joists design guide

8/9/2019 Joists design guide

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JoistCatalogue

A division of Canam Group


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TABLE OF CONTENTS

Our Mission - Our Values......................................................... 4

Our Products and Services...................................................... 4

GENERALINFORMATION

The Advantages of Using Steel Joists ..................................... 5

Steel ......................................................................................... 5Design Standards .................................................................... 5

Quality Assurance .................................................................... 5

Notes........................................................................................ 5

Canam Joist Plants .................................................................. 6

ACCESSORIES

Material .................................................................................... 8

Axes Convention............................................................... 8

Section Properties ............................................................ 8

Material .................................................................................. 10

Axes Convention............................................................. 10

Section Properties .......................................................... 10Bridging .................................................................................. 13

Specifications.................................................................. 13

Bridging Line Requirements ........................................... 14

Spacing for Bridging ....................................................... 16

Knee Braces .......................................................................... 18

Material Weights .................................................................... 19

STANDARDDETAILS

Extensions.............................................................................. 21

Maximum Duct Openings....................................................... 23

Geometry and Shapes........................................................... 25

Standard Shape.............................................................. 25

Non-Standard Shapes .................................................... 25

Special Shapes............................................................... 25

Minimum Depth and Span ..................................................... 25

Shoes ..................................................................................... 25

Joist Identification .................................................................. 27

Standard Connections ........................................................... 27

Details .................................................................................... 28

Ceiling Extension ............................................................ 28

Flush Shoe...................................................................... 28

Bolted Splice................................................................... 28

Bottom Chord Bearing .................................................... 28

Cantilever Joist ............................................................... 28

SURFACEPREPARATION ANDPAINT

Paint Standards ..................................................................... 29

Paint Costs............................................................................. 29

Colours................................................................................... 29

Joists Exposed to the Elementsor Corrosive Conditions ......................................................... 29

VIBRATION

Steel Joist Floor Vibration Comparison .................................

SPECIALCONDITIONS

Special Joist Deflection..........................................................Special Loads and Moments .................................................

Various Types of Loads ..................................................

Transfer of Axial Loads ...................................................

End Moments..................................................................

Joists Adjacent to More Rigid Surfaces.................................

Joists with Lateral Slope ........................................................

Special Joists .........................................................................

STANDARDS

CAN/CSA S16-01 Joist Standards andCISC Commentary.................................................................

JOISTDEPTH

SELECTIONTABLES

Metric .....................................................................................

Imperial..................................................................................

JOISTGIRDER

Economical Primary StructuralBuilding Components.............................................................

JOISTDESIGN

Joist Design Essential Information Check List.......................

Take-off ................................................................................

Business Units & Internet Addresses................................

Canam Addresses................................................................

Metric

Imperial


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OUR MISSION OUR VALUES

4

OUR PRODUCTS AND SERVICES

To be a profitable company,

recognized as a leader in the design

and fabrication of building solutions

and distinguished by our versatility,

the high quality of our products,

our continuous innovation, our exceptionalcustomer service and the expertise

and dedication of our people.

Total client satisfaction: Exceptional service

Excellent relations with our personnel

First quality products: non negotiable

Low-cost producer

Safe, clean and orderly work environment

Good corporate citizen

From bid preparation to design and fabrication, Canam can suggest innovative and effective solutions.

Our production equipment uses leading edge technology. Computer assisted manufacturing and numerically controlled machineryare part of our everyday operations.

We offer a wide range of structural steel components including joists, joist girders, steel deck, purling and girts, welded beams, aswell as Hambrofloor joist systems, Muroxbuilding systems and SunTM building systems.

Our exceptional service always includes on time delivery, which means our products arrive when you need them. With ourfleet of approximately 300 trucks and semitrailers, we can meet the requirements of your construction schedule. Depending on theregion and the delivery site, we can transport pieces up to 4.9 m (16 feet) wide by 36.5 m (120 feet) in length.


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GENERAL INFORMATION

THEADVANTAGESOFUSINGSTEELJOISTS

Using a steel joist and steel deck system for floor and roofconstruction has proven itself to be a most advantageoussolution. It can result in substantial savings based on:

Efficiences of high-strength steel;

Speed and ease of erection;

Low self-weight of roof and floor construction allowing forsmaller columns and foundations than for a concretestructure;

Increased bay dimensions, which reduces the number ofjoists and columns and simplifies building erection;

Greater floor plan layout flexibility for the building occupantdue to the increased bay dimensions;

Maximum ceiling height due to installation of ducts throughthe joist web system;

Easy adaptation to acoustical insulation systems;

Floor and roof composition having long-term resistance tofire, as established by the Underwriters Laboratories ofCanada (ULC).

STEEL

Our joist design makes use of high strength steel purchasin accordance with the latest issue of the standards below:

Cold formed angles and U-shaped channels:ASTM A1011 and ASTM A1018

Hot rolled angles and round bars:CAN/CSA-G40.20/G40.21

DESIGNSTANDARDS

Joist design is based on the latest issue of the desstandards in effect:

Canada: United States:

CAN/CSA S16 SJI

CAN/CSA S136

QUALITYASSURANCE

Over the years, we have established strict quality standards. All our welders, inspectors, and quality assurance technicians acertified by the Canadian Welding Bureau (CWB). We do visual inspections on 100% of the welded joints and non-destructive testif required.

Cold Formed Angle Hot Rolled Angle

Canada

Plants

United

States

Boucherville, QC

Saint-Gdon, QC

Mississauga, ON

Calgary, AB

Qubec, QC

Laval, QC

Sunnyside, WA

Jacksonville, FL

Point of Rocks, MA

Washington, MO

CWB

Yes

Yes

Yes

Yes

Yes

SJI

Yes

Yes

Yes

Yes

Yes

Yes

Yes

AISC

Cbd, Cbr, P, F

Cbr, F

Cbd

Cbd, Cbr, P

Cbd, P

Cbd

ISO

9002

9001

9001

9002

UL

Steel Deck

Hambro

Steel Deck

Hambro

Hambro

Steel Deck

& Hambro

ICBO

Hambro

Steel Deck

& Plant

FM

Steel Deck

Steel Deck

Steel Deck

Steel Deck

Steel Deck

ULC

Steel Deck

Hambro

Steel Deck

Steel Deck

CWB : Canadian Welding Bureau

SJI : Steel Joist Institute

AISC : American Institute of SteelConstruction

ISO : International Organizationfor Standardization

UL : Underwriter Laboratories

ULC : Underwriters Laboratories of Canad

ICBO : International Conferenceof Building Officials

FM : Factory Mutual

Cbd : Complex Steel Building Structures

Cbr : Major Steel Bridges

P : Sophisticated Paint Endorsement

F : Fracture Critical Endorsement

NOTES

This catalog was produced by Canam, a business unit of Canam Group Inc. It is intended for use by engineers, architects, abuilding contractors working in steel construction. It is a selection tool for our economical steel products. It is also a practical guide Canam joists and joist girders. Canam reserves the right to change, revise, or withdraw any product or procedure without notice.

The information presented in this catalog was prepared according to recognized engineering principles and is for general uAlthough every effort has been made to ensure that the information in this catalog is correct and complete, it is possible that erroor oversights may have occurred. The information contained herein should not be used without examination and verification of applications by a certified professional.


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GENERAL INFORMATION

6

1

6

3

2

5

4

7

CANAMJOISTPLANTS


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GENERAL INFORMATION

1

245

3

6

9

7

11

10

8

Bouchervilleoucherville

Washingtonashington

Mississaugaississauga

Chittenangohittenango

Calgaryalgary

Saint-Gdonaint Gdon

Saint-Josephaint Joseph

Point of Rocksoint of Rocks

Wynnewoodynnewood

Jacksonvilleacksonville

Sunnysideunnyside

Monctononcton

San Antonioan Antonio

Gold Hillold Hill

Lavalaval

QubecubecIssaquahssaquah

Boucherville

LafayetteafayetteLafayette

Washington

Mississauga

Chittenango

Calgary

Saint-Gdon

Saint-Joseph

Point of Rocks

ChambersburghambersburgChambersburg

Wynnewood

Jacksonville

OceansideceansideOceanside

PhoenixhoenixPhoenix

RussiavilleussiavilleRussiaville

Sunnyside

Moncton

San Antonio

Gold Hill

Laval

QubecIssaquah

HypoluxoypoluxoHypoluxo

EastonastonEaston

BolingbrookolingbrookBolingbrook

Eden Prairieden PrairieEden Prairie

LenexaenexaLenexa

PickeringtonickeringtonPickerington

BealetonealetonBealeton

PLANTS

CANADA

1 Saint-Gdon (Qubec)

2 Saint-Joseph (Qubec)

3 Qubec (Qubec)

4 Boucherville (Qubec)

5 Laval (Qubec)

6 Mississauga (Ontario)

7 Calgary (Alberta)

UNITEDSTATES

8 Point of Rocks (Maryland)

9 Jacksonville (Florida)

10 Washington (Missouri)

11 Sunnyside (Washington)

Plant

Canam Sales Office

8 9

10

11


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MATERIAL

AXES CONVENTION

SECTION PROPERTIES

ROUND AND SQUARE BARS

U SHAPES

ACCESSORIES

8

XX

Y

Y

XX

Y

Y

y

xx

Y

Y

xx

y

y

Material Grade Forming Mass Area I r

(in.) (MPa) (kg/m) (mm2) (103mm4) (mm)

1/2 350 Hot rolled 0.99 127 1.28 3.2

9/16 350 Hot rolled 1.26 160 2.05 3.6

5/8 350 Hot rolled 1.55 198 3.11 4.0

11/16 350 Hot rolled 1.88 239 4.56 4.4

3/4 350 Hot rolled 2.24 285 6.46 4.8

13/16 350 Hot rolled 2.62 335 8.91 5.2

7/8 350 Hot rolled 3.05 388 11.99 5.6

15/16 350 Hot rolled 3.49 445 15.78 6.0

1 350 Hot rolled 3.97 507 20.43 6.4

1 1/8 350 Hot rolled 5.03 641 32.73 7.1

1 square 350 Hot rolled 5.06 645 34.69 7.3

Material Grade Forming Mass Area y Ixx rxx Iyy ryy

(in.) (in.) (in.) (MPa) (kg/m) (mm2) (mm) (103mm4) (mm) (103mm4) (mm)

1 x 5/8 x 0.090 380 Cold formed 0.88 107 5.1 2.13 4.4 9.30 9.3

1 x 1 x 0.090 380 Cold formed 1.20 146 8.7 7.71 7.3 14.25 9.9

1 x 1 x 0.118 380 Cold formed 1.55 191 9.6 10.70 7.5 17.55 9.6

1 3/8 x 1 3/8 x 0.118 380 Cold formed 2.28 283 13.1 34.03 11.0 55.72 14.0

1 3/8 x 1 3/8 x 0.157 380 Cold formed 2.99 374 14.3 46.87 11.2 69.47 13.6

1 3/4 x 1 1/2 x 0.157 380 Cold formed 3.52 440 14.5 66.68 12.3 138.13 17.7

1 3/4 x 1 3/4 x 0.197 380 Cold formed 4.76 597 18.0 120.22 14.2 183.92 17.6

2 3/8 x 2 x 0.197 380 Cold formed 5.66 711 18.0 171.57 15.5 396.63 23.6

Axis X-X Axis Y-Y

METRIC


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ACCESSORIES

DOUBLE ANGLES (LONG LEGS BACK-TO-BACK)

Material Grade Forming Mass Area y Ixx rxx 12.7 19 25 35 45 60 rz

(in.) (in.) (in.) (MPa) (kg/m) (mm2) (mm) (106mm4) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (m

