indicates that the program may select different sizes above andbelow the splice. No splice indicates that the program must select the same size for the adjacent levels.How To:

Assign Splicing (on page 95)Assign - Returning to Default Splicing (on page 96)

Clicking the Cancel button will cause the dialog to close and return you to RAM Steel Column.Making an assignment will cause the affected column line to be redrawn in yellow. Assigning splicing to anoptimized column will clear the optimized design. Frozen columns will maintain their design but will need to bere-analyzed with the new splicing assignment.

Assign SplicingSelect Global, Spliced or Not Spliced. "Global" means that the splicing will be determined by the column designmodule.Single: To assign splicing to one column, click Single. This will cause the dialog box to close and the target cursorto appear. Click on columns with the target to make the assignment. The symbols on the screen will update toindicate that the assignment has been made.



Fence: To assign splicing to a group of columns, click Fence. This will cause the dialog box to close and therectangle cursor to appear. Click and drag the rectangle to include the columns to which the assignment will bemade. The symbols on the screen will update to indicate that the assignment has been made. (HINT: Whenassigning in Fence mode, it is often a good idea to be in plan or elevation to insure that only the desired columnsare fenced)All: Clicking the All button will cause the dialog to close and the assignment made to all steel columns in themodel.

Assign - Returning to Default SplicingSelect Global. "Global" means that the splicing will be determined by the steel column module (i.e. reset to theoriginal default).Single: To reset splicing for one column, click Single. This will cause the dialog box to close and the target cursorto appear. Click on columns with the target to reset the splicing . The symbols on the screen will update toindicate that the change has been made.Fence: To reset splicing for a group of columns, click Fence. This will cause the dialog box to close and therectangle cursor to appear. Click and drag the rectangle to include the columns for which splicing will be reset.The symbols on the screen will update to indicate that the change has been made. (HINT: When assigning inFence mode, it is often a good idea to be in plan or elevation to insure that only the desired columns are fenced)All: Clicking the All button will cause the dialog to close and all steel columns in the model to return to thesplicing default.



A.3.3 Assign - Trial Groups

Selecting Assign > Trial Groups opens the Assign - Trial Groups dialog, which is used to override the globalTrial Groups for individual column lines.The Column Design module can produce up to three distinct designs at one time with the use of Trial Groups. A“Trial Group” defines a group of sizes from which a size can be selected and investigated during the optimizationprocess.For Standard Columns, each Trial Group consists of:

I-shape size group (e.g., W12)Rectangular or Square Hollow Section size group (e.g. HSS16x16)Round Hollow Section size-group (e.g. HSS8)

For Hanging Columns, each Trial Group is made up of nine shapes:I-shapeRectangular Hollow SectionRound Hollow SectionChannelTee SectionFlat BarRound BarSingle AngleDouble Angle

During the design process, columns will be selected only from the size groups indicated in the Trial Groups. Theoptimum column sizes in each trial group is determined during design, and the trial group with the least weightis selected as the column line design.The Default Trial Groups for all columns in the model are specified in the Criteria - Trial Group Defaults (on page91) dialog.



How To:

Assign Trial Groups (on page 98)Assign - Returning to Default Trial Groups (on page 99)

Clicking the Cancel button will cause the dialog to close and return you to RAM Steel Column.Making an assignment will cause the affected column line to be redrawn in yellow. Assigning trial groups to anoptimized column will clear the optimized design. Frozen columns will maintain their design but will need to bere-analyzed.

Assign Trial GroupsSelect Global or Use Trial Groups. "Global" means that the trial groups will be determined by the global criteria.

If "Use Trial Group(s)" is selected, the trial group control below will become active. Click on the check boxes tothe left to select a trial group to assign. Select size groups to be included in a trial group from the drop down lists.The sizes in the drop down lists are determined by the Steel Column Design table selected in RAM Manager.Single: To assign trial groups to one column line, click Single. This will cause the dialog box to close and thetarget cursor to appear. Click on column lines with the target to make the assignment. The text on the screen willupdate to indicate that the assignment has been made.



