Composite Beam

Composite Steel Beam Design

Digital Canal Corporation


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Digital Canal Corporation and the Digital Canal Corporation logo are trademarks of Digital Canal Corporation.

Windows is a registered trademark of Microsoft Corporation.

All other product names are trademarks or registered trademarks of their respective holders.

Digital Canal Corporation wishes to thank the following people for their efforts in the development of Composite

Steel Beam Design:

Clint Auderer Dan Horn

Copyright 2008 by Digital Canal Corporation. All rights reserved.

Information in this manual is subject to change without notice and does not represent a commitment on the part

of the vendor. The software described in this manual is furnished under a license agreement and may be used or

copied only in accordance with the terms of the agreement.

Digital Canal Corporation has carefully prepared this program, including research, development and testing to

ascertain its effectiveness and accuracy. However, no warranty of any kind is made with respect to this program or

its related material except as may be expressly stated in the licensing agreement or other contractual document. In

no event is Digital Canal Corporation to be liable for incidental or consequential damages in connection with, or

arising out of, the furnishing, performance or use of this program.


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Contents

COMPOSITE STEEL BEAM DESIGN ........................................................................................................................... I

GETTING STARTED ................................................................................................................................................. 1

Authorization ....................................................................................................................................................... 1 Technical Support ................................................................................................................................................. 2 Toolbars................................................................................................................................................................ 4

INTRODUCTION ..................................................................................................................................................... 5

DESIGN PROCEDURE: ...................................................................................................................................................... 5 Type 1: Beam Only ............................................................................................................................................... 5 Type 2 & 3: Encased Composite Beams ................................................................................................................ 5 Type 4: Composite Beams With Shear Connectors ............................................................................................... 5 Deflections ............................................................................................................................................................ 6 Calculation of Stud Spacing .................................................................................................................................. 6 Calculation of Bottom Flange Cover Plate Cutoff ................................................................................................. 6

MENUS .................................................................................................................................................................. 7

FILE ............................................................................................................................................................................. 7 EDIT ............................................................................................................................................................................ 8

Span Data ............................................................................................................................................................. 9 Composite Data .................................................................................................................................................. 10 Design Parameters ............................................................................................................................................. 11 Loads .................................................................................................................................................................. 13 Loads | End Moments ........................................................................................................................................ 14 Loads | Concentrated Loads............................................................................................................................... 15 Loads | Uniform Loads ....................................................................................................................................... 16 Loads | Linear Loads .......................................................................................................................................... 16 Loads | Triangular Loads .................................................................................................................................... 17 Loads | Load Combinations ................................................................................................................................ 18

VIEW ......................................................................................................................................................................... 20 SOLVE ........................................................................................................................................................................ 21

Perform Design ................................................................................................................................................... 21 Shear/Moment Diagram .................................................................................................................................... 21

SETTINGS ................................................................................................................................................................... 22 Units ................................................................................................................................................................... 22 Set Defaults ........................................................................................................................................................ 23 Job Information .................................................................................................................................................. 24

EXAMPLES ........................................................................................................................................................... 25

EXAMPLE 1 ................................................................................................................................................................. 25 EXAMPLE 2 ................................................................................................................................................................. 35

Getting Started

Authorization

An Unlock Code is a numeric string that authorizes Digital Canal product(s) to be run on your computer. It is a

unique number that corresponds to the Serial Number, which is unique to your computer. To authorize, or unlock,

your Digital Canal software, follow the steps below.

After launching a Digital Canal program, you will be prompted to authorize your copy of the software.

If you answer No, you will have a 5-day grace period in which you can authorize your software. If you answer

Yes, the License dialog box will be displayed.

Press the Request Authorization button to launch the Request Authorization dialog.


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Fill in your companys information. It is very important that you give complete information so that we can return

your unlock code to you with no delays. Use the Print button to generate a Request Form or Save As to save the

request form to a file. The Request Form can be faxed to 563-690-2003 or emailed to [email protected].

When you receive your unlock code from Digital Canal, type it in the Unlock Code edit field on the License dialog

box (below).

Press the Unlock button to complete the process.

Authorization Codes FAQs

Do I have to wait for an Unlock Code before I can run my Digital Canal Software?

o No. You can run your software immediately after installing it. You have a 5-day grace period

during which you can run the software before the unlock code is required. However, we strongly

recommend that you request the unlock code as soon as possible. We will make every effort to

ensure that you receive your software authorization keys in a timely manner, usually the same

day.

What happens if I don't contact Digital Canal to get my Unlock Code?

o The software will no longer operate 5 days after installation. Re-installing the software does not

restart the grace period.

Do I have to obtain authorization codes for each machine running Digital Canal software?

o Yes. Unlock codes are machine specific and licenses are sold on a per-machine basis.

What if I need to re-install my system?

o As long as you re-install on the same hard drive on the same machine, your Unlock Code should

work. A new hard drive or CPU will generate a different Serial Number, and your original Unlock

Codes will not be recognized.

Technical Support

At times, you may require help solving a problem. If you do, Digital Canal is available to help you. Before calling, we

ask that you consult the programs documentation to see if it has the answer to your question.

Technical Support is offered to you free of charge for 60 days after the date of purchase of the module. Support

contracts are available at an additional charge through your Account Executive, or Digital Canal will bill you directly

for the support time incurred.