1 x 1 x 0.090 380 Cold formed 1.74 215 7.4 0.013 7.8 15.8 18.6 21.4 26.1 30.9 38.2 4

1 x 1 x 7/64 380 Hot rolled 2.09 266 7.4 0.016 7.8 15.8 18.6 21.3 26.1 30.9 38.2 5

1 x 1 x 0.118 380 Cold formed 2.22 275 7.8 0.017 7.8 16.1 19.0 21.7 26.5 31.3 38.6 4

1 x 1 x 1/8 380 Hot rolled 2.38 296 7.5 0.018 7.7 15.9 18.7 21.5 26.2 31.0 38.3 5

1 1/8 x 1 1/8 x 0.090 380 Cold formed 1.97 244 8.2 0.019 8.9 17.0 19.8 22.5 27.2 31.9 39.2 51 1/8 x 1 1/8 x 0.118 380 Cold formed 2.53 313 8.6 0.024 8.8 17.3 20.1 22.8 27.5 32.3 39.6 5

1 1/4 x 1 1/4 x 0.118 380 Cold formed 2.84 351 9.4 0.034 9.8 18.5 21.3 24.0 28.6 33.3 40.6 6

1 1/4 x 1 1/4 x 1/8 380 Hot rolled 3.00 387 9.1 0.037 9.8 18.3 21.0 23.7 28.4 33.1 40.3 6

1 1/4 x 1 1/4 x 3/16 380 Hot rolled 4.40 555 9.7 0.051 9.6 18.7 21.4 24.2 28.8 33.6 40.8 6

1 3/8 x 1 3/8 x 0.118 380 Cold formed 3.14 390 10.1 0.046 10.9 19.8 22.5 25.1 29.7 34.4 41.6 6

1 1/2 x 1 1/2 x 0.118 380 Cold formed 3.45 428 10.9 0.061 11.9 21.0 23.6 26.3 30.8 35.5 42.6 7

1 1/2 x 1 1/2 x 1/8 380 Hot rolled 3.66 465 10.7 0.065 11.8 20.7 23.4 26.0 30.6 35.2 42.4 7

1 1/2 x 1 1/2 x 5/32 380 Hot rolled 4.49 573 11.0 0.079 11.7 20.9 23.6 26.2 30.8 35.5 42.6 7

1 1/2 x 1 1/2 x 0.157 380 Cold formed 4.47 557 11.4 0.077 11.7 21.3 24.0 26.7 31.2 35.9 43.1 7

1 1/2 x 1 1/2 x 3/16 380 Hot rolled 5.36 684 11.3 0.092 11.6 21.1 23.8 26.5 31.0 35.7 42.9 7

1 5/8 x 1 5/8 x 0.118 380 Cold formed 3.76 466 11.7 0.078 12.9 22.2 24.9 27.5 32.0 36.6 43.7 8

1 5/8 x 1 5/8 x 0.157 380 Cold formed 4.87 608 12.2 0.099 12.8 22.5 25.2 27.8 32.3 37.0 44.1 8

1 3/4 x 1 3/4 x 0.118 380 Cold formed 4.06 504 12.5 0.098 13.9 23.5 26.1 28.6 33.1 37.7 44.8 8

1 3/4 x 1 3/4 x 5/32 380 Hot rolled 5.31 674 12.6 0.128 13.8 23.4 26.0 28.6 33.1 37.7 44.8 8

1 3/4 x 1 3/4 x 0.157 380 Cold formed 5.28 659 13.0 0.126 13.8 23.8 26.4 29.0 33.5 38.1 45.2 8

1 3/4 x 1 3/4 x 3/16 380 Hot rolled 6.31 800 12.9 0.149 13.6 23.6 26.2 28.8 33.3 37.9 45.0 8

1 7/8 x 1 7/8 x 0.157 380 Cold formed 5.69 709 13.8 0.156 14.8 25.0 27.6 30.2 34.6 39.2 46.2 9

1 7/8 x 1 7/8 x 0.197 380 Cold formed 6.96 870 14.3 0.188 14.7 25.3 27.9 30.5 35.0 39.6 46.7 9

2 x 2 x 0.118 380 Cold formed 4.66 580 14.1 0.148 16.0 26.0 28.5 31.0 35.4 39.9 46.9 10

2 x 2 x 0.157 380 Cold formed 6.10 760 14.6 0.191 15.8 26.3 28.8 31.4 35.8 40.3 47.3 9

2 x 2 x 3/16 380 Hot rolled 7.26 916 14.5 0.227 15.7 26.1 28.6 31.2 35.6 40.2 47.1 10

2 x 2 x 0.197 380 Cold formed 7.46 934 15.1 0.231 15.7 26.6 29.2 31.7 36.2 40.7 47.7 9

2 x 2 x 7/32 380 Hot rolled 8.37 1068 14.7 0.259 15.6 26.2 28.8 31.4 35.8 40.4 47.4 10

2 x 2 x 1/4 380 Hot rolled 9.50 1213 15.0 0.289 15.5 26.4 29.0 31.6 36.0 40.6 47.6 9

2 1/8 x 2 1/8 x 0.157 380 Cold formed 6.50 811 15.4 0.231 16.9 27.5 30.1 32.6 37.0 41.5 48.4 10

2 1/8 x 2 1/8 x 0.197 380 Cold formed 7.97 997 15.9 0.280 16.7 27.8 30.4 32.9 37.3 41.9 48.8 10

2 1/4 x 2 1/4 x 0.197 380 Cold formed 8.48 1061 16.6 0.335 17.8 29.1 31.6 34.1 38.5 43.0 49.9 11

2 1/4 x 2 1/4 x 0.236 380 Cold formed 9.99 1253 17.1 0.390 17.6 29.4 31.9 34.5 38.9 43.4 50.3 11

2 3/8 x 2 3/8 x 0.197 380 Cold formed 8.98 1124 17.4 0.398 18.8 30.3 32.8 35.3 39.7 44.1 51.0 11

2 3/8 x 2 3/8 x 0.236 380 Cold formed 10.60 1330 17.9 0.463 18.6 30.6 33.2 35.7 40.0 44.5 51.4 11

2 1/2 x 2 1/2 x 0.197 380 Cold formed 9.49 1188 18.2 0.467 19.8 31.6 34.1 36.6 40.9 45.3 52.1 122 1/2 x 2 1/2 x 0.236 380 Cold formed 11.20 1406 18.7 0.545 19.7 31.9 34.4 36.9 41.2 45.7 52.5 12

2 1/2 x 2 1/2 x 1/4 380 Hot rolled 12.21 1536 18.2 0.585 19.5 31.4 33.9 36.4 40.7 45.2 52.0 12

2 1/2 x 2 1/2 x 5/16 380 Hot rolled 14.89 1890 18.8 0.706 19.3 31.7 34.3 36.8 41.1 45.6 52.5 12

2 5/8 x 2 5/8 x 0.236 380 Cold formed 11.81 1482 19.5 0.636 20.7 33.1 35.6 38.1 42.4 46.8 53.7 12

2 3/4 x 2 3/4 x 0.236 380 Cold formed 12.42 1558 20.3 0.737 21.7 34.4 36.9 39.3 43.6 48.0 54.8 13

2 7/8 x 2 7/8 x 0.236 380 Cold formed 13.02 1634 21.1 0.848 22.7 35.6 38.1 40.6 44.8 49.2 55.9 14

3 x 3 x 0.236 380 Cold formed 13.63 1711 21.9 0.969 23.8 36.9 39.4 41.8 46.0 50.3 57.1 14

3 x 2 x 5/16 380 Hot rolled 14.89 1882 25.8 1.095 24.1 24.2 26.8 29.4 33.8 38.4 45.5 11

3 x 3 x 5/16 380 Hot rolled 18.16 2291 22.0 1.256 23.4 36.7 39.2 41.7 45.9 50.3 57.0 15

3 x 3 x 3/8 380 Hot rolled 21.44 2722 22.5 1.465 23.2 37.1 39.6 42.0 46.3 50.7 57.4 14

3 1/8 x 3 1/8 x 0.236 380 Cold formed 14.23 1787 22.7 1.101 24.8 38.2 40.6 43.0 47.2 51.5 58.2 15

3 1/2 x 3 1/2 x 3/8 380 Hot rolled 25.30 3206 25.7 2.384 27.3 42.1 44.6 47.0 51.1 55.4 62.1 17

4 x 3 x 3/8 380 Hot rolled 25.31 3200 32.6 3.298 32.1 34.4 36.9 39.3 43.5 47.9 54.6 16

4 x 4 x 3/8 380 Hot rolled 29.19 3691 28.9 3.630 31.4 47.2 49.6 52.0 56.0 60.2 66.7 20

4 x 3 x 1/2 380 Hot rolled 33.05 4194 33.7 4.203 31.7 35.1 37.6 40.0 44.3 48.7 55.5 164 x 4 x 1/2 380 Hot rolled 38.12 4860 30.1 4.630 30.9 47.8 50.2 52.6 56.7 61.0 67.6 19

4 x 4 x 9/16 380 Hot rolled 42.56 5400 30.6 5.097 30.7 48.1 50.5 53.0 57.1 61.4 68.0 19

5 x 3 1/2 x 1/2 380 Hot rolled 40.51 5161 42.1 8.313 40.1 38.9 41.4 43.8 47.9 52.2 58.9 19

5 x 5 x 1/2 380 Hot rolled 48.25 6129 36.4 9.365 39.1 58.0 60.3 62.6 66.6 70.7 77.1 25

5 x 5 x 9/16 380 Hot rolled 53.91 6850 37.0 10.353 38.9 58.2 60.6 62.9 67.0 71.1 77.5 24

5 x 5 x 5/8 380 Hot rolled 59.57 7561 37.6 11.300 38.7 58.5 60.9 63.3 67.3 71.4 77.9 24

6 x 6 x 9/16 380 Hot rolled 65.18 8296 43.3 18.232 46.9 68.3 70.6 72.9 76.8 80.8 87.0 29

6 x 4 x 5/8 380 Hot rolled 59.57 7561 51.6 17.539 48.2 43.5 45.9 48.3 52.4 56.6 63.2 21

6 x 6 x 5/8 380 Hot rolled 72.08 9161 43.9 20.105 46.8 68.7 71.1 73.3 77.3 81.3 87.5 29

6 x 6 x 3/4 300 Hot rolled 85.48 10887 45.1 23.438 46.4 69.3 71.6 74.0 77.9 82.0 88.3 29

8 x 8 x 3/4 300 Hot rolled 115.86 14758 57.8 58.054 62.7 89.7 92.0 94.2 98.0 101.9 107.9 40

8 x 8 x 1 300 Hot rolled 151.90 19355 60.1 74.075 61.9 90.8 93.1 95.4 99.3 103.2 109.3 39

Axis X-X ryy with different gaps Axis


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ACCESSORIES

10

MATERIAL

AXES CONVENTION

SECTION PROPERTIES

ROUND AND SQUARE BARS

U SHAPES

Material Grade Forming Weight Area I r

(in.) (ksi) (plf) (in.2) (in.4) (in.)