Fence: To assign bracing to a group of column lines, click Fence. This will cause the dialog box to close and therectangle cursor to appear. Click and drag the rectangle to include the column lines to which the assignment willbe made. The text on the screen will update to indicate that the assignment has been made. (HINT: Whenassigning in Fence mode, it is often a good idea to be in plan or elevation to insure that only the desired columnlines are fenced)All: Clicking the All button will cause the dialog to close and the assignment made to all column lines in themodel.

Assign - Returning to Default Trial GroupsSelect Global. "Global" means that the bracing will be determined by the global criteria (i.e. reset to the originaldefault).

Single: To reset trial groups for one column line, click Single. This will cause the dialog box to close and thetarget cursor to appear. Click on column lines with the target to reset the trial groups. The text on the screen willupdate to indicate that the change has been made.Fence: To reset trial groups for a group of column lines, click Fence. This will cause the dialog box to close andthe rectangle cursor to appear. Click and drag the rectangle to include the column lines for which trail groupswill be reset. The text on the screen will update to indicate that the change has been made. (HINT: When



assigning in Fence mode, it is often a good idea to be in plan or elevation to insure that only the desired columnlines are fenced)All: Clicking the All button will cause the dialog to close and all steel columns in the model to return to the trialgroup default.

A.4 Process


Design All (on page 100)(1) To design all steel columns andbaseplates

View/Update (on page 101)(2) To interactively design orinvestigate a single steel column.

Copy (on page 107)(3) To copy the design of one columnline to another

Freeze Design(4 and 5) To set the current design as a userspecified size

Clear Design(6 and 7) To clear user-specified sizes fromsteel columns

A.4.1 Design All

Selecting the Process - Design All command will size all columns which have not been previously sized by theprogram. The design of frozen columns will be analyzed but will not be changed.Once the column lines are designed, they will be drawn in interaction equation value colors and the scale colordialog will open. From the scale dialog, the interaction equation values can be displayed on the screen.

RAM Steel Column MenusProcess


Framing Table OptionsWhen the Column Design module is selected in RAM Manager, the Framing Table Options dialog opens if thedatabase has been saved in RAM Modeler since the last time it was analyzed.Perform Design AllAutomaticallyAfter Framing

Set this option to have RAM Steel Column perform a Design All operation immediatelyupon completion of the Framing. If this option is selected, the other Column Designmodule commands will be available upon completion of the Design All command. It isnot necessary to do this, as some command such as Process > View/Update and Print >Single do not require that a Design All be performed. You may also select Process >Design All manually after RAM Steel Column is open

A.4.2 View/Update

Selecting Process > View/Update opens the View/Update dialog for a selected column, which is used to viewthe automated design of that column.Each column line in the model is designed automatically for its least weight based on a number of user-defined Assign (on page 92) and Criteria (on page 89). It also allows you to explore various design options and save theresulting design back to the database.Note: If sizes were previously assigned to a column line either from the Update Data Base command or—forlateral column—by using the Assign - Size command in another RAM Structural System module, these sizes willbe analyzed for the existing loading conditions.The View/Update dialog box is made up 4 main sections:• The top of the dialog tells you which column line you are working with and whether it has been optimized or

is user-defined. Note that column lines that contain lateral columns will always be labeled as user defined.• The table on the dialog provides information about the columns and their designs. The left side of the table

displays the View/Update: The Column Selection Results (on page 102) while the right side of the tableshows the View/Update: Trial Group Results (on page 103).

• Below the table to the left are the investigation tabs.



• The first tab, View/Update: Story - Analyze (on page 104), allows you to try various sizes or yieldstrengths on a per column basis. Sizes and yield strengths can be selected to the final design. They will beinserted into the Final Design section of the table, replacing the values that are already there.

• The second tab, View/Update: Story - Optimize (on page 105), provides a way to investigate shapes andyield strengths on a per column basis. Sizes and yield strengths on this tab can also be selected to the finaldesign. They will be inserted into the Final Design section of the table, replacing the values that arealready there.