If you need assistance:


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Call: (800) 449-5033

(563) 690-2000 (outside the United States)

8:00 A.M. to 5:00 P.M. Central time

Monday-Friday

Email: [email protected]

Fax: (563) 690-2003

To make the support process more efficient, you will be asked to provide us with your company information so

that we can assign you a Case ID. Since you will probably be asked to provide information from your computer

system, we recommend that you call from a telephone that is near your computer. Also, be sure to have the

following information ready for the Support Engineer:

Software product and version

Operating system (Windows XP, Windows Vista, etc.)

Background information about your question or problem


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Toolbars

Composite Steel Beam Design contains several toolbars for expediting the navigation of the program. The toolbar

shortcuts that are not standard Windows shortcuts are described below:

Option Icon Corresponding Command

Span Data

EditSpan Data

Composite Data

EditComposite Data

Design Parameters

EditDesign Parameters

End Moments

EditLoadsEnd Moments

Concentrated Loads

EditLoadsConcentrated Loads

Uniform Loads

EditLoadsUniform Loads

Linear Loads

EditLoadsLinear Loads

Triangular Loads

EditLoadsTriangular Loads

Load Combinations

EditLoadsLoad Combinations

Geometry View

ViewGeometry

Load View

ViewLoads

Perform Design

SolvePerform Design

Shear/Moment Diagram

SolveShear/Moment Diagram


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Introduction Composite Steel Beam Design designs composite steel beams using the AISC ASD (9

th Edition) and LRFD (1

st Edition)

design codes. The program can check or design beams. When run in Design Mode, the program sizes the steel

beam in addition to determining the number and spacing of shear studs, which are also determined in Check Mode.

Design Procedure: The program will check or design five types of composite beams:

1. Beams designed on the basis of the steel section working alone.

2. Encased beams which are unshored (encased beams rely on concrete bond for transfer of shear forces).

3. Encased beams which are shored.

4. Composite beams with shear connectors and/or metal deck, unshored.

5. Composite beams with shear connectors and/or metal deck, shored.

In general, the program checks each span separately. For cantilevers, the bottom flange is assumed to be un-

braced for the entire length of the cantilever. The main span bottom flange is assumed to be un-braced between

the support and point of inflection. The top flange in all spans is assumed to be continuously braced for both

shored and unshored conditions.

Type 1: Beam Only All stresses and deflections are computed on the steel section alone. The allowable stress is set to 0.76 Fy when

using ASD (I2.1). Mn is calculated by setting phi = 0.90 and using the plastic stress distribution when using the LRFD

method.

Type 2 & 3: Encased Composite Beams Stresses are determined by superposition of elastic stresses in both ASD and LRFD design methods. In ASD, the

allowable bending stress is 0.66 Fy.

Type 4: Composite Beams With Shear Connectors When using ASD the following steps are performed:

1. Calculate elastic composite properties for positive and negative moment regions. Modular ratios are

based on normal weight concrete.

2. If the beam is unshored, determine stresses based on superposition and compare to an allowable of 0.90

Fy.

3. If the beam is shored or unshored, determine stress using total moment and composite section modulus

and compare to an allowable determined by using section F1.1 of the specification.

When using LRFD the following procedure is used:

1. Determine hc/tw

a. If greater than the limit specified in I3.2a, use superposition of elastic stresses as for ASD but with

b = 0.90. b. Otherwise, treat beam as shored and calculate Mn from plastic stress distribution and b = 0.85.


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Deflections

All deflections are based on superposition of elastic deflections based on un-factored loads. The composite section

is calculated using user specified modular ratios. An immediate, non-composite deflection is printed for unshored

beams, as well as short time deflection composite deflection. Long time deflections are due to creep and are not

mentioned in the AISC specification and are therefore not used for design purposes. Some engineers, however,

make use of long time deflections (using a modular ration of between 2 to 3 times the normal modular ratio). The

program therefore prints these values of information purposes only.

Calculation of Stud Spacing

The program calculates the number of studs required between the point of maximum moment and the nearest

points of zero moment. An attempt is made to predict spacing of connector groups based on the position of

concentrated loads, points of maximum moment and inflection points for all load combinations simultaneously.

Wildly varying loading conditions and moment diagrams may cause aberrations in these calculations and should be

checked thoroughly by the engineer.

The printed spacing assumes the deck parallel or no metal deck. With the deck perpendicular, the spacing must be

modified to coincide with the troughs of the decking such that the total number of connectors is supplied within

the same overall distances. In other words, if the program specified 20 spaces at 6 inches, you need a total of 19

connector groups within 10 feet at any spacing (not to exceed maximum spacing restrictions).

Calculation of Bottom Flange Cover Plate Cutoff

Flange cover plate cutoffs are calculated when the section capacity of the steel beam alone is less than the

maximum applied moment. If the beam acting alone has more capacity than required by the loads, no cutoff can

be calculated. Flange cutoffs are also not calculated when there are cantilevers or negative moments. The

engineer must extend cover plates beyond these theoretical cutoff points by the distance required to develop the

force in the cover plate using welds or bolts.


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Menus File

The File menu found in Composite Steel Beam Design contains commands found in all Windows applications.

These commands function in the standard manner and are not described in this manual.