1/2 50 Hot rolled 0.67 0.20 0.003 0.13

9/16 50 Hot rolled 0.84 0.25 0.005 0.14

5/8 50 Hot rolled 1.04 0.31 0.007 0.16

11/16 50 Hot rolled 1.26 0.37 0.011 0.17

3/4 50 Hot rolled 1.50 0.44 0.016 0.19

13/16 50 Hot rolled 1.76 0.52 0.021 0.20

7/8 50 Hot rolled 2.05 0.60 0.029 0.22

15/16 50 Hot rolled 2.35 0.69 0.038 0.23

1 50 Hot rolled 2.67 0.79 0.049 0.25

1 1/8 50 Hot rolled 3.38 0.99 0.079 0.28

1 square 50 Hot rolled 3.40 1.00 0.083 0.29

Material Grade Forming Weight Area y Ixx rxx Iyy ryy

(in.) (in.) (in.) (ksi) (plf) (in.2) (in.) (in.4) (in.) (in.4) (in.)

1 x 5/8 x 0.090 55 Cold formed 0.59 0.17 0.20 0.005 0.18 0.022 0.37

1 x 1 x 0.090 55 Cold formed 0.80 0.23 0.34 0.019 0.29 0.034 0.39

1 x 1 x 0.118 55 Cold formed 1.04 0.30 0.38 0.026 0.30 0.042 0.38

1 3/8 x 1 3/8 x 0.118 55 Cold formed 1.53 0.44 0.52 0.082 0.43 0.134 0.55

1 3/8 x 1 3/8 x 0.157 55 Cold formed 2.01 0.58 0.56 0.113 0.44 0.167 0.54

1 3/4 x 1 1/2 x 0.157 55 Cold formed 2.36 0.68 0.57 0.160 0.48 0.332 0.70

1 3/4 x 1 3/4 x 0.197 55 Cold formed 3.20 0.93 0.71 0.289 0.56 0.442 0.692 3/8 x 2 x 0.197 55 Cold formed 3.80 1.10 0.71 0.412 0.61 0.953 0.93

Axis X-X Axis Y-Y

XX

Y

Y

XX

Y

Y

y

xx

Y

Y

xx

y

y

IMPERIAL


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ACCESSORIES

1

DOUBLE ANGLES (LONG LEGS BACK-TO-BACK)

Material Grade Forming Weight Area y Ixx rxx 1/2 3/4 1 1 3/8 1 3/4 2 3/8 rz

(in.) (in.) (in.) (ksi) (plf) (in.2) (in.) (in.4) (in.) (in.) (in.) (in.) (in.) (in.) (in.) (in

1 x 1 x 0.090 55 Cold formed 1.17 0.33 0.29 0.031 0.31 0.62 0.73 0.84 1.03 1.22 1.50 0.1

1 x 1 x 7/64 55 Hot rolled 1.40 0.41 0.29 0.039 0.31 0.62 0.73 0.84 1.03 1.22 1.50 0.2

1 x 1 x 0.118 55 Cold formed 1.49 0.43 0.31 0.040 0.31 0.64 0.75 0.86 1.04 1.23 1.52 0.1

1 x 1 x 1/8 55 Hot rolled 1.60 0.46 0.30 0.043 0.30 0.63 0.74 0.84 1.03 1.22 1.51 0.2

1 1/8 x 1 1/8 x 0.090 55 Cold formed 1.32 0.38 0.32 0.046 0.35 0.67 0.78 0.89 1.07 1.26 1.54 0.21 1/8 x 1 1/8 x 0.118 55 Cold formed 1.70 0.49 0.34 0.059 0.35 0.68 0.79 0.90 1.08 1.27 1.56 0.2

1 1/4 x 1 1/4 x 0.118 55 Cold formed 1.91 0.54 0.37 0.082 0.39 0.73 0.84 0.94 1.13 1.31 1.60 0.2

1 1/4 x 1 1/4 x 1/8 55 Hot rolled 2.02 0.60 0.36 0.088 0.38 0.72 0.83 0.93 1.12 1.30 1.59 0.2

1 1/4 x 1 1/4 x 3/16 55 Hot rolled 2.96 0.86 0.38 0.123 0.38 0.73 0.84 0.95 1.13 1.32 1.61 0.2

1 3/8 x 1 3/8 x 0.118 55 Cold formed 2.11 0.60 0.40 0.111 0.43 0.78 0.88 0.99 1.17 1.35 1.64 0.2

1 1/2 x 1 1/2 x 0.118 55 Cold formed 2.32 0.66 0.43 0.145 0.47 0.83 0.93 1.03 1.21 1.40 1.68 0.2

1 1/2 x 1 1/2 x 1/8 55 Hot rolled 2.46 0.72 0.42 0.156 0.47 0.82 0.92 1.02 1.20 1.39 1.67 0.3

1 1/2 x 1 1/2 x 5/32 55 Hot rolled 3.02 0.89 0.43 0.189 0.46 0.82 0.93 1.03 1.21 1.40 1.68 0.2

1 1/2 x 1 1/2 x 0.157 55 Cold formed 3.00 0.86 0.45 0.185 0.46 0.84 0.94 1.05 1.23 1.41 1.70 0.2

1 1/2 x 1 1/2 x 3/16 55 Hot rolled 3.60 1.06 0.44 0.220 0.46 0.83 0.94 1.04 1.22 1.41 1.69 0.2

1 5/8 x 1 5/8 x 0.118 55 Cold formed 2.52 0.72 0.46 0.187 0.51 0.87 0.98 1.08 1.26 1.44 1.72 0.3

1 5/8 x 1 5/8 x 0.157 55 Cold formed 3.28 0.94 0.48 0.239 0.50 0.89 0.99 1.10 1.27 1.46 1.74 0.3

1 3/4 x 1 3/4 x 0.118 55 Cold formed 2.73 0.78 0.49 0.236 0.55 0.92 1.03 1.13 1.30 1.48 1.76 0.3

1 3/4 x 1 3/4 x 5/32 55 Hot rolled 3.57 1.04 0.50 0.307 0.54 0.92 1.02 1.13 1.30 1.48 1.76 0.3

1 3/4 x 1 3/4 x 0.157 55 Cold formed 3.55 1.02 0.51 0.302 0.54 0.94 1.04 1.14 1.32 1.50 1.78 0.3

1 3/4 x 1 3/4 x 3/16 55 Hot rolled 4.24 1.24 0.51 0.358 0.54 0.93 1.03 1.13 1.31 1.49 1.77 0.3

1 7/8 x 1 7/8 x 0.157 55 Cold formed 3.82 1.10 0.54 0.375 0.58 0.98 1.09 1.19 1.36 1.54 1.82 0.3

1 7/8 x 1 7/8 x 0.197 55 Cold formed 4.68 1.35 0.56 0.452 0.58 1.00 1.10 1.20 1.38 1.56 1.84 0.3

2 x 2 x 0.118 55 Cold formed 3.13 0.90 0.56 0.357 0.63 1.02 1.12 1.22 1.39 1.57 1.85 0.3

2 x 2 x 0.157 55 Cold formed 4.10 1.18 0.57 0.460 0.62 1.03 1.14 1.24 1.41 1.59 1.86 0.3

2 x 2 x 3/16 55 Hot rolled 4.88 1.42 0.57 0.545 0.62 1.03 1.13 1.23 1.40 1.58 1.86 0.3

2 x 2 x 0.197 55 Cold formed 5.02 1.45 0.59 0.555 0.62 1.05 1.15 1.25 1.42 1.60 1.88 0.3

2 x 2 x 7/32 55 Hot rolled 5.62 1.66 0.58 0.622 0.61 1.03 1.13 1.24 1.41 1.59 1.87 0.3

2 x 2 x 1/4 55 Hot rolled 6.38 1.88 0.59 0.695 0.61 1.04 1.14 1.24 1.42 1.60 1.87 0.3

2 1/8 x 2 1/8 x 0.157 55 Cold formed 4.37 1.26 0.61 0.556 0.66 1.08 1.18 1.28 1.45 1.63 1.91 0.4

2 1/8 x 2 1/8 x 0.197 55 Cold formed 5.36 1.55 0.62 0.672 0.66 1.09 1.20 1.30 1.47 1.65 1.92 0.4

2 1/4 x 2 1/4 x 0.197 55 Cold formed 5.70 1.64 0.66 0.806 0.70 1.14 1.24 1.34 1.52 1.69 1.96 0.4

2 1/4 x 2 1/4 x 0.236 55 Cold formed 6.72 1.94 0.67 0.937 0.69 1.16 1.26 1.36 1.53 1.71 1.98 0.4

2 3/8 x 2 3/8 x 0.197 55 Cold formed 6.04 1.74 0.69 0.955 0.74 1.19 1.29 1.39 1.56 1.74 2.01 0.4

2 3/8 x 2 3/8 x 0.236 55 Cold formed 7.12 2.06 0.71 1.113 0.73 1.21 1.31 1.40 1.58 1.75 2.02 0.4

2 1/2 x 2 1/2 x 0.197 55 Cold formed 6.38 1.84 0.72 1.122 0.78 1.24 1.34 1.44 1.61 1.78 2.05 0.42 1/2 x 2 1/2 x 0.236 55 Cold formed 7.53 2.18 0.74 1.310 0.77 1.25 1.35 1.45 1.62 1.80 2.07 0.4

2 1/2 x 2 1/2 x 1/4 55 Hot rolled 8.21 2.38 0.72 1.406 0.77 1.24 1.34 1.43 1.60 1.78 2.05 0.4

2 1/2 x 2 1/2 x 5/16 55 Hot rolled 10.00 2.93 0.74 1.697 0.76 1.25 1.35 1.45 1.62 1.79 2.07 0.4

2 5/8 x 2 5/8 x 0.236 55 Cold formed 7.94 2.30 0.77 1.529 0.81 1.30 1.40 1.50 1.67 1.84 2.11 0.5

2 3/4 x 2 3/4 x 0.236 55 Cold formed 8.34 2.42 0.80 1.771 0.86 1.35 1.45 1.55 1.72 1.89 2.16 0.5

2 7/8 x 2 7/8 x 0.236 55 Cold formed 8.75 2.53 0.83 2.037 0.90 1.40 1.50 1.60 1.76 1.94 2.20 0.5

3 x 3 x 0.236 55 Cold formed 9.16 2.65 0.86 2.328 0.94 1.45 1.55 1.65 1.81 1.98 2.25 0.5

3 x 2 x 5/16 55 Hot rolled 10.01 2.92 1.02 2.632 0.95 0.95 1.06 1.16 1.33 1.51 1.79 0.4

3 x 3 x 5/16 55 Hot rolled 12.20 3.55 0.86 3.017 0.92 1.45 1.54 1.64 1.81 1.98 2.24 0.5

3 x 3 x 3/8 55 Hot rolled 14.41 4.22 0.89 3.519 0.91 1.46 1.56 1.65 1.82 1.99 2.26 0.5

3 1/8 x 3 1/8 x 0.236 55 Cold formed 9.56 2.77 0.89 2.646 0.98 1.50 1.60 1.69 1.86 2.03 2.29 0.6

3 1/2 x 3 1/2 x 3/8 55 Hot rolled 17.00 4.97 1.01 5.728 1.07 1.66 1.75 1.85 2.01 2.18 2.44 0.6

4 x 3 x 3/8 55 Hot rolled 17.01 4.96 1.28 7.924 1.26 1.36 1.45 1.55 1.71 1.89 2.15 0.6

4 x 4 x 3/8 55 Hot rolled 19.62 5.72 1.14 8.721 1.23 1.86 1.95 2.05 2.21 2.37 2.63 0.7

4 x 3 x 1/2 55 Hot rolled 22.21 6.50 1.33 10.097 1.25 1.38 1.48 1.58 1.74 1.92 2.19 0.64 x 4 x 1/2 55 Hot rolled 25.62 7.53 1.18 11.123 1.22 1.88 1.98 2.07 2.23 2.40 2.66 0.7