• The third tab, View/Update: Column Line Optimization (on page 106), allows you to investigate differentshapes and yield strengths per column line. The results of the optimization from this tab is displayed inthe Trial Groups Results section of the grid.

• To the right of the investigation tabs is the design warning box. This box lists warnings for the entire columnline.The stop light in the Final Design box indicates the state of the final design. It is green when the design of theentire column line passes and red when it fails. (Note that changes within the investigation tabs do notimpact the stop light.)

The Reset button resets the column line design to the design shown when the dialog first opened.The Update Database button closes the dialog and saves the design as it is listed under the Final Designcolumns in the table. Once a column design is saved, it will not change until it is cleared using the Process >Clear command.Cancel closes the dialog without saving the design.

View/Update: The Column Selection ResultsThe Column Selection portion of the table shows the story of each column, the Bracing Status (Mj and Mn) (onpage 103) of each column and the Splice Levels (Sp) (on page 103) .

Clicking in one of these cells selects the story and makes it the active story on the investigation tabs.To the right of this information is the display of the Final Design. If the column line was optimized, these are thesizes that the design engine determined to be the most optimum based on total weight (also displayed).The interaction equation value calculated for each column is displayed beside the column size. Interactionequation values > 1.0 are shown in red.



The sizes of Lateral Columns are shown in a dark red. This should not be confused with the bright red thatindicates design failure.While it is currently not possible to change size or yield strength in the grid, clicking on either will transfer theinformation to the investigation tabs. From there, sizes and yield strength can be saved and selected for the finaldesign.

Bracing Status (Mj and Mn)

"Y" means yes, or braced. "N" means no, or unbraced..Mj represents bracing of the strong or Major axis.Mn represents bracing of the weak or Minor axis.

Splice Levels (Sp)"Y" means yes, or a splice occurs at this level. "N" means no, or no splice occurs at this level. "T" meanstemporary, which means that no splice was specified at this level but a splice is necessary due to a change incolumn characteristics such as shape - if changes are made to the column such that the characteristics of thecolumn don't change at this level, the temporary splice will be cleared and this will revert to a non-spliced level.

View/Update: Trial Group ResultsUp to three trial groups can be selected in Criteria - Trial Group Defaults (on page 91). This global trial groupsetting can be overridden on a column line-by-column line basis using the Assign - Trial Groups (on page 97)

During optimization, columns are sized based on these Trial Groups. The results of the design of each trial groupare shown in the right most part of the table.The total weight of each Trial Group is listed below it.Note that the number of columns displaying trial group results are equal to the number of trial groups assignedto that column line.To select a size from a trial group for further investigation on a per column basis, click on the size in the cell.To select an entire trial group as your final design, click the heading above the column of sizes (i.e. "Select T.G.1").



View/Update: Story - AnalyzeThe Story - Analyze tab in the investigation section of the View/Update dialog is where you can try various sizesor yield strength values on a per story basis. If several stories are spliced together, these stories are investigatedas one unit.

Upon entering the View/Update dialog the size and yield strength on the Story - Analyze tab reflects the selectedstory.The yield strength value can be changed by typing a new value in the edit box.The size can be changed in one of two ways:1. Click on any cell in the grid that contains a column size. This size will be transferred to the Story - Analyze

tab, even if the cell is not associated with the selected story.2. Select a new size from the combo box.When a new yield strength is entered or a size is changed by clicking in the grid, the View Results button andSelect buttons will be gray out until an Analysis has been performed (Click the Analyze button). This is also truewhen changing the properties of double angles for hanging columns.Selecting a new size from the combo box automatically kicks off the analyze process.When results for an analysis is current, the resulting interaction equations are displayed at the bottom of the tab.In cases where the analysis fails, a reason for the failure appears in red.Clicking the View Results button displays the Column Design report for the size and yield strength chosen forinvestigation.Clicking the Select button transfers the current size and yield strength to the "Final Design" section of the table.An analysis of the entire column line is then run to update the weight and interaction equation values for allcolumns. If any design warning occur during this analysis, they will be listed in the Design Warning list box.