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Edit

The Edit menu contains the main input commands for the program. These four commands are described below:


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Span Data

EditSpan Data

Icon:

Dialog Box:

Span Data dialog box definitions:

Option Function

Main Span The length of the beam that spans between the two supports. The Main Span length

is measured from the centerlines of the supports.

Support The support type at each side. If a cantilever is specified, the support type is

automatically considered to be pinned.

Cantilever The length of the cantilever, or overhang. The cantilever length is measured from the

center of the support to its tip.


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Composite Data

EditComposite Data

Icon:

Dialog Box:

Composite Data dialog box definitions:

Option Function

Composite Beam Type The Type specifies the type of composite action used by the beam:

1. Beam Only: design based on steel section working alone.

2. Encased Unshored: unshored beams that rely on concrete bond for transfer

of shear forces.

3. Encased Shored: shored beams that rely on concrete bond for transfer of

shear forces.

4. Composite Unshored: unshored beams that use shear connectors for

transfer of shear forces. Optional metal deck.

5. Composite Shored: shored beams that use shear connectors for the transfer

of shear forces. Optional metal deck.

Concrete Strength, fc The compressive strength of the concrete.

Concrete Density The weight density of the slab concrete, generally taken to be around 144 pcf.

N, Short Term

&

N, Long Term

The short term and long term modular ratios. Composite Steel Beam Design

computes the ratios from the concrete weight when the Concrete Density is input.

The computed values can be overridden.

Overall Slab Thickness The distance from the top of the steel beam to the top of the concrete slab.

Edge Beam?

&

Edge Distance

If the beam being designed is at the edge of the slab, input the distance from the

centerline of the beam to the edge of the slab.

Spacing C.C. Adj. Beam The center to center spacing of the beams. The value is used to determine the

effective flange width of the slab.

Metal Deck?

&

Thickness

If a metal deck is used, input its thickness.


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Capacity of Shear

Fasteners

The design capacity per connector group. For LRFD, input the nominal strength; for

ASD input the allowable load. The allowable load is generally around 50% of the

nominal strength.

Interior Support

Reinforcement

Check If rebar has been placed in the support regions to increase negative moment

capacity. Composite Steel Beam Design only considers the reinforcement if there is a

negative moment.

Rebar Area

(Left and Right)

The area of steel reinforcement in the top of the slab over the supports.

Distance to Bar

(Left and Right)

The distance from the top of the steel beam to the centroid of the reinforcing steel.

Design Parameters

EditDesign Parameters

Icon:

Dialog Box:

Design Parameters dialog box definitions:

Option Function

Design or Check Specify if the program should determine the beam size (Design Mode) or check a

specific size (Check Mode). If Check mode is specified, the Check Section list and

Select button are enabled; if Design mode is specified, the Section Type, Min Depth

and Max Depth fields are enabled.

Output Choose between detailed and summary reports.

Yield Stress, Fy The yield stress of the beam.

Defl. Ratio LL The ratio that defines the allowable amount of deflection due to live load loads. The

value is expressed as a denominator of the span length. Only the main span is

checked against the specified ratio.

For example, if a beam is 120 long and the allowable live load deflection is to be

0.3, then the Defl. Ratio LL would be 400. A commonly used value is 360.

Rebar Yield, Fyr The yield stress of the reinforcing bars (i.e. support reinforcement).


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Defl. Ratio TL The ratio that defines the allowable amount of deflection due to combined dead and

live load loads. The value is expressed as a denominator of the span length. Only the

main span is checked against the specified ratio.

For example, if a beam is 120 long and the allowable total load deflection is to be

0.5, then the value of Maximum would be 240, which is a commonly used value.

Maximum Stress Ratio The maximum allowed ratio of required to provided capacity. The default value is 1.0.

Remember that load combinations containing Wind or Seismic loads automatically

have their allowable stresses increased, so you do not have to increase the stress

ratio to account for that provision.

For example, if the shear on a beam is 25 kips, and the current beam shape has a

shear capacity of 18 kips, then the shear ratio is 25/18 = 1.39, which means the beam

will fail in shear. If the Max Ratio is set to 0.98, Composite Steel Beam Design will find

a shape (using Design mode) that has a shear capacity of at least 25/0.98 = 25.5 kip.

Long Term Live Load The percent of live load that will be considered sustained for long term deflection

calculations.

Cover Plate Required Check if a cover plate is going to be used on the bottom flange. Cover plates are used

to increase the positive moment capacity of a beam.

Thickness (Cover Plate) The thickness of the Cover Plate.

Width (Cover Plate) The width of the Cover Plate.


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Loads

EditLoads

There are (5) types of loads that can be entered into Composite Steel Beam Design, these include end moments,

concentrated, uniform, linear and triangular force distributions. Each of these loads are input and managed via the

Load Manager dialog box shown below:

Dialog Box:

Load Manager dialog box definitions:

Option Function

Load Case The load case drop list specifies the load type.

Span The span indicates if the load is to be placed on the main span or one of the

cantilevers.

New Load The New Load button launches the input dialog box that is used to define the specific

individual load.

Edit Load The Edit Load button displays the selected load input for viewing or editing.

Copy Load The Copy Load button will copy a load within the specified load case and span.

Delete Load The Delete Load button permanently deletes the selected load.