4 x 4 x 9/16 55 Hot rolled 28.60 8.37 1.21 12.246 1.21 1.89 1.99 2.08 2.25 2.42 2.68 0.7

5 x 3 1/2 x 1/2 55 Hot rolled 27.22 8.00 1.66 19.971 1.58 1.53 1.63 1.72 1.89 2.06 2.32 0.7

5 x 5 x 1/2 55 Hot rolled 32.42 9.50 1.43 22.501 1.54 2.28 2.37 2.47 2.62 2.78 3.03 0.9

5 x 5 x 9/16 55 Hot rolled 36.23 10.62 1.46 24.874 1.53 2.29 2.39 2.48 2.64 2.80 3.05 0.9

5 x 5 x 5/8 55 Hot rolled 40.03 11.72 1.48 27.148 1.52 2.30 2.40 2.49 2.65 2.81 3.06 0.9

6 x 6 x 9/16 55 Hot rolled 43.80 12.86 1.70 43.802 1.85 2.69 2.78 2.87 3.02 3.18 3.43 1.1

6 x 4 x 5/8 55 Hot rolled 40.03 11.72 2.03 42.139 1.90 1.71 1.81 1.90 2.06 2.23 2.49 0.8

6 x 6 x 5/8 55 Hot rolled 48.44 14.20 1.73 48.302 1.84 2.71 2.80 2.89 3.04 3.20 3.45 1.1

6 x 6 x 3/4 44 Hot rolled 57.44 16.87 1.78 56.310 1.83 2.73 2.82 2.91 3.07 3.23 3.47 1.1

8 x 8 x 3/4 44 Hot rolled 77.85 22.87 2.28 139.480 2.47 3.53 3.62 3.71 3.86 4.01 4.25 1.5

8 x 8 x 1 44 Hot rolled 102.07 30.00 2.37 177.970 2.44 3.57 3.67 3.76 3.91 4.06 4.30 1.5

Axis X-X ryy with different gaps Axis


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ACCESSORIES

12

Multi-Service Centre, Ville dAnjou, QCFabricator and steel erector:

Soudure Germain Lessard

Sportsplex Arena, Pierrefonds, QCFabricator: Breton Steel Corporation

Van Andel, Grand Rapids, MIFabricator: Steel Supply and

Engineering Co.


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ACCESSORIES

1

BRIDGING

SPECIFICATIONS

The CAN/CSAS16-01 standard specifies a bridging system toassure steel joist stability. Some important points to consider are:

Maximum slenderness ratio by bridging type Minimum capacity of the bridging system

Service load criteria

Maximum unsupported lengths for the top and bottomchords of the joist

Erection criteria

Bridging system requirements for special supportconditions

The two types of bridging used and their maximum unsup-ported length are as follows:

Horizontal bridging 300 rz

Diagonal bridging 200 rz

The horizontal bridging type is most commonly used tostabilize joists. Attachment of diagonal and horizontal bridgingto joist chords with a minimum capacity of 3kN is in accordancewith clause 16.7.6 of CSA S16-01. The selection tables forhorizontal and diagonal bridging angles presented herein meetthe slenderness and minimum capacity criteria.

The bridging system performs two main functions:

To assure joist stability during erection by providinglateral support to the top and bottom chords of the joists

To hold the joists in the position shown on the drawings,normally vertical.

In general, the bridging must be spaced along the chordsthat the laterally unsupported distance does not exceed:

Top chord 170 ryy

Bottom chord 240 ryy

For safety reasons, a line of cross bridging is recommeded for joists having a span longer than 15 meters (abo50 feet). No construction loads shall be placed on the joists uthe bridging system is completely installed.

Once installed, the steel deck offers sufficient rigidity provide the lateral stability to the top chord. For the bottochord, bridging must be designed with the maximum slendness ratio criterion of this tension member. If the bottom chois subject to compression loads, due to uplift forces or othcompression causing forces, a system with more bridging linmust be used. If uplift forces are applied to the joist, a linebridging is required at the first bottom chord panel point at boends of the joist.

The length of horizontal bridging supplied by Canam

based on a maximum lap of 150 mm (6).The ends of the bridging system on a beam or maso

wall must comply with clause 16.7.7 of the CAN/CSA S16-standard.

Certain joist loading conditions require special bracsystems. Note that this reference is to bracing rather thbridging. Members supplied in these cases must meet tcriteria of clause 9.2 of CAN/CSA S16-01. Two such cases acantilever joists and perimeter joists that laterally support the tof wind columns.

Columbia Product, Andover, MAFabricator: Famm Steel, In


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ACCESSORIES

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BRIDGING LINE REQUIREMENTS

The following tables are a guide to evaluate the number of topand bottom chord bridging lines for a joist having a uniformlydistributed load. The number of lines is based upon the maximumallowable spacing between the lines at the top chord. This

number can vary with chord angle separation and chord sizes.As previously mentioned, when uplift forces are applied to the

joist, additional bridging lines are required near both ends ofthe bottom chord.

TABLE FOR SELECTING THE NUMBER OF BRIDGING LINES

0 line

1 line

2 lines 4 lines

3 lines

LEGEND:

METRIC

Span Factored load (kN/m)

Service load (kN/m)

(m) 4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.5

3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0

3 0 0 0 0 0 0 0 0 0 0 0 0 0

4 1 1 1 1 1 1 1 1 1 1 1 1 1

5 1 1 1 1 1 1 1 1 1 1 1 1 1

6 1 1 1 1 1 1 1 1 1 1 1 1 1

7 2 2 1 1 1 1 1 1 1 1 1 1 1

8 2 2 2 1 1 1 1 1 1 1 1 1 1

9 2 2 2 2 1 1 1 1 1 1 1 1 1

10 2 2 2 2 1 1 1 1 1 1 1 1 1

11 2 2 2 2 2 2 2 2 1 1 1 1 1

12 2 2 2 2 2 2 2 2 2 2 2 1 1

13 2 2 2 2 2 2 2 2 2 2 2 2 2

14 2 2 2 2 2 2 2 2 2 2 2 2 2

15 3 3 2 2 2 2 2 2 2 2 2 2 2

4.5 5.4 6.3 7.2 8.1 9.0 9.9 10.8 11.7 12.6 13.5 14.4 15.3

3.0 3.6 4.2 4.8 5.4 6.0 6.6 7.2 7.8 8.4 9.0 9.6 10.216 3 3 3 2 2 2 2 2 2 2 2 2 2

17 3 3 3 3 3 2 2 2 2 2 2 2 2

18 3 3 3 3 3 2 2 2 2 2 2 2 2

19 3 3 3 3 3 3 3 2 2 2 2 2 2

20 3 3 3 3 3 3 3 2 2 2 2 2 2

22 4 3 3 3 3 3 3 3 3 2 2 2 2

24 4 3 3 3 3 3 3 3 3 3 2 2 2

26 4 3 3 3 3 3 3 3 3 3 3 3 3

28 4 3 3 3 3 3 3 3 3 3 3 3 3

30 4 3 3 3 3 3 3 3 3 3 3 3 3

34 4 3 3 3 3 3 3 3 3 3 3 3 3

38 4 4 4 4 4 4 4 4 3 3 3 3 3

42 4 4 4 4 4 4 4 4 4 4 4 3 3

46 4 4 4 4 4 4 4 4 4 4 4 3 3


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ACCESSORIES

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Span Factored load (plf)

Service load (plf)

(ft.) 300 405 510 615 720 825 930 1035 1140 1245 1350 1455 1560

200 270 340 410 480 550 620 690 760 830 900 970 1040

10 0 0 0 0 0 0 0 0 0 0 0 0 0

13 1 1 1 1 1 1 1 1 1 1 1 1 1

16 1 1 1 1 1 1 1 1 1 1 1 1 1

20 1 1 1 1 1 1 1 1 1 1 1 1 1

23 2 2 1 1 1 1 1 1 1 1 1 1 1

26 2 2 2 1 1 1 1 1 1 1 1 1 1

30 2 2 2 2 1 1 1 1 1 1 1 1 1

33 2 2 2 2 1 1 1 1 1 1 1 1 1

36 2 2 2 2 2 2 2 2 1 1 1 1 1

40 2 2 2 2 2 2 2 2 2 2 2 1 1

43 2 2 2 2 2 2 2 2 2 2 2 2 2

46 2 2 2 2 2 2 2 2 2 2 2 2 2

49 3 3 2 2 2 2 2 2 2 2 2 2 2

300 360 420 480 540 600 660 720 780 840 900 960 1020

200 240 280 320 360 400 440 480 520 560 600 640 68052 3 3 3 2 2 2 2 2 2 2 2 2 2

56 3 3 3 3 3 2 2 2 2 2 2 2 2

59 3 3 3 3 3 2 2 2 2 2 2 2 2

62 3 3 3 3 3 3 3 2 2 2 2 2 2

65 3 3 3 3 3 3 3 2 2 2 2 2 2

72 4 3 3 3 3 3 3 3 3 2 2 2 2

79 4 3 3 3 3 3 3 3 3 3 2 2 2

85 4 3 3 3 3 3 3 3 3 3 3 3 3

92 4 3 3 3 3 3 3 3 3 3 3 3 3

98 4 3 3 3 3 3 3 3 3 3 3 3 3

112 4 3 3 3 3 3 3 3 3 3 3 3 3

125 4 4 4 4 4 4 4 4 3 3 3 3 3

138 4 4 4 4 4 4 4 4 4 4 4 3 3

151 4 4 4 4 4 4 4 4 4 4 4 3 3

0 line

1 line

2 lines 4 lines

3 lines

LEGEND:

TABLE FOR SELECTING THE NUMBER OF BRIDGING LINES

IMPERIAL


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ACCESSORIES

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SPACING FOR BRIDGING

MAXIMUM JOIST SPACING (mm) FOR HORIZONTAL BRIDGING

MAXIMUM JOIST SPACING (mm) FOR DIAGONAL BRIDGING

Bridging Angle SizeL 1 1/4 x 1 1/4 x 0.090 L 1 3/8 x 1 3/8 x 0.090 L 1 1/2 x 1 1/2 x 0.090 L 1 5/8 x 0.118 L 1 3/4 x 1 3/4 x 0.118 L 2 x 2 x 1/8

L 1 1/2 x 1 1/2 x 0.118 L 1 3/4 x 1 3/4 x 1/8 L 2 x 2 x 0.157

1 720 2 030 2 240 2 420 2 620 2 970

Joist Bridging Angle Size

depth L 1 1/4 x 1 1/4 x 0.090* L 1 3/8 x 1 3/8 x 0.090* L 1 1/2 x 1 1/2 x 0.090 L 1 5/8 x 0.118 L 1 3/4 x 1 3/4 x 0.118 L 2 x 2 x 1/8

(mm) L 1 1/2 x 1 1/2 x 0.118 L 1 3/4 x 1 3/4 x 1/8 L 2 x 2 x 0.157

300 2 420 2 720 2 980 3 220 3 490 3 950

350 2 420 2 710 2 970 3 220 3 480 3 950400 2 410 2 710 2 960 3 210 3 480 3 950

450 2 400 2 700 2 960 3 200 3 470 3 940

500 2 390 2 690 2 950 3 190 3 460 3 930

550 2 380 2 680 2 940 3 190 3 450 3 930

600 2 370 2 670 2 930 3 180 3 450 3 920

650 2 350 2 660 2 920 3 170 3 440 3 910

700 2 340 2 640 2 910 3 160 3 430 3 900

750 2 320 2 630 2 890 3 140 3 420 3 890

800 2 300 2 610 2 880 3 130 3 400 3 880

900 2 270 2 580 2 850 3 100 3 380 3 860

1 000 2 220 2 540 2 810 3 070 3 350 3 830

1 100 2 170 2 500 2 770 3 040 3 320 3 810

1 200 2 120 2 450 2 730 3 000 3 280 3 7701 300 2 400 2 680 2 950 3 240 3 740

1 400 2 340 2 630 2 910 3 200 3 700

1 500 2 270 2 570 2 850 3 150 3 660

1 600 2 510 2 800 3 100 3 620

1 700 2 440 2 740 3 040 3 570

1 800 2 370 2 670 2 980 3 520

* To use with welded diagonal bridging or bolted diagonal bridging with maximum 10 mm (3/8) bolt diameter.