View/Update: Story - OptimizeThe Story - Optimize tab is the second investigation tab. From here, you can investigate the different shapes thatwere selected in Criteria - Trial Group Defaults (on page 91) or assigned using the Assign - Trial Groups (on page97) command.

When this tab is selected, the shape and yield strength value on the tab reflects the selected story.The yield strength value can be changed by typing a new value in the edit box.The Shape combo box controls which shape will be considered during optimization. For Standard Column, thecombo box will contain the three relevant shapes while for Hanging Columns, all nine shapes will be available forselection.When a change is made to the tab, the Optimize button becomes available and the View Results and Selectbuttons gray out.Click the Optimize button to initiate the optimization process. The results of the optimization will be displayed inthe table below.Clicking on a specific size will cause its interaction equation to be shown below the grid. It also makes the ViewResults and Select buttons active.Clicking the View Results button displays the Column Design report for the size and yield strength chosen forinvestigation.Clicking the Select button transfers the current size and yield strength to the "Final Design" section of the table.An analysis of the entire column line is then run to update the weight and interaction equation values for allcolumns. If any design warning occur during this analysis, they will be listed in the Design Warning list box.



View/Update: Column Line OptimizationThe Column Line tab is the third investigation tab. From here, you can investigate the different shapes that wereselected in Criteria - Trial Group Defaults (on page 91) or assigned using the Assign - Trial Groups (on page 97)command for the entire column line.

When this tab is selected, the shape and yield strength value on the tab reflects the selected story.The yield strength value can be changed by typing a new value in the edit box.The Shape combo box controls which shape will be considered during optimization. For Standard Column, thecombo box will contain the three relevant shapes while for Hanging Columns, all nine shapes will be available forselection.Clicking the Optimize button will initiate the optimization of the column line.Results are displayed in the Trial Group Results section of the table.

The column line weight of trial group design is listed at the bottom of the column.The yield strength entered on the tab is shown to the far right.To select a trial group design as your final design, click the column header "Select T.G. #" and this design will bemoved to the Final Design section of the table.



When a section is made, an analysis of the entire column line is then run to update the weight and interactionequation values for all columns. If any design warning occur during this analysis, they will be listed in the DesignWarning list box.

A.4.3 Copy

In some cases it is desirable to override the optimum designs, making the sizes of similar column lines identical.This can be done by using the Copy command. The Copy command copies sizes and yield strength from onecolumn line to another. If the column lines are incompatible (such as different number of levels) a warning isgiven and the Copy is canceled. If the sizes being copied to the new column line are inadequate a warning will begiven allowing you to cancel the Copy.To Copy the sizes from one column line to another1. Issue the Process - Copy command2.

With the "Copy From" target cursor select a column line that has the design that will be copied.3.

With the "Copy To" target cursor select the column line that will receive the new design.If the "Copy From" column line has not been design, a warning is shown and you are given the opportunity todesign the column line.Once the design has been copied, the column line that received the design (the "Copy To" column line) the designwill be analyzed for that column line's loading. Because this column line is not considered to be user-defined, orfrozen, the columns will be painted blue of the design passes and red if it fails.This process can be repeated, alternately selecting the Copy From column and the Copy To column lines.The Copy command DOES NOT create a link between the Copy From column and the Copy To column; asubsequent change in the design of one is not automatically made to the other. The Copy command merelycopies the current sizes and Fy from one column line to another.

A.4.4 Freeze Design - Col Line

The Process - Freeze Design - Col Line command is used to freeze the current column designs sizes for aspecified column line. The program will then treat the sizes like user-assigned sizes.Click the target cursor on the column for which you wish to freeze the designs

A.4.5 Freeze Design - All

The Process - Freeze Design - All command is used to freeze the current column designs for all steel columns.The program will then treat the sizes like user-assigned sizes



A.4.6 Clear Design - Col Line

The Process - Clear Design - Col Line command is used to clear the current column designs for all steelcolumns in the selected column line. Columns will be optimized in future designs.This command WILL clear the size of lateral columns.