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Loads | End Moments

EditLoadsEnd Moments

Icon:

Dialog Box:

New End Moment Load dialog box definitions:

Option Function

ID A numeric identifier used by Composite Steel Beam Design to keep track of the

individual loads. The value is maintained by the program and cannot be changed by

the user. Only one set of end moments can be input for each load case.

Description The description is an optional alpha-numeric label used to identify the load.

Left Moment The magnitude of the end moment at the left side of the main span; positive values

create compression on the top of the beam.

Right Moment The magnitude of the end moment at the right side of the main span; positive values

create compression on the top of the beam.

Load Case The load case as selected from the Load Manager. The Load Case value cannot be

changed from the New End Moment Load dialog box - to change it, you must return

to the Load Manager and specify the desired load case before creating a new load.

Span The span that the load is to be placed on. The span value cannot be changed from

the New End Moment Load dialog box - to change it, you must return to the Load

Manager and specify the desired span before creating a new load.

1) End moments cannot be applied to the ends of the main span that have fixed supports or cantilevers.


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Loads | Concentrated Loads

EditLoadsConcentrated Loads

Icon:

Dialog Box:

New Concentrated Load dialog box definitions:

Option Function



the user. A maximum of (10) concentrated loads are permitted for a given span and

load case combination.


Distance to Load The location of the concentrated load, measured from the left end of the indicated

span.

Concentrated Load The magnitude of the concentrated load; downward loads are entered as negative

numbers.


changed from the New Concentrated Load dialog box - to change it, you must return

to the Load Manager and specify the desired load case before creating a new load.


the New Concentrated Load dialog box - to change it, you must return to the Load



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Loads | Uniform Loads

EditLoadsUniform Loads

Icon:

Dialog Box:

New Uniform Load dialog box definitions:

Option Function



the user. A maximum of (10) uniform loads are permitted for a given span and load

case combination.


Distance to Begin The location where the uniform load begins, measured from the left end of the

indicated span.

Distance to End The location where the uniform load ends, measure from the left end of the indicated

span.

Uniform Load The magnitude of the uniform load; downward loads are entered as negative

numbers.


changed from the New Uniform Load dialog box - to change it, you must return to the

Load Manager and specify the desired load case before creating a new load.


the New Uniform Load dialog box - to change it, you must return to the Load


Loads | Linear Loads

EditLoadsLinear Loads

Icon:

Dialog Box:


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New Linear Load dialog box definitions:

Option Function



the user. A maximum of (5) linear loads are permitted for a given span and load case

combination.


Distance to Begin The location where the linear load begins, measured from the left end of the

indicated span.

Distance to End The location where the linear load ends, measure from the left end of the indicated

span.

Load at Begin The magnitude of the linear load at the beginning position; downward loads are

entered as negative numbers.

Load at End The magnitude of the linear load at the end position; downward loads are entered as

negative numbers.


changed from the New Linear Load dialog box - to change it, you must return to the



the New Linear Load dialog box - to change it, you must return to the Load Manager

and specify the desired span before creating a new load.

Loads | Triangular Loads

EditLoadsTriangular Loads

Icon:

Dialog Box:


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New Triangular Load dialog box definitions:

Option Function

ID A numeric identifier used by Composite Steel Beam Design to keep track of the individual

loads. The value is maintained by the program and cannot be changed by the user. A

maximum of (5) triangular loads are permitted for a given span and load case

combination.


Distance to Begin The location where the triangular load begins, measured from the left end of the

indicated span.

Distance to End The location where the triangular load ends, measure from the left end of the indicated

span.

Distance to Peak The location where the triangular load reaches its peak magnitude. The Distance to Peak

must be a number between the Distance to Begin and Distance to End.

Peak Load The peak magnitude of the triangular load; downward loads are entered as negative

numbers.


changed from the New Triangular Load dialog box - to change it, you must return to the


Span The span that the load is to be placed on. The span value cannot be changed from the

New Triangular Load dialog box - to change it, you must return to the Load Manager and

specify the desired span before creating a new load.

Loads | Load Combinations

EditLoadsLoad Combinations

The Load Combinations Options dialog box displays a list of load combinations used to design the beam. A maximum

of 15 load combinations can be defined and edited using the controls found on the Load Combination Options dialog

box.

Icon:

Dialog Box:


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View

The View menu contains commands to control the display of the main application window. The first two commands

(Geometry and Loads) are used to change the background graphic to display either the beam geometry or beam

loads. These backgrounds are meant to be visual definitions for the various program inputs. The other two

commands are used to turn on or off the Composite Steel Beam Design Toolbar and Status Bar.


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Solve

The Solve menu contains commands to initialize the design procedure and generate shear & moment diagrams.

Perform Design

The Perform Design command initiates the solution process, which results in the report automatically displaying in

Microsoft Word. If you do not have Microsoft Word, or any other application that can view RTF files, you can

download Microsoft Word Viewer from Microsofts website for free. Note that while RTF files with open with

Microsoft Wordpad, much of the formatting will be lost.

Shear/Moment Diagram

The Shear/Moment Diagram command generates and displays a shear and moment diagrams for the beam. The

diagrams can be generated for each load combination. The diagram can be printed and/or saved to a DXF file.


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Settings

The Settings menu contains commands used to assign and maintain units, default inputs and the project

description (displayed in the report).