Note: The diagonal bridging must be tied at mid-length.

METRIC


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Bridging Angle SizeL 1 1/4 x 1 1/4 x 0.090 L 1 3/8 x 1 3/8 x 0.090 L 1 1/2 x 1 1/2 x 0.090 L 1 5/8 x 0.118 L 1 3/4 x 1 3/4 x 0.118 L 2 x 2 x 1/8

L 1 1/2 x 1 1/2 x 0.118 L 1 3/4 x 1 3/4 x 1/8 L 2 x 2 x 0.157

5 - 7 6 - 8 7 - 4 7 - 11 8 - 7 9 - 9

Joist Bridging Angle Size

depth L 1 1/4 x 1 1/4 x 0.090* L 1 3/8 x 1 3/8 x 0.090* L 1 1/2 x 1 1/2 x 0.090 L 1 5/8 x 0.118 L 1 3/4 x 1 3/4 x 0.118 L 2 x 2 x 1/8

(in.) L 1 1/2 x 1 1/2 x 0.118 L 1 3/4 x 1 3/4 x 1/8 L 2 x 2 x 0.157

12 7 - 11 8 - 11 9 - 9 10 - 6 11 - 5 12 - 11

14 7 - 11 8 - 10 9 - 8 10 - 6 11 - 5 12 - 1116 7 - 10 8 - 10 9 - 8 10 - 6 11 - 4 12 - 11

18 7 - 10 8 - 10 9 - 8 10 - 6 11 - 4 12 - 11

20 7 - 10 8 - 9 9 - 8 10 - 5 11 - 4 12 - 10

22 7 - 9 8 - 9 9 - 7 10 - 5 11 - 3 12 - 10

24 7 - 9 8 - 9 9 - 7 10 - 5 11 - 3 12 - 10

26 7 - 8 8 - 8 9 - 6 10 - 4 11 - 3 12 - 9

28 7 - 8 8 - 8 9 - 6 10 - 4 11 - 2 12 - 9

30 7 - 7 8 - 7 9 - 5 10 - 3 11 - 2 12 - 9

32 7 - 6 8 - 6 9 - 5 10 - 3 11 - 1 12 - 8

36 7 - 5 8 - 5 9 - 4 10 - 2 11 - 0 12 - 7

40 7 - 3 8 - 4 9 - 2 10 - 0 10 - 11 12 - 6

44 7 - 1 8 - 2 9 - 1 9 - 11 10 - 10 12 - 5

48 6 - 11 8 - 0 8 - 11 9 - 9 10 - 9 12 - 452 7 - 10 8 - 9 9 - 8 10 - 7 12 - 3

56 7 - 8 8 - 7 9 - 6 10 - 5 12 - 1

60 7 - 5 8 - 5 9 - 4 10 - 4 12 - 0

64 8 - 2 9 - 2 10 - 2 11 - 10

68 8 - 0 8 - 11 9 - 11 11 - 8

72 7 - 9 8 - 9 9 - 9 11 - 6

MAXIMUM JOIST SPACING (ft.) FOR HORIZONTAL BRIDGING

* To use with welded diagonal bridging or bolted diagonal bridging with maximum 10 mm (3/8) bolt diameter.

Note: The diagonal bridging must be tied at mid-length.

MAXIMUM JOIST SPACING (ft.) FOR DIAGONAL BRIDGING

IMPERIAL


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ACCESSORIES

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KNEE BRACES

To provide lateral support to the bottom chord of the joistgirders, knee bracing is used. These knee braces are installedinto position where required at joist support locations. Kneebraces are generally installed on both sides of the joist girder.They join the bottom chord of the joist girder to the bottom chord

of the joist as illustrated below.

A knee brace selection table is provided based on amaximum allowable slenderness ratio of 200 rz.

In some cases, installation of knee braces can be avoidedby extending the bottom chord length of some joists when the

joist girder depth is similar to that of the joist that it supports.

When a joist girder is used to support girts instead of joists,the knee brace system may not be recommended. Usually forgirt shapes we use cross braces tied at mid-length as lateralsupport to the joist girder when the spacing between joist girders

(girts span) is less than 6000 mm (20-0), or when the girtsection thickness is smaller than 2.3 mm (3/32). In all othercases, the standard knee brace system may be used. Thebuilding designer should take into consideration that the kneebrace stabilizing the bottom chord of the joist girder inducesloads on the girts at the connection points.

Joists

Knee braces

Joistgirder

Lp

Lkb= Lp2

+ D2

D

Joists

Joistgirder

MAXIMUM KNEE BRACE LENGTH Lkb (ft.)

MAXIMUM KNEE BRACE LENGTH Lkb (mm)

METRIC

IMPERIAL

Brace Angle Size

L 1 1/2 x 1 1/2 x 0.157 L 2 x 2 x 0.157 L 2 1/2 x 2 1/2 x 3/16 L 3 x 3 x 0.236

L 1 1/2 x 1 1/2 x 5/32 L 2 x 2 x 5/32 L 2 1/2 x 2 1/2 x 0.197 L 3 x 3 x 1/4

L 1 1/2 x 1 1/2 x 3/16 L 2 x 2 x 3/16 L 2 1/2 x 2 1/2 x 1/4 L 3 x 3 x 5/16

1 470 1 990 2 480 2 980

Brace Angle Size

L 1 1/2 x 1 1/2 x 0.157 L 2 x 2 x 0.157 L 2 1/2 x 2 1/2 x 3/16 L 3 x 3 x 0.236

L 1 1/2 x 1 1/2 x 5/32 L 2 x 2 x 5/32 L 2 1/2 x 2 1/2 x 0.197 L 3 x 3 x 1/4

L 1 1/2 x 1 1/2 x 3/16 L 2 x 2 x 3/16 L 2 1/2 x 2 1/2 x 1/4 L 3 x 3 x 5/16

4 - 10 6 - 6 8 - 2 9 - 9


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ACCESSORIES

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MATERIAL WEIGHTS

The tables below can be used as a guide to establish inwhich direction the joists should be orientated compared to the

joist girders for a particular bay area and various total uniform

factored loads. They are also a guide for the building designto evaluate the dead load of joists and joist girders to be usfor design.

Bay Area Joist/Joist Girder Factored Uniform Load (kPa) Joist J.G.

(m2) Span ratio 2 3 4 5 6 7 8 9 10 (m) (m)

50 1/2 0.09 0.11 0.13 0.14 0.17 0.20 0.23 0.25 0.28 5.0 10.0

50 1 0.08 0.09 0.10 0.13 0.16 0.18 0.21 0.24 0.26 7.1 7.1

50 2 0.07 0.08 0.11 0.14 0.16 0.19 0.22 0.25 0.27 10.0 5.0

100 1/2 0.10 0.12 0.15 0.19 0.22 0.26 0.30 0.34 0.37 7.1 14.1

100 1 0.08 0.10 0.14 0.17 0.21 0.24 0.28 0.31 0.35 10.0 10.0

100 2 0.07 0.11 0.14 0.18 0.22 0.25 0.29 0.33 0.36 14.1 7.1

150 1/2 0.11 0.14 0.18 0.23 0.27 0.32 0.37 0.41 0.46 8.7 17.3

150 1 0.09 0.13 0.17 0.21 0.25 0.30 0.34 0.38 0.42 12.2 12.2

150 2 0.09 0.13 0.18 0.22 0.27 0.31 0.35 0.40 0.44 17.3 8.7

200 1/2 0.12 0.16 0.21 0.26 0.32 0.37 0.42 0.48 0.53 10.0 20.0

200 1 0.10 0.15 0.20 0.25 0.29 0.34 0.39 0.44 0.49 14.1 14.1

200 2 0.10 0.15 0.20 0.26 0.31 0.36 0.41 0.46 0.51 20.0 10.0

250 1/2 0.13 0.18 0.24 0.30 0.35 0.41 0.47 0.53 0.59 11.2 22.4

250 1 0.11 0.16 0.22 0.27 0.33 0.38 0.44 0.49 0.55 15.8 15.8

250 2 0.11 0.17 0.23 0.29 0.34 0.40 0.46 0.51 0.57 22.4 11.2

300 1/2 0.13 0.19 0.26 0.32 0.39 0.45 0.52 0.58 0.65 12.2 24.5

300 1 0.12 0.18 0.24 0.30 0.36 0.42 0.48 0.54 0.60 17.3 17.3

300 2 0.13 0.19 0.25 0.31 0.38 0.44 0.50 0.56 0.63 24.5 12.2

ESTIMATED SELF-WEIGHT OF JOISTS AND JOIST GIRDERS (kPa)

Bay Area Joist/Joist Girder Factored Uniform Load (psf) Joist J.G.

(ft.2) Span ratio 42 63 83 104 125 146 167 188 209 (ft.) (ft.)

500 1/2 2.0 2.6 3.1 3.6 4.2 4.9 5.6 6.3 7.0 15.8 31.6

500 1 1.7 2.1 2.5 3.0 3.7 4.3 4.9 5.5 6.1 22.4 22.4

500 2 1.5 1.8 2.4 3.0 3.6 4.2 4.8 5.4 6.0 31.6 15.8

1100 1/2 2.4 3.2 3.9 4.9 5.8 6.8 7.8 8.8 9.8 23.5 46.9

1100 1 2.0 2.6 3.4 4.2 5.1 6.0 6.8 7.7 8.5 33.2 33.2

1100 2 1.7 2.5 3.3 4.1 5.0 5.8 6.6 7.5 8.3 46.9 23.5

1600 1/2 2.7 3.6 4.7 5.9 7.1 8.2 9.4 10.6 11.8 28.3 56.6

1600 1 2.2 3.1 4.1 5.1 6.1 7.2 8.2 9.2 10.3 40.0 40.0

1600 2 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 56.6 28.3

2200 1/2 3.0 4.2 5.5 6.9 8.3 9.7 11.0 12.4 13.8 33.2 66.3

2200 1 2.4 3.6 4.8 6.0 7.2 8.4 9.6 10.8 12.1 46.9 46.9

2200 2 2.4 3.5 4.7 5.8 7.0 8.2 9.4 10.6 11.7 66.3 33.2

2700 1/2 3.3 4.6 6.1 7.6 9.2 10.7 12.2 13.8 15.3 36.7 73.5

2700 1 2.7 4.0 5.3 6.6 8.0 9.3 10.7 12.0 13.4 52.0 52.0

2700 2 2.6 3.9 5.2 6.5 7.8 9.1 10.4 11.7 13.0 73.5 36.7

3200 1/2 3.5 5.0 6.6 8.3 10.0 11.6 13.3 15.0 16.7 40.0 80.0

3200 1 2.9 4.4 5.8 7.2 8.7 10.2 11.6 13.1 14.5 56.6 56.6

3200 2 2.8 4.3 5.6 7.0 8.5 9.9 11.3 12.7 14.2 80.0 40.0

METRIC

ESTIMATED SELF-WEIGHT OF JOISTS AND JOIST GIRDERS (psf)