Click the target cursor on the column for which you wish to clear the designs

A.4.7 Clear Design - All

The Process - Clear Design - All command is used to clear the current column designs for all steel columns.This command WILL NOT clear the size of lateral columns.

Columns will be optimized in future designs.

A.5 ReportsMenu Item Description

Printer To have the reports sent directly to the printer.Screen To have the reports displayed on screen.Text File To have the reports saved to a comma delimited text

file.Viewer File To have the reports saved to the report viewer file

format. This provides the ability to view the reportwithout running the any of the RAM Structural Systemmodules.

Design Criteria (on page 109)Column Design - Single (on page 109) To print a Gravity Column Design Report for a selected

level of a selected column.Column Design - Col Line (on page 109) To print a Gravity Column Design Report for all levels

of a selected column.Column Design - All (on page 110) To print a Gravity Column Design Report for all levels

of all columns.

RAM Steel Column MenusReports



Col Summary (on page 110) To print a Gravity Column Design Summary ReportLoads (on page 110) To print the Gravity Loads on Columns Report listing

all gravity loads on the selected column(s).Load Summary (on page 110) To print the Column Load Summary Report which

summarizes the gravity loads on all column lines.Takeoff (on page 111) To print the Gravity Column Design Takeoff Report

which lists the quantity and weight of each columnsize in the design.

Base Plates To print the Base Plate Design Reports.Base Plates - Single (on page 111)Base Plates - All (on page 111)Base Plates - Summary (on page 111)

A.5.1 Design Criteria

Selecting the Reports - Design Criteria command will cause the Gravity Column Design Criteria Report to beprinted. The Column Criteria Report lists the criteria specified by the user and used in the design of gravitycolumns and baseplates.

A.5.2 Column Design - Single

Selecting the Reports - Column Design - Single command will cause the target cursor to appear. Use the targetcursor to select the column for which the report will be generated.A Gravity Column Design Report includes: design parameters, the controlling load combination, calculatedparameters and the results of the interaction equations.

A.5.3 Column Design - Col Line

Selecting the Reports - Column Design - Col Line command will cause the target cursor to appear. Use thetarget cursor to select the column line for which the report will be generated.A Gravity Column Design Report will be created for every column in the selected column line. This reportconsists of one or more pages of output per column, detailing design parameters, the controlling loadcombination, calculated parameters and the results of the interaction equations.



A.5.4 Column Design - All

Selecting the Reports - Column Design - All command will cause all unsized columns to be designed, and aGravity Column Design Report to be created for every column in the database.This report consists of one or more pages of output per column, detailing design parameters, the controlling loadcombination, calculated parameters and the results of the interaction equations. It may be lengthy and is onlyrecommended for models in which most of the columns are unique in design.The Col Summary (on page 110) command provides a summarized report of all columns in the structure in acondensed format.

A.5.5 Col Summary

Selecting the Reports - Col Summary command will cause all unsized columns to be designed, and a GravityColumn Design Summary Report to be created.The Gravity Column Design Summary Report shows a one line summary of the design of each level of eachcolumn in the model including: column line and level to locate the column, calculated axial force and moments,Load Case, interaction equation results and selected size.

A.5.6 Loads

Selecting the Reports - Loads command will cause allunsized columns to be designed, and a Gravity Loadson Columns Report to be printed. The Gravity Loadson Columns Report lists the gravity loads on each levelof each column in detail including dead load, eachcategory of live load, live load reduction factors,maximum total load and minimum total load.

As indicated in the figure to the left, a compression load is taken to be positive.



A.5.7 Load Summary

Selecting the Reports - Load Summary command willcause all unsized columns to be designed, and aColumn Load Summary Report to be printed. TheColumn Load Summary Report is an abbreviatedlisting of the gravity loads on each level of eachcolumn. The report is organized first by column lineand then by level. For each level of each column line,the height of the level, dead load, positive live load,negative live load, minimum total load and maximumtotal load is listed.