Units

SettingsUnits

Dialog Box:

Define I/O Units dialog box definitions:

Option Function

Set units to Selecting either button (US or Metric) will set the units to preset defaults for the indicated

system of units.

Span & Loads

Length Units

Length unit for span lengths, beam spacing, edge distance, load inputs and outputted

locations of inflection points, maximum moments and deflections.

Span & Loads

Force Units

Force unit for load input.

Yield Stress Length

Units

Length unit for material strength/stress property input.

Yield Stress Force

Units

Force unit for material strength/stress property input.

Density Length

Units

Length unit for concrete density input.

Density Force

Units

Force unit for concrete density input.

Thickness Length Length unit for slab thickness, metal deck thickness, support reinforcement, cover plate


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Units input, section property output and stud spacing.

Deflection Length

Units

Length unit for deflection output.

Shear & Moment

Length Units

Length unit for section force and reaction output.

Shear & Moment

Force Units

Force unit for section force and reaction output.

Stress Length Units Length unit for stress output.

Stress Force Units Force unit for stress output.

Set Defaults

SettingsSet Defaults

The Set Defaults command takes the current value of all the inputs and saves them to a file that is loaded (as

default inputs) each time the program loaded or a new problem started.

Dialog Box:


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Job Information

SettingsJob Information

The Job Information command is used to input the various descriptors used to identify the beam in the report.

These alpha-numeric strings are displayed on the header of the first page of the report. Each string is limited to

200 characters.

Dialog Box:


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Examples

Example 1

Design the beam as given in the AISC 9th

Edition (ASD) Manual of Steel Construction, Example

16 (pg 2-252)

1. Determine Design Moment and Shear

a. Non-composite moment:

i. .

= 62.2 b. Moment due to loads after concrete has hardened:

i. .

= 165.88 c. Total Moment:

i. 62.2 + 165.88 = 228.1 d. Maximum Shear:

i. ..

= 25.3 2. Calculate Section Properties

a. Composite Beam Cross Section


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i. b. Effective Width

i. = = 108 . > 8 12 = 96 . #$%&'

c. Steel Section Properties (W21x44)

i. () = 81.6 . ii. *+ = 13.0 .

iii. ,) = 843 . iv. . = 20.66 .

d. Determine Ycg

i. = /01 = 9.289 ii. 345678 = //./ = 10.335 .

iii. *+9:; = 10.335 4 2 = 20.667 iv. * = 20.667 + 13.0 = 33.667 . v. *+9:; >+9:; = 62.00 .

vi. *> = 62 + 13 10.33 = 72.29 . vii. >@ = A1./.1 = 2.147 .

e. Determine Moments of Inertia

i. ,BCDE = 843 + 13 10.33 2.147 + .0F + 20.667 3 + 2.147 ii. ,BCDE = 2267.89 .

iii. Using n = 9

1. ,+GCHI = 2285.4 . f. Determine Section modulus


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i. (IH = 1./.A.0 = 122.49 . ii. (BCJB = 1.//./.0 = 3428.2 .

3. Check Stresses

a. The 9th

Edition Specification requires that the following checks be made for unshored

construction:

i. Non-Composite

1. ; = .. = 9.15 < 0.66LM = 23.76 OP ii. Composite

1. ; = ../ = 22.35 < 0.66LM = 23.76 OP 2. BCJB = 0.. = 0.581 < 0.45LB = 1.35 OP 3.

iii. Elastic Calculation

1. ; = 9.15 + 0../ = 25.4 < 0.9LM = 32.4 OP iv. Shear

1. 8 = 0...0 = 3.50 < 0.4LM = 14.4 OP 4. Check Deflections

a. S9= 0./ 1728 = 0.59 . b. 99= 00./0. 1728 = 0.58 . c. +GCHI= 0.59 + 0.58 = 1.17 .

5. Shear Connector Design

a. TG = 0.85 3.0 / = 244.8 b. TG = 13.0 = 234 U$%&' c. V = /. = 25.4 W& 26 &XY .& $ [X\[W[ [$[&

6. Partial Composite Design

a. (H45S = .. = 115.2 . b. TG = 234 ]0.A../A. ^

= 158 c. V = 0/. = 17.2 W& 18 W. d. TG = 18 9.2 = 165.6 e. (4__ = 81.6 + `0. 122.49 81.6 = 116 . f. ; = . = 23.59 g. ,4__ = 843 + `0. 2285.4 843 = 2056.4 h. 6 = 0.58 0.0. = 0.64 .


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To use Composite Steel Beam Design to solve the problem, follow the steps below:

1. Input Span Data:

a. Pick the Span Data command from the Edit menu, fill the dialog box as shown below:

b. 2. Input Composite Data:

a. Run the Composite Data command from the Edit menu, fill out the dialog box as shown

below:

b.

3. Input Design Parameters:

a. Run the Design Parameters command from the Edit menu, fill out the dialog box as

shown below:


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b. 4. Input Loads:

a. Run the Uniform Loads command from the EditLoads menu:

b.

c. Make sure the Load Case is set to Non Composite, then click the New Load button, fill

out the dialog box as shown below:

d.

e. When you press OK, you will be returned to the Uniform Load Manager dialog box.

Change the Load Case to Live:


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f.

g. Press the New Load button, fill out the dialog box as shown below:

h.

i. Press the OK button to close both the New Uniform Load and Uniform Load Manager

dialog boxes.