IMPERIAL


19/76

ACCESSORIES

20

MASS/WEIGHT AND FORCES TO USE FOR DESIGN

(Using Normal Density Concrete)

kg/m3 kN/m3 Material pcf7 850 77.0 Steel 490

2 640 25.9 Aluminum 165

2 580 25.3 Glass (plate) 161

2 400 23.5 Concrete (stone, reinforced) 150

2 000 19.6 Brick (common) 125

801 7.9 Wood (hard or treated) maximum 50

352 3.5 Wood (soft, dry) minimum 22

1 000 9.8 Water (fresh, 4 degrees C) 62

897 8.8 Ice 56

641 6.3 Snow (wet) maximum 40

400 3.9 Snow (dry, packed) maximum 25

128 1.3 Snow (dry, fresh fallen) 8

1 100 10.8 Paint (52% of weight solids) 69

929 9.1 Oils 58785 7.7 Alcohol 49

673 6.6 Gasoline 42

1 920 18.8 Sand and Gravel (wet) 120

kg/m2 kN/m2 Material psf

10.2 0.10 Steel Deck P3615 (up to 0.91 mm) 2.1

16.3 0.16 Steel Deck P3615 (1.21 to 1.52 mm) 3.3


23.5 0.23 Steel Deck P2436 (1.21 to 1.52 mm) 4.8


18.4 0.18 Steel Deck P2432 (1.21 to 1.52 mm) 3.8

193.7 1.90 Steel Deck P3615 composite (100 mm total slab) 39.7



404.8 3.97 Steel Deck P2432 composite (200 mm total slab) 82.915.3 0.15 Roofing 3 ply asphalt (no gravel) 3.1

5.1 0.05 Fiberglass Insulation (batts 100 mm) 1.0

4.1 0.04 Fiberglass Insulation (blown 100 mm) 0.8

7.1 0.07 Fiberglass Insulation (rigid 100 mm) 1.5

3.1 0.03 Urethane (rigid foam 100 mm) 0.6

6.1 0.06 Insulating Concrete (100 mm) 1.3

13.3 0.13 Gypsum Wallboard (16 mm) 2.7

7.1 0.07 Sprayed Fire Protection (average) 1.5

25.5 0.25 Ducts, pipes, and wiring (average) 5.2

40.8 0.40 Plaster on lath/furring (20 mm) 8.4

20.4 0.20 Tiled ceiling with suspension and fixtures (average) 4.2

265.1 2.60 Hollow Core Precast (200 mm N.D. no topping) 54.3

356.9 3.50 Hollow Core Precast (300 mm N.D. no topping) 73.1

12.2 0.12 Plywood or Chipboard (20 mm) 2.5

16.3 0.16 Hardwood Floor (20 mm) 3.3

14.3 0.14 Wood joists 38 mm x 286 mm (400 mm c/c) 2.9

10.2 0.10 Carpeting 2.1

81.6 0.80 Ceramic (20 mm) on Mortar bed (12 mm) 16.7

178.4 1.75 Hollow concrete block 150 mm thick (cells empty) 36.6



221.8 2.18 Hollow concrete block 150 mm thick (1 of 4 cells filled) 45.4



The weight of the main materials included in a floor or roofsystem is reproduced below. The density of certain materials is

also indicated. This table allows the designer to quickly evaluatethe dead and live loads to specify on drawings and specifications.


20/76

STANDARD DETAILS

2

EXTENSIONS

An extension designates a continuation beyond the normalbearing of the joist. The extension can be the top chord only orthe full depth of the joist, in which case, it is referred to as acantilever joist.

The extended top chord section varies according to thefollowing conditions: the design loads, the extension length,the deflection criterion, and the conditions of bearing and anchor-age. The section can be reinforced if required. In a section withoutreinforcement, the extension material is the same as the top chord

of the joist.

A reinforced section has 2 or 4 angles as extensmaterial, or 1 or 2 channels having a higher capacity than thof the top chord between the bearings. Also, a reinforced sectprojects into one or several interior panels such that the joist cresist bending and shearing forces brought on by the extensi

of the top chord.

Top Chord Extension

Variable

Bearing

Cantilever Joist

Bearing

Variable

Section without reinforcement

A

A

B

B

C

C

Section A

Section B

Section C

Bearing

Section reinforced with 2 angles

A

A

B

B

C

C

Section A

Section B

BearingSectio

Section reinforced with 4 angles

A

A

B

B

C

C

Bearing

SectioSection A

Section B

Section reinforced with 1 channel

A

A

B

B

C

C

Bearing

Section B SectioSection A

Section reinforced with 2 channels

A

A

B

B

C

C

Bearing

SectioSection A

Section B


21/76

STANDARD DETAILS

22

The tables below serve as a guide to determine a suitableshoe depth based on uniform loading and a maximum extensionlength. The extensions are based on the maximum capacity of a2-channel section. This is an economical section for this kind ofcondition.

The maximum top chord extension is determined by thebending and shear resistance of the section, or by the deflectionof the extension, which is limited to L/240 with a fixed end. Infact, the joist and its extension are analyzed simultaneously in amatrix calculation.

The building designer must make allowance forsufficient shoe depth when the top flange is not horizontal.In this case, the clear depth is less than the shoe depth.

Clear Depth

Shoe Depth

Effective Factored load (lb./ft.)

Shoe Service load (lb./ft.)

Depth 300 405 510 615 720 825 930 1035 1140 1245 1350 1455 1560

(in.) 200 270 340 410 480 550 620 690 760 830 900 970 1040

4 6 - 4 5 - 9 5 - 4 5 - 0 4 - 9 4 - 6 4 - 4 4 - 3 4 - 1 3 - 11 3 - 9 3 - 8 3 - 7

5 7 - 10 7 - 1 6 - 7 6 - 3 5 - 11 5 - 7 5 - 5 5 - 1 4 - 11 4 - 9 4 - 7 4 - 5 4 - 36 9 - 0 8 - 2 7 - 8 7 - 3 6 - 9 6 - 5 6 - 3 5 - 11 5 - 9 5 - 5 5 - 3 5 - 1 5 - 1

7 10 - 0 9 - 2 8 - 6 8 - 0 7 - 7 7 - 3 7 - 1 6 - 9 6 - 7 6 - 3 6 - 1 5 - 11 5 - 9

8 10 - 10 9 - 10 9 - 2 8 - 8 8 - 4 8 - 0 7 - 8 7 - 4 7 - 3 6 - 11 6 - 9 6 - 7 6 - 5

MAXIMUM TOP CHORD EXTENSION (ft.)

Effective Factored load (kN/m)

Shoe Service load (kN/m)

Depth 4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.5

(mm) 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0

100 1 920 1 750 1 620 1 520 1 450 1 380 1 330 1 290 1 240 1 200 1 150 1 130 1 100

125 2 390 2 170 2 010 1 900 1 800 1 700 1 650 1 550 1 500 1 450 1 400 1 350 1 300

150 2 750 2 500 2 350 2 200 2 050 1 950 1 900 1 800 1 750 1 650 1 600 1 550 1 550

175 3 050 2 800 2 600 2 450 2 300 2 200 2 150 2 050 2 000 1 900 1 850 1 800 1 750

200 3 300 3 000 2 800 2 650 2 550 2 450 2 350 2 250 2 200 2 100 2 050 2 000 1 950

MAXIMUM TOP CHORD EXTENSION (mm)METRIC

IMPERIAL


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STANDARD DETAILS

2

MAXIMUMDUCTOPENINGS

D

L

R

S

S

PP

H

WEB CONFIGURATIONS (mm) OPENINGS (mm)

H P D S L R

JOISTS

200 250 110 95 70 150250 250 150 120 90 182300 300 190 150 110 232

350 300 220 175 120 258400 300 240 195 140 282450 300 260 210 140 302450 600 320 265 200 420500 300 280 230 150 318500 600 360 290 220 454550 300 300 245 160 334550 600 390 315 240 484600 300 320 260 170 348600 600 420 340 250 512650 375 380 305 200 420650 600 440 350 260 526700 375 390 320 210 434700 600 460 375 270 550750 375 410 335 220 448750 600 490 395 280 572800 600 510 410 290 592

900 600 550 440 310 6221 000 600 580 465 320 6461 100 650 630 505 340 6941 200 700 690 555 380 7621 300 800 750 605 410 8381 500 900 880 705 480 972

JOIST GIRDERS

750 600 430 345 240 500900 600 500 400 280 564

1 050 600 560 450 300 6161 200 600 610 490 330 6581 350 600 650 530 340 6941 500 600 680 560 360 726

DIMENSIONS OF FREE OPENINGS FOR VARIOUS JOISTS AND JOIST GIRDER CONFIGURATIONS

WEB CONFIGURATIONS (in.) OPENINGS (in.)

H P D S L R

JOISTS

8 10 4.5 3.5 2.5 5.510 10 6.0 4.5 3.5 7.012 12 7.5 6.0 4.5 9.0

14 12 8.5 7.0 5.0 10.016 12 9.5 7.5 5.5 11.018 12 10.5 8.5 6.0 12.018 24 13.0 10.5 8.0 16.520 12 11.5 9.0 6.0 12.520 24 14.5 11.5 9.0 18.022 12 12.0 9.5 6.5 13.022 24 15.5 12.5 9.5 19.024 12 12.5 10.0 6.5 13.524 24 17.0 13.5 10.0 20.526 15 15.0 12.0 8.0 16.526 24 17.5 14.0 10.5 21.028 15 16.0 12.5 8.5 17.028 24 18.5 15.0 11.0 22.030 15 16.5 13.0 8.5 17.530 24 19.5 15.5 11.0 23.032 24 20.5 16.5 11.5 23.5

36 24 22.0 17.5 12.0 24.540 24 23.5 18.5 12.5 25.544 26 25.0 20.0 13.5 27.548 28 27.5 22.0 15.0 30.554 32 31.0 24.5 17.0 34.060 36 35.0 28.0 19.5 39.0

JOIST GIRDERS

30 24 17.0 13.5 10.0 20.036 24 20.0 16.0 11.0 22.542 24 22.5 18.0 12.0 24.548 24 24.5 19.5 13.0 26.554 24 26.0 21.0 13.5 27.560 24 27.5 22.5 14.5 29.0

NOTE: Final dimensions of free openings should be verified with Canams joist design sheet.

When duct-opening dimensions exceed the limits above,some web members must be removed. The shear forces are thentransferred to the adjacent web members of the top and bottomchords. The chords will need to be reinforced; this will limit themaximum height of the free opening as well. The maximumopening height should be limited to the joist depth minus200 mm (8). If the opening height cannot be limited to this value,contact Canam.

Because the shear forces carried by the web membersincrease along the joist toward the bearing, the location of the ductopening is more critical near the bearings; more shear forces mustbe transferred to the top and bottom chords. For this reason, the

duct-opening center must be located away from a bearing bydistance of at least 2.5 times the joist depth. The best locat(for economical reasons) is at the mid span of the joist.

Location must be greater than

2.5 x H100 mm (4") min.

100 mm (4") min.


23/76

STANDARD DETAILS

24

TransAlta Rainforest Calgary ZooCalgary, AlbertaFabricator: Rimk Industries Inc.

Georges Mason University

Fairfax, VAFabricator: Hamilton Iron Works

First Alliance ChurchCalgary, AlbertaFabricator: Mtal-Fab Industries


24/76

STANDARD DETAILS

2

GEOMETRY ANDSHAPES

The geometry refers to the web profile system. Thestandard geometry types are presented below.