As indicated in the figure to the right, a compression load is taken to be positive.

A.5.8 Takeoff

Selecting the Reports - Takeoff command will cause the Gravity Column Design Takeoff Report to be printed.The Gravity Column Design Takeoff Report lists all gravity column sizes classified by steel grade, and the totallength and weight for each size listed. A piece count and total weight for the entire structure is also listed.

A.5.9 Base Plates - Single

Selecting the Reports - Base Plates - Single command will cause the target cursor to appear. Click on thecolumn line for which you would like a printout of the Base Plate Design. The Base Plate Design Report is adetailed report that includes: Base plate dimensions, Column Data pertaining to the column above the plate,Bearing Data and Calculated Dimensions.

A.5.10 Base Plates - All

Selecting the Reports - Base Plates - All command will cause the Base Plate Design Report to be printed forevery base plate in the model. This detailed report includes: Base plate dimensions, Column Data, Bearing Dataand Calculated Dimensions.

A.5.11 Base Plates - Summary

Selecting the Reports - Base Plates - Summary command will cause the Base Plate Summary Report to beprinted. This report provides a one line summary of the design of each base plate. Each column is listed with itscolumn size and calculated base plate dimensions



A.6 View

These view commands are unique to Steel Column:Menu Item Description

View - Bracing (1) To display the columns' currentbracing on the screen. Bracing isdepicted as small green trianglespointing at the braced axis. Theabsence of a triangle indicates thatthat axis is not braced.

View - Splicing (2) To display the columns' currentsplicing settings on the screen.Splices are indicated by a red platepassing between columns where asplice can occur.

View - Trial Groups (3) To display the trial groups assignedto each column line.

This toolbar is shared with the RAM 3DViewer. See the RAM 3D Viewer manual or help within 3D View for moreinformation on these commands.

View - Colors View - Colors is on the commontoolbar but has a unique behaviorin Steel Column. The View - Colorstoolbar buttons allows you toiterate through the 3 available colorschemes. The three color schemescan be set directly from the View -Colors menu.

A.7 Window

RAM Steel Column MenusView


A.7.1 Close

To close an application or document, click in the upper-right corner of the window, or click Close on theapplication or document Control menu.

A.7.2 Maximize

To enlarge an application or document window to fill the screen, click in the upper-right corner of thewindow, or click Maximize on the application or document Control menu. To restore the window to its previoussize and location, double-click the title bar.

A.7.3 Scroll Bars

The shaded bars along the right side and bottom of a window. To scroll to another part of the window, drag thebox or click the arrows in the scroll bar.

A.7.4 Title bar

To move a window or dialog box, drag its title bar. To maximize a window or restore it to its previous size andlocation, double-click the title bar.

A.7.5 Toolbar

Contains buttons that give you quick access to many commands and features. To see the name of a button, pointto it with the mouse. To display or hide toolbars, use the Toolbars command on the View menu. To make ananchored toolbar a floating toolbar, or vice versa, double-click a blank area on the toolbar.

A.7.6 Window sizing border

The border around a window. To change the shape and size of a window, drag its border. To size the window intwo directions at once, drag a corner of the border.

RAM Steel Column MenusWindow


A.7.7 Minimize

To reduce an application or document window to an icon, click in the upper-right corner of the window, orclick Minimize on the application or document Control menu. To restore the window to its previous size andlocation, double-click the icon.

A.7.8 Restore

To restore a window to its previous size and location, click in the upper-right corner of the window, or clickRestore on the application or document Control menu.

A.7.9 Status bar

The bar near the bottom of the screen that displays information about a selected command or an operation inprogress.