5. Input Load Combinations

a. Run the Load Combinations command from the EditLoads menu:

b.

c. Use the New and/or Edit buttons to create the load combinations show below:

d.


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6. Run the Perform Design command from the Solve menu; the report below will display:


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Job: 0 Designed By: Beam ID: 0 Checked By: Time: 3:46 PM 7/21/2008 Program: Composite Steel Beam 2.0

C O M P O S I T E S T E E L B E A M D E S I G N

Description: ===========

Code: AISC (1990) Design Method: ASD Type: Composite Beam - Un-Shored

Main Span Length: 36.000 Ft

Beam Spacing : 8.000 Ft Slab Thickness : 4.000 In Deck Thickness : 2.000 In Fy : 36 K /In ^2 Total Load Deflection Limit: L/240.00 Max Stress Ratio: 1.000 Live Load Deflection Limit : L/360.00 Rebar, Fy : 60 K /In ^2 Concrete, f'c : 3 K /In ^2 Density : 144.000 Lb/Ft ^3 Stud Capacity : 9.200 K Modular Ratios Short Term : 9.000 Long Term : 27.000

E C H O O F L O A D I N P U T NON-COMPOSITE DEAD LIVE WIND EARTHQUAKE ROOF

Wind/Earthquake Included: No No Check Deflection: Yes Yes

Main Span =========

# 1 Uniform Load: -0.384 K /Ft 0.000 K /Ft -1.024 K /Ft Distance to Begin: 0.000 Ft 0.000 Ft 0.000 Ft End: 36.000 Ft 0.000 Ft 36.000 Ft

C R I T I C A L S H E A R S & M O M E N T S (+Moment Produces Compression in Top Flange) (NON-COMPOSITE + COMPOSITE) NON-COMPOSITE LOAD COMB 1 LOAD COMB 2 LOAD COMB 3 LOAD COMB 4

Load Combination Non-Comp: 1.000 x Non-Comp Load Combination # 1: 1.000 x Non-Comp + 1.000 x Live

Shear Left End: 6.912 K 25.344 K Moment Left End: 0.000 K -Ft 0.000 K -Ft Shear Right End: -6.912 K -25.344 K Moment Right End: 0.000 K -Ft 0.000 K -Ft Maximum Moment: 62.208 K -Ft 228.096 K -Ft Located at: 18.000 Ft 18.000 Ft Max Deflection I=1000: -0.500 In -1.835 In Located at: 18.000 Ft 18.000 Ft Non-Composite Part: -0.500 In Inflection Points: 0.000 Ft 0.000 Ft


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36.000 Ft 36.000 Ft

Reaction Left End: 6.912 K 25.344 K Reaction Right End: 6.912 K 25.344 K

S E C T I O N P R O P E R T I E S

Non-Composite Section Properties for W21x44 Ix = 843.000 In^4 Sxt = 81.600 In^3 Sxb = 81.600 In^3

Composite Section Properties (Beff = 96.00 In) Ix (Short) = 2285.423 In^4 Ix (Long) = 1662.150 In^4 Ix (Stress) = 2267.969 In^4 Sxt = 1056.475 In^3 Sxb = 122.505 In^3 Sxslab = 3427.326 In^3

C R I T I C A L S T R E S S E S (Sign Convention: += Tension, -= Compression) (NON-COMPOSITE + COMPOSITE) NON-COMPOSITE LOAD COMB 1 LOAD COMB 2 LOAD COMB 3 LOAD COMB 4

Check of W21x44 ================

Main Span =========

Actual/Allowable Non-Composite Top Flange Stresses @Max Non-Comp Moment: -9.148 K /In ^2 23.760 K /In ^2

Actual/Allowable Non-Composite Bottom Flange Stresses @Max Non-Comp Moment: 9.148 K /In ^2 23.760 K /In ^2

Actual/Allowable Composite Top Flange Stresses @Max Non-Comp Moment: -11.032 K /In ^2 32.400 K /In ^2 @Max Composite Moment: -11.032 K /In ^2 32.400 K /In ^2

Actual/Allowable Composite Bottom Flange Stresses @Max Non-Comp Moment: 22.343 K /In ^2 23.760 K /In ^2 @Max Composite Moment: 22.343 K /In ^2 23.760 K /In ^2

Partial Composite Bottom Flange Stresses 23.594 K /In ^2 23.760 K /In ^2

Actual/Allowable Composite Shear Stresses 3.505 K /In ^2 14.400 K /In ^2

Actual/Allowable Composite Concrete Stresses @Max Non-Comp Moment: -0.581 K /In ^2 1.350 K /In ^2 @Max Composite Moment: -0.581 K /In ^2 1.350 K /In ^2

Unshored Bottom Flange Elastic Stresses @Max Non-Comp Moment: 25.398 K /In ^2 @Max Composite Moment: 25.398 K /In ^2

Partial Composite Bottom Flange Elastic Stresses @Max Non-Comp Moment: 26.307 K /In ^2 @Max Composite Moment: 26.307 K /In ^2