In some cases, a joist could have 2 geometrical types. Forarchitectural considerations, the building designer can specify afixed geometry applicable to a joist group. More than one geome-trical type may be specified. However, panel alignment of joistshaving varying lengths and loading conditions may not be possible.

The shape of the joist may depend on its use and the typeof roofing system requested by the customer. It can take one ormore of the following shapes.

STANDARD SHAPE

NON-STANDARD SHAPES **

SPECIAL SHAPES **

Depending on the radius of curvature, the angles compoing the top and/or bottom chord could require a rolling operatio

* The building designer must consider in the design that tshapes above can produce significant horizontal forces andmovement on the supporting structure due to the deflectionthe joist.

** Non-standard shapes and special shapes are moexpensive due to their complexity.

MINIMUMDEPTH ANDSPAN

For fabrication reasons, the building designer mconsider that minimum joist depth is limited to 200 mm (8 iand minimum joist span is limited to 2 450 mm (8 ft.). Fshorter spans, joist substitutes, usually made of 1 orchannels, can be specified by the building designer or propos

by Canam.

SHOES

The standard shoe dimensions vary according to prodand span:

Product Span Depth Min. Lengt

Joist 2 4 50 mm (8) - 15 2 00 mm (50) 100 mm (4) 100 mm (4)

15200 mm (50) - 27400 mm (90) 125 mm (5) 100 mm (4)

27 400 mm (90) and over 190 mm (7 1/2) 150 mm (6)

Joist Girder All lengths 190 mm (7 1/2) 150 mm (6)

However specific customer requests can be accommodated.

Pratt

Warren

Modified Warren

1 slope 1 slope

2 slopes2 slopes

3 slopes3 slopes

4 slopes 4 slopes

Variable

Variable (typ.)

Variable (typ.)

Variable

Variable (typ.)

Variable (typ.)

3 slopes

Variable (typ.)

scissor *

bowstringbarrel *R R1

R 2

scissor

Length

Depth

Parallel chords


25/76

STANDARD DETAILS

26

The shoe depth must always be specified at the gridline.For joists on which the left and right bearings are not at the samelevel (sloped joist), the exterior and interior shoe depths aredetermined in such a way as to respect the depth at the gridline.

To ensure that the intersection point of the end diagonal andthe top chord occurs above the bearing, the minimum shoedepth should be specified according to the slope of the joist andthe clearance of the supporting member from the gridline.

Shoe

Depthatgridline

ExteriorShoeDepth

InteriorShoeDepth

ShoeDepthatgridline

ExteriorShoeDepth

InteriorShoeDepth

Depthatgridline

x

Clearance

250 (metric)

12 (imperial)

Clearance of Sloped Joist (x/12)

bearing (in.) 1 2 3 4 5 6 7 8

2 1/2 4 4 4 4 4 4 5 5

3 4 4 4 4 4 5 6 6

4 4 4 4 5 6 6 7 8

5 4 4 5 6 7 8 9 10

6 4 5 6 7 8 9 11 12

MINIMUM SHOE DEPTH (in.)

Clearance of Sloped Joist (x/250)

bearing (mm) 25 50 75 100 125 150 175 200

65 100 100 100 100 100 125 150 175

75 100 100 100 100 125 150 175 200

100 100 100 125 125 150 175 225 250

125 100 125 150 175 200 225 275 325

150 125 150 175 200 225 275 325 400

MINIMUM SHOE DEPTH (mm)METRIC

IMPERIAL


26/76

STANDARD DETAILS

2

JOISTIDENTIFICATION

Joists are identified on erection drawings by piece marks.Example: T1, T1A, J1, M2, etc. Identical joists have the samepiece mark. Piece marks are indicated on the drawing nearone of the ends of the line representing the joist. At the plant, ametal identification tag is attached to one end of the joist. It is

essential that the joist be erected so that the metal tagis positioned at the same end of the building as indicatedon the erection drawing.

STANDARDCONNECTIONS

Use of Canam Standards is strongly recommended for thefollowing reasons:

Standardization of fabrication information

Faster drawing checking

Minimized risk of error

However specific customer requests can be accommodated.

The standard connection details can be downloaded fromthe Canam web site at: www.canam.ws Idaho Sports Cente

Nampa, IFabricator: Golden Empire Manufacturin

Hannibal Central School DistrictHannibal, NYFabricator: Delhi Steel Corp.


27/76

STANDARD DETAILS

28

DETAILS

CEILING EXTENSION

FLUSH SHOE

BOLTED SPLICE

In certain cases, joists are delivered in two sections. This isusually done because of transportation considerations, difficultinstallation conditions in an existing building, or dipping tankdimension limitations when a joist receives hot galvanizationtreatment. A bolted splice is usually made at mid span.

The number and position of plates and bolts can varyaccording to the loads to be transferred. We use high-strengthbolts that meet ASTM A325 or ASTM A490 standards.

Depending on dimensions and quantities, joists can befabricated as a single piece that is split into two sections forshipping, or fabricated as two separate pieces. In the plant, twoadditional metal tags are attached to the central part of the joistto ensure correspondence of male and female parts. Joistsfabricated as a single piece will have two identical metal tags in thecentral part of the joist. On the other hand, joists fabricated as twoseparate pieces will have different metal tags.

Example of identification for a joist fabricated as a single piece

If multiple joists with the same mark are fabricated, placementof the male section of the first joist must correspond withplacement of the female section of the first joist, and so forthin the same manner. Ex.: T1-1 with T1-1, T1-2 with T1-2.

Example of identification for a joist fabricated as two

separate pieces:

If multiple joists with the same mark are fabricated, the malesections can be arranged with any female section of the joist.They will be identified in the following manner: T1-L with T1-R.

BOTTOM CHORD BEARING

When the joist bearing is on the bottom chord, the top chordmust be laterally supported with bridging.

CANTILEVER JOIST

A cantilever joist can have bearing on the top or bottomchord. The bottom chord must be adequately braced to resistcompression loads caused by the cantilever.

Bottom Chord Bearing

Top Chord Bearing

Top chord bearing requires bolted splices on the bottom chord.

A A

Section A

Erection drawingmark tag

T1

Male and female section tags

T1-1 T1-1

Erection drawingmark tag

T1

Male and female section tags

T 1-L T 1-R

A

A

B B

Section A

Section B

Bolted Splice at top chord

Bolted Splice at bottom chord


28/76

SURFACE PREPARATION AND PAINT

2

Surface preparation plays a significant role in paintperformance. Adequate surface preparation allows the paint toadhere to structural steel, providing improved protection againstcorrosion. The level of preparation and the paint applicationmethod both depend on the type of environment to which thesteel will be exposed.

PAINTSTANDARDS

In 1975, The Canadian Institute of Steel Construction(CISC) in cooperation with the Canadian Paint ManufacturersAssociation (CPMA) published reference documents related tothe paint specifications for structural steel.

The CISC/CPMA 1-73a paint standard applies to a quick-drying one-coat paint for use on structural steel that providesadequate protection against exposure to a non-corrosiveenvironment as found in rural, urban, or semi-industrial settings,for a period not exceeding six months. Painted structural steelbuilding components using this standard should not be used onpermanent exterior exposed applications. Exposure of thisproduct in coastal or high industrial areas may cause advanced

deterioration of paint applied to this specification. Surfacepreparation may be limited to Solvent Cleaning (SSPC SP1) andHand Tool Cleaning (SSPC SP2). Because of possible non-compatibility of this paint with finish coats, this shop appliedpaint is not recommended for use as a primer for the applicationof a multi-layer paint system.

The CISC/CPMA 2-75 paint standard applies to aquick-drying primer for use on structural steel. This one-coatprimer provides acceptable protection when exposed to amainly non-corrosive environment as found in a rural, urban, orsemi-industrial settings, for a period not exceeding twelve

months. Painted structural steel building components using thisstandard should not be used on permanent exterior exposedapplications. Exposure of this product in coastal or highindustrial areas may cause advanced deterioration of paint

applied to this specification. Final surface preparation must bedone by Brush-Off Blast Cleaning (SSPC SP7). This layer ofprimer is usually covered with a finish coat according to the paintsuppliers recommendations.

Dip coating is commonly used to apply paint for one or moreof the above standards. When compared with spraying, expertsin the field recommend application by dipping because itprovides improved coverage of exposed surfaces. Although acoat of paint applied by dipping does not create an even dry filmlayer, it does not reduce its protection against corrosion.

PAINTCOSTS

Canam uses a single type of paint that meets both the

CISC/CPMA 1-73a and CISC/CPMA 2-75 specifications.The cost difference is mainly the result of two factors: surfacepreparation (SSPC SP2 or SSPC SP7) and the method ofprimer application (dipping or spraying). The table abovecompares paint costs according to final surface preparationand paint application methods for both paint standards. Forexample, for CISC/CPMA 1-73a type paint using SSPC SP2final surface preparation, it is noted that spray painting is twelvetimes more expensive than dipping.

In conclusion, spraying paint is much more expensive thdipping without providing increased protection.

Canam may apply paint that meets standards other ththose specified in this document. Prices and delivery scheduare adjusted accordingly. For example, certain types of parequire nearly 24 hours before handling the joists.

COLOURS

Standard paint colour is gray. Red paint is optional.

JOISTSEXPOSED TO THEELEMENTS

ORCORROSIVECONDITIONS

A high performance anti-corrosive paint is recommendfor specification on joists permanently exposed to the elemeor corrosive conditions during their service life. The builddesigner must pay special attention to item 6.5.7 of tCAN/CSA 16-01 standard. If a minimum thickness of materis required, it must be indicated on the drawings aspecifications.

When specified, joists may be hot dipped galvanized. Bruoff blast cleaning surface preparation (SSPC SP7) recommended to prevent scaling problems. In the galvanizatprocess, the joists are acid washed, rinsed, and then dippin a zinc bath at a temperature of 450 C (840 F). Tdepth and span of joists are limited by the size of the subco

tractors galvanizing tanks. (Ref. www.galvanizeit.org)For strict conditions of hygiene, such as for me

products or food processing, it is recommended that tbuilding designer specifies sealed welds. If the welds are sealed, there is a risk that the acid used in the cleaning proceremains trapped between the surface of the steel and causacid bleeding through ruptures in the zinc film caused pressure. The building designer must limit specification sealed joints unless absolutely necessary because sealed joirequire additional shop time. For sealed joints, the thicknessthe top and bottom chords shall be at least 4 mm (0.157 in.), a3 mm (0.118 in.) for the web members, to avoid permanedeformation of the chords from overdeposit of welds.

Galvanized joists may also be painted. The builddesigner must ensure compatibility between the paint type a

the galvanization product.

Paint Surface Paint Application Cost Facto

Type Preparation Dipping Spraying

CISC/CPMA 1-73a SSPC SP2 1 12

CISC/CPMA 2-75 SSPC SP7 6 16

Selection Table for Paint Costs


29/76

VIBRATION

30

STEEL JOIST FLOOR

VIBRATION COMPARISON

The increased use of longer spans and lighter floor systemshas resulted in the need to address the problem of floor vibration.The building structural designer must analyze floor vibration and

its effect on the building end users and specify the propercharacteristics to reduce vibration.

The behavior of two-way flooring systems has been studiedusing models and in-situ testing. Several simplified equationshave been developed to predict floor behavior and dampingvalues for walking induced vibration and have been establishedaccording to the type of wall partitions and floor finishes. Theseequations are now part of Appendix E, a non-mandatory part ofCSA standard S16 since 1984. In 1995, the National BuildingCode also addressed this issue at the beginning of Appendix Aof the user guide.