RAM Steel Column MenusWindow


Index

AACI-318 2008 56ACI-318 2014 60Assign 22assigning

column sections 22

BBar Pattern Template 14bar patterns

editing 23Bar Patterns

Final 16, 30base plates

criteria 92Base Plates 111bracing

assigning 93criteria 92

Bracing 103building codes 8, 9

CCAN/CSA A23.3-10

anchorage 77code implementation 70code rule selection 68, 69column resistance 74combined shear and torsion

78compression fan

reinforcement 77concrete strength 71concrete stress-strain 73density of conrete 72design strength 71detailing 81development length,

compression 79

development length, tension79

effective flange width 75logitudinal reinforcement

77longitudinal reinforcement,

torsion 78maximum bar spacing 70maximum concrete strain 73maximum reinforcement 74maximum tie spacing 70minimum number of bars 74minimum reinforcement 74minimum shear

reinforcement 74modulus of elasticity 71modulus of rupture 71plane sections 72reinforcement strength 71required shear resistance 75shear due to torsion 75shear resistance, concrete

76shear resistance, steel 76standard hooks in tension

79tensile strength of concrete

73torsion 75torsion reinforcement 77transverse reinforcement 77transverse reinforcement,

torsion 77Clear Design 29codes 89Col Summary 110colors

eesign status 18Colors

Database Status 18Design Status 31

column designcriteria 22defaults 90

Column Design 109Column Design Forces 9Column Lines 25, 27column plan 30Column Section 25, 27column sections

assigning 22column splices 95Column Unbraced Length 13columns

splices 95compression fan reinforcement

77Concrete Capacity 42–45Concrete Design Code 33, 61, 66Concrete Modulus of Elasticity

35Copy 107Copy Column Line 29criteria

column design 22Criteria 20, 82CSA/CAN A23.1

minimum bar spacing 70

DDatabase Status 18Design

Optimization 14–16Report 83Summary Report 84View/Update 27

Design All 25, 100Design Criteria 109Design Points 9design status 18Design Status 31Design/View Update 25


designingbuilding codes 89columns 101default criteria 90

designsview/update 101

Diagram 25

FFinal 16, 30forces

design 11, 12gravity 10lateral 11

Frame Type Selection 46framing table 101Freeze col line 107Freeze Design 29

GGB50010 Code

Limitations 67

Hhanging columns

default trial group sizes 91

IIMF 47–49Interaction Surface

Diagram 25intermediate moment frame

47–49introduction 7Introduction 82

Jjoint capacity check 49, 52, 54,

55joint shear check 49, 52, 54, 55

LLap Splice 21, 22

lightweight concrete 56Load Combinations 24Load Combinations Reports

Introduction 82Load Summary 110Load/Capacity 18Loads 110Longitudinal 25

MMain 27Material Properties 25, 27Material Takeoff 85model notes 17Model Status 88moment magnification 37

Nnomenclature 33

OOptimization 14–16

PProcess

Clear Design 29Copy Column Line 29Design All 25Freeze Design 29View/Update 25, 27

RReferences 60reinforcement

size 20, 21spacing 20, 21

Reinforcement Capacity 42–45Reinforcement Spacing 42–45Report 83Report Destination 29reports 108Reports

Criteria 82Design 83

Design Summary 84Material Takeoff 85Report Destination 29

SSave 87Scroll Bars 113seismic provisions 58Seismic Provisions 46Shear 27Shear Design

Concrete Capacity 42–45Reinforcement Capacity

42–45Reinforcement Spacing

42–45sidesway 36sign convention 38slenderness

EC2 66SMF 49, 52, 54, 55special moment frame 49, 52,

54, 55splices

assigning 95standard columns

default trial group sizes 91Status Bar 114steel design codes 89Summary Report 84

TTakeoff 111Technical ACI 33technical notes 61toolbar 19Torsional Check 45Transverse 25trial groups

defaults 91individual column lines 97

VView 112view/update 101


View/Update 25, 27View/Update (ACI)

Longitudinal 25Material Properties 25

Transverse 25View/Update (BS8110, CP65,

AS3600Main 27Material Properties 27

Shear 27


ram steel column - bentley

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