C R I T I C A L S T R E S S E S S U M M A R Y


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Main Span =========

W21x44 Loc: COMP/BF Stress Ratio: 0.94 Load Comb: 1 Defl. Ratio: L/ 309 Load Comb: 1 ====================================================================================================================================

fb: 22.34 K /In ^2 fv: 3.50 K /In ^2 Weight: 1.59 K Fb: 23.76 K /In ^2 Fv: 14.40 K /In ^2 Defl: -0.594 In (NC) -1.177 In (Short) -1.396 In (Long 100.00% Sustained)

With 71 Per Cent Partial Composite Action:

Seff = 116.011 In^3 Ieff = 2056.431 In^4 (Short) 1532.106 In^4 (Long) fb: 23.59 K /In ^2 Defl: -1.243 In (Short) -1.465 In (Long 100.00% Sustained) Fb: 23.76 K /In ^2

Required Shear Connectors =========================

Mid Span: Vh (Full Composite) = 234.00 K 52 Studs Reqd Between 0.000 Ft and 36.000 Ft, Spacing is 8.3 In (52)

Vh' (Partial Composite) = 165.60 K 36 Studs Reqd Between 0.000 Ft and 36.000 Ft, Spacing is 12.0 In (36)

NOTE: Program Does Not Check Minimum Spacing Based on Stud Diameter or Minimum Resistance Reqd For Uplift In Regions Where No Studs are Theorectically Required, Place Additional Studs at the Maximum Spacing Allowed

D E F L E C T I O N S NON-COMPOSITE LOAD COMB 1 LOAD COMB 2 LOAD COMB 3 LOAD COMB 4

Total Deflections Full Composite Main Span (Short) : -0.594 In -1.177 In (Long) : -1.396 In Allowable : 1.800 In 1.800 In

Live Load Deflections Full Composite Main Span (Short) : -0.584 In (Long) : -0.803 In Allowable : 1.200 In

Total Deflections Partial Composite Main Span (Short) : -0.594 In -1.243 In (Long) : -1.465 In Allowable : 1.800 In 1.800 In

Live Load Deflections Partial Composite Main Span (Short) : -0.649 In (Long) : -0.871 In Allowable : 1.200 In

NOTE: Deflections are calculated using constant value of I


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Example 2

Design the beam as given in the AISC 1st

Edition (LRFD) Manual of Steel Construction, Example 1

(pg 4-9)

1. Determine Moments and Shears

a. aS9 = .0 = 73.1 b. a99 = . = 112.5 c. a6 = ..0.. = 267.8 d. T6 = ..0.. = 35.7

2. Calculate Section Properties

a. Effective Width

i. = = 90.0 .

ii. 10 12 = 120 . > 90 . U$%&' b. Steel Section Properties (W16x31)

i. () = 47.2 . ii. *+ = 9.12 .

iii. ,) = 375 . iv. . = 15.88 .

c. Composite Properties

i. = /b0c.d0 = 12 ii. 345678 = / = 7.5 .

iii. Using the methodology given in Example 1, ,BCDE = 1444.27 . 3. Calculate Deflections


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a. = 01..0/.1 1728 = 0.718 . 4. Determine Mn

a. eMf = 15.88 2 0.44 0.275 36 = 148.5 b. eM_ = 5.525 0.44 36 = 87.5 c. eM = 9.12 36 = 328.3 d. aEf = 0.25 148.5 15.88 2 0.44 = 556.9 e. aE_ = 87.5 15.88 0.44 = 1351 f. aE = 556.9 + 1351 = 1908 g. g = 328.3 h. X = ..0.0/ = 1.226 . i. & = 0.5 15.88 + 6.25 0.5 1.226 = 13.58 . j. aJ = .0..0 = 315.8 267.8 OP

5. Determine Vn

a. TJ = 0.6 15.88 0.275 0.9 36 = 84.9 35.7 OP 6. Determine Shear Connectors

a. V = ./. = 16.58 W& 17 &XY .& $ [X\[W[ [$[& 7. Determine Mn for Partial Composite Behavior

a. V = 22 W. 11 &XY .& $ [X\[W[ [$[& b. TG = iJ = 11 19.8 = 217.8 c. X = 1..0.0/ = 0.813 . d. & = 0. + 6.25 . = 13.78 . e. eM_ g = 217.8 eM f. aJ = .0 kc 328.3 217.8 k15.88 k.A1.1.0 l 0.44l + 217.8 13.78l g. aJ = 273.6 267.8 OP


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To use Composite Steel Beam Design to solve the problem, follow the steps below:

1. Input Span Data:

a. Pick the Span Data command from the Edit menu, fill the dialog box as shown below:

b. 2. Input Composite Data:

a. Run the Composite Data command from the Edit menu, fill out the dialog box as shown

below:

b.

3. Input Design Parameters:

a. Run the Design Parameters command from the Edit menu, fill out the dialog box as

shown below:


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b. 4. Input Loads:

a. Run the Uniform Loads command from the EditLoads menu:

b. c. Make sure the Load Case is set to Non Composite, then click the New Load button, fill

out the dialog box as shown below:

d.

e. When you press OK, you will be returned to the Uniform Load Manager dialog box.

Change the Load Case to Live:


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f.

g. Press the New Load button, fill out the dialog box as shown below:

h. 5. Input Load Combinations

a. Run the Load Combinations command from the EditLoads menu:

b. c. Use the New and/or Edit buttons to create the load combinations show below:

d.

6. Run the Perform Design command from the Solve menu; the report below will display:


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Job: Designed By: Beam ID: Checked By: Time: 2:31 PM 7/24/2008 Program: Composite Steel Beam 2.0

C O M P O S I T E S T E E L B E A M D E S I G N

Description: ===========

Code: AISC (1990) Design Method: LRFD Type: Composite Beam - Shored

Main Span Length: 30.000 Ft

Beam Spacing : 10.000 Ft Slab Thickness : 6.250 In Deck Thickness : 3.000 In Fy : 36 K /In ^2 Total Load Deflection Limit: L/240.00 Max Stress Ratio: 1.000 Live Load Deflection Limit : L/360.00 Rebar, Fy : 60 K /In ^2 Concrete, f'c : 3.5 K /In ^2 Density : 115.000 Lb/Ft ^3 Stud Capacity : 19.800 K Modular Ratios Short Term : 12.000 Long Term : 36.000

E C H O O F L O A D I N P U T NON-COMPOSITE DEAD LIVE WIND EARTHQUAKE ROOF

Wind/Earthquake Included: No No Check Deflection: Yes Yes

Main Span =========

# 1 Uniform Load: -0.650 K /Ft 0.000 K /Ft -1.000 K /Ft Distance to Begin: 0.000 Ft 0.000 Ft 0.000 Ft End: 30.000 Ft 0.000 Ft 30.000 Ft

C R I T I C A L S H E A R S & M O M E N T S (+Moment Produces Compression in Top Flange) (NON-COMPOSITE + COMPOSITE) NON-COMPOSITE LOAD COMB 1 LOAD COMB 2 LOAD COMB 3 LOAD COMB 4

Load Combination # 1: 1.200 x Non-Comp + 1.600 x Live

Shear Left End: 35.700 K Moment Left End: 0.000 K -Ft Shear Right End: -35.700 K Moment Right End: 0.000 K -Ft Maximum Moment: 267.750 K -Ft Located at: 15.000 Ft Max Deflection I=1000: -1.037 In Located at: 15.000 Ft Non-Composite Part: -0.408 In


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Inflection Points: 0.000 Ft 30.000 Ft

Reaction Left End: 35.700 K Reaction Right End: 35.700 K

S E C T I O N P R O P E R T I E S

Non-Composite Section Properties for W16x31 Ix = 375.000 In^3 Zx = 54.000 In^3

Composite Section Properties (Beff = 90.00 In) Ix (Short) = 1444.270 In^4 Ix (Long) = 1060.543 In^4 Ix (Stress) = 1540.350 In^4

C R I T I C A L F O R C E S (+Moment Produces Compression in Top Flange) (NON-COMPOSITE + COMPOSITE) NON-COMPOSITE LOAD COMB 1 LOAD COMB 2 LOAD COMB 3 LOAD COMB 4

Check of W16x31 ================

Main Span =========

Composite Factored Actual/*Nominal Bending Strength @Max Composite Moment: 267.750 K -Ft 315.858 K -Ft

Partial Composite *Nominal Strength 273.788 K -Ft

Composite Factored Actual/*Nominal Shear Strength 35.700 K 84.894 K

* Indicates That Nominal Resistance Includes Appropriate Phi Factor

C R I T I C A L F O R C E S S U M M A R Y

Main Span =========

W16x31 Loc: COMP Stress Ratio: 0.85 Load Comb: 1 Defl. Ratio: L/ 368 Load Comb: 1 ====================================================================================================================================

Mu: 267.75 K -Ft Vu: 35.70 K Weight: 0.93 K *Mn: 315.86 K -Ft *Vn: 84.89 K Defl: 0.000 In (NC) -0.718 In (Short) -0.978 In (Long 100.00% Sustained)

With 67 Per Cent Partial Composite Action:

Ieff = 1245.898 In^4 (Short) 933.361 In^4 (Long) Mu: 267.75 K -Ft Defl: -0.832 In (Short) -1.111 In (Long 100.00%% Sustained) *Mn: 273.79 K -Ft

* Indicates That Nominal Resistance Includes Appropriate Phi Factor

Required Shear Connectors =========================

Mid Span: Vh (Full Composite) = 328.32 K 34 Studs Reqd Between 0.000 Ft and 30.000 Ft, Spacing is 10.6 In (34)


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Vh' (Partial Composite) = 217.80 K 22 Studs Reqd Between 0.000 Ft and 30.000 Ft, Spacing is 16.4 In (22)

NOTE: Program Does Not Check Minimum Spacing Based on Stud Diameter or Minimum Resistance Reqd For Uplift In Regions Where No Studs are Theorectically Required, Place Additional Studs at the Maximum Spacing Allowed

D E F L E C T I O N S NON-COMPOSITE LOAD COMB 1 LOAD COMB 2 LOAD COMB 3 LOAD COMB 4

Total Deflections Full Composite Main Span (Short) : -0.718 In (Long) : -0.978 In Allowable : 1.500 In

Live Load Deflections Full Composite Main Span (Short) : -0.435 In (Long) : -0.593 In Allowable : 1.000 In

Total Deflections Partial Composite Main Span (Short) : -0.832 In (Long) : -1.111 In Allowable : 1.500 In

Live Load Deflections Partial Composite Main Span (Short) : -0.504 In (Long) : -0.673 In Allowable : 1.000 In

NOTE: Deflections are calculated using constant value of I

.


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Composite Beam

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