Steel Design Guide #11, jointly published by the Americanand Canadian institutes of steel construction in 1997, containsmore recent information on the subject. This guide coversdifferent types of floor vibrations and is one of the main

references of Appendix E of standard CAN/CSA S16-01.

The formulas shown in these publications allow the user todefine the vibration characteristics of a floor system: the initialacceleration produced by a heel drop and the natural frequencyof the system. These two parameters allow the designer toverify if the floor system will produce vertical oscillationsin resonance with rhythmic human activities or with enoughamplitude to disturb other occupants.

The amplitude of the vibrations will decay according tothe type of partitions, ceiling suspensions, and floor finish. Thedecay rate will also influence the sensitivity of the occupants.

This information is not readily available to the joist supplier.The joist supplier usually receives only the floor drawingsand general joist specifications and this information is used for

joist design.Furthermore, the following examples show that the design

of a joist, for which spacing, depth, span, bearing support,and dead loads have all been predetermined by the projectstructural engineer, cannot be easily modified to reduce floorvibration induced by walking below the annoyance threshold forthe other occupants.

The example is given for office floors where the annoyancethreshold is defined as a floor acceleration of 0.5% ofthe gravity acceleration. For floors in a shopping centre, thethreshold would be an acceleration of 1.5% of the gravityacceleration. This higher threshold means that the occupantsare less disturbed by vibrations produced by walking loads.

TYPICAL OFFICE FLOOR USED AS BASE:In the example, the joists have a 9 000 mm (29-6 1/4)

span, a 500 mm (approx. 20) depth, and are spaced at1 200 mm (3-11 1/4) on center. The joists are bearing onbeams at both ends on 100 mm deep seats. We considerthat the beams will only be partially composite for vibrationcalculations because of the relative lack of lateral stiffness ofsuch a bearing seat. The beam span is 7 500 mm (24-7 1/4)with joists on one side only.

The floor is composed of a 100 mm (4) concrete slab,including the 38 mm (1 1/2) steel deck profile. The loads areas follows:

Structural steel 0.25 kPa ( 5 psf)

Steel joists 0.20 kPa ( 4 psf)

Deck-slab of 100 mm 1.87 kPa (39 psf)

Ceiling, mechanical & floor finish 0.50 kPa (10 psf)

Partitions 1.00 kPa (21 psf)

DEAD LOAD TOTAL 3.82 kPa (79 psf)

LIVE LOAD 2.40 kPa (50 psf)

From the Canam catalog, select a joist with a 9-meter spanto support the following load:

wf = 1.2 m x (3.82 x 1.25 + 2.4 x 1.5) or w f = 3.94 x (79 x 1.25 + 50 x 1.5)

= 10.05 kN/m = 685 plf

The 9-meter selection table indicates that joists with a10.5 kN/m factored capacity will weigh 16.7 kg/m and that 66%of the service load will produce a deflection value of span/360.By reducing the simple span deflection formula under uniform

load for span/360, we obtain the following approximation of themoment of inertia:

Ijoist = 23,436 x Percentage x ws x (span)3, where

Ijoist = moment of inertia in mm4

Percentage = value shown in table for deflection / 100

ws = total service load (total factored load / 1.5)

Span = span of joist in meters

Ijoist = 23,436 x (66 / 100) x (10.5 / 1.5) x (9)3 = 79 x 106 mm4

The center of gravity of the joist can be assumed to be atmid depth.

Ajoist chords = Ijoist/ (depth / 2)2 = 1 263 mm2

The beam can be chosen from the CISC selection tables asW410 x 46 (W16 x 31) with F

y= 350 MPa (50 ksi) and a moment

of inertia of 156 x 106 mm4.

ALTERNATIVE 1:

If a slab of 130 mm instead of 100 mm is used, the deadload increases and the size of the joists and beams will alsoincrease.

Structural steel 0.25 kPa ( 5 psf)

Steel joists 0.20 kPa ( 4 psf)

Deck-slab of 130 mm 2.58 kPa (54 psf)

Ceiling, mechanical & floor finish 0.50 kPa (10 psf)

Partitions 1.00 kPa (21 psf)

DEAD LOAD TOTAL 4.53 kPa (94 psf)

LIVE LOAD 2.40 kPa (50 psf)

From the Canam catalog, select a joist with a 9-meter spanto support the following load:

wf = 1.2 m x (4.53 x 1.25 + 2.4 x 1.5) or w f = 3.94 x (94 x 1.25 + 50 x 1.5)

= 11.12 kN/m = 759 plf


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VIBRATION

3

This comparison shows that the vibration characteristics improve by adding dead weight rather than by doubling the jonon-composite moment of inertia.

One must note that the alternatives used did not sufficiently improve the vibration properties of the floor to lower their amplituto below the annoyance threshold for offices. Additional calculations indicate that using a 130 mm deck-slab with a 100% increasethe joist and beam sections would lower the vibration amplitude to below the annoyance threshold of 0.5% of g.

The building designer controls the main parameters affecting floor vibration characteristics and he or she should make tvibration calculations to find an economical solution. The information supplied in this catalog will allow the structural engineer evaluate the vibration properties of the floor during the initial design.

The structural engineer of the project should always specify the proper slab thickness and the minimum momentinertia of the steel joists to have a floor with vibration characteristics below the annoyance threshold based on the tyof occupancy. The joist designer will ensure conformity to the minimum moment of inertia required by the buildidesigner for the joists (see clause 16.5.15 vibration).

PARAMETERS BASE ALTERNATIVE 1 ALTERNATIVE 2(INCREASED (INCREASED

THICKNESS JOIST MOMENT

OF SLAB BY 30 mm) OF INERTIA)

Peak acceleration ao

(% g) 1.10% 0.73% 1.10%

System frequency f (Hz) 4.2 4.3 4.7

Joist length (mm) 9 000 9 000 9 000

Joist depth (mm) 500 500 500

Joist spacing (mm) 1 200 1 200 1 200

Composite joist moment of inertia (106 mm4) 198 244 372

Deck depth (mm) 38 38 38

Slab-deck thickness (mm) 100 130 100

Slab-deck-joist dead weight (kPa) 1.87 2.58 1.87

Additional participating load (kPa) 1 1 1

Beam size W410 x 46 W410 x 54 W410 x 46

Beam span (mm) 7 500 7 500 7 500

COMPARISON OF VARIOUS ARRANGEMENTS

The table indicates that the joists will weigh 18.2 kg/m andthat 64% of the service load will produce a deflection valueof span/360.

Ijoist = 23,436 x (64 / 100) x (12 / 1.5) x (9)3 = 88 x 106 mm4

The center of gravity of the joist can be assumed to be atmid depth.

Ajoist chords = Ijoist/ (depth / 2)2

= 1,400 mm2

This time, the beam chosen from the CISC selection tablesis W410 x 54 (W16 x 36) with Fy = 350 MPa (50 ksi) and amoment of inertia of 186 x 106 mm4.

ALTERNATIVE 2:

Starting from the base example, we consider that tstructural engineer of the building clearly indicates that the sof the joists should be doubled to reduce floor vibration.

Using the data of those 3 conditions, with the proposequations of Steel Design Guide #11 published jointly

the American and Canadian institutes for steel constructiowe obtain the vibration properties shown in the comparistable below:


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SPECIAL CONDITIONS

32

SPECIALJOISTDEFLECTION

Appendix D of the CAN/CSA S16-01 standard providesrecommended maximum values for deflections for specifieddesign live and wind loads. The following are the maximumvalues of appendix D recommended for the vertical deflection.

Notes: As mentioned in Appendix D, the designer shouldconsider the inclusion of specified dead loads in someinstances. For example, nonpermanent partitions, whichare classified by the National Building Code as deadload, should be part of the loading considered underAppendix D if they are likely to be applied to the structureafter the completion of finishes susceptible to cracking.

Please note that the concrete cover at the centre line of the joistwill be reduced by the amount of camber provided minus thedeflection realized under self weight of the concrete alone. Thismust be accounted by the designer of the building with respectto the serviceability and fire resistance etc.

Building Type Specified Loading Application Maximum

Industrial Live Members L/240supporting inelasticroof coverings

Live Members L/180supporting elasticroof coverings

Live Members L/300supporting floors

Maximum wheel Crane runway L/800loads (no impact) girders for crane

capacity of 225 kNand over

Maximum wheel Crane runway L/600loads (no impact) girders for

crane capacityunder 225 kN

All others Live Members L/360of floors and roofssupporting constructionand finishes susceptibleto cracking

Live Members L/300of floors and roofssupporting construction

and finishes not susceptibleto cracking


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SPECIAL CONDITIONS

3

SPECIALLOADS ANDMOMENTS

Canadian standards classify loads in the following manner:permanent, service, seismic, and wind loads. For limit states design,loads are factored and combined to obtain the worst possible effect.Loads applied to joists and joist girders can be uniform, partial, con-centrated, axial, or moment. Snow pile up loads represent a special

partial load case. Uplift loads are applied in an upward direction andshould always be specified as a gross uplift load. Loads can beapplied to the top chord, the bottom chord, or to both chords.

When specifying the dead load, the building designer shouldalways include the self-weight of the joists and bridging. Unlessclearly specified, Canam will assume that the self-weight of

joists is included in the total dead load.

VARIOUS TYPES OF LOADS

UNIFORM LOAD

PARTIAL LOAD

SNOW PILE UP LOAD

CONCENTRATED LOAD

AXIAL LOAD

MOMENT LOAD

TRANSFER OF AXIAL LOADS

Wind and seismic loads are usually transferred by t

roof diaphragm to the axes of the vertical bracing syste

The seismic loads transferred have a cumulative effect alo

these axes. The building design engineer specifies these loa

on the plans and specifications.

The transfer of an axial load between joists along the ax

of the vertical bracing system, may require the reinforcement

the first panel at top chord.

Uniform

Triangular

At any panel point AnywhereAt a specific

location

Transfer of axial loads

Joist(axial)

A Lateral load

Section A-A

Axial: an additionalload specified bythe building designermust be considered.

Joist(axial)

Joist(axial)

Joist(axial)

A


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SPECIAL CONDITIONS

34

END MOMENTS

GRAVITATIONAL MOMENTS

The use of a joist in a rigid frame relieves the top chord and

carries the compression loads to the bottom chord.

End moments, as specified by the building designer on the

plans and specifications, result in the analysis of a frame with

defined moments of inertia. It is recommended that the building

designer specifies minimum and maximum limits of inertia to

ensure that the frame is designed according to the analysis

model.

WIND MOMENTS

Horizontal wind loads on a joist in a rigid frame may cause

alternating moments as shown below. Consequently, the joist

will be analyzed with opposite moments.

Example: Case #1 - 10 kNm and + 10 kNmCase #2 + 10 kNm and - 10 kNm

JOIST ANALYSIS AND DESIGN

The erection plans, supplied by Canam, usually instruct the

erector to fasten the bottom chord after all of the dead loads

have been applied. In this way, the joist follows the

condition for simple span condition under dead loads. In

the case of end gravity moments, Canam will assume that

they are caused only by the live load, unless otherwisespecified by the building designer.

When end moments are specified, the joist shall first be

designed to support loads on simple span condition. Then

according to the combination of defined loads in the codes,

different loading scenarios can be generated during analysis

of the joist. Each element shall be designed for worst-case

conditions, whether simple span or with end moments.

In addition to providing the end moment values applicable

to the joist, the building designer must pay special attention to

ensure that the end connections develop the moments for which

the building was designed.

As in the case of the transfer of axial loads, the transfer ofloads generated by an end moment may require the reinforce-

ment of the first panel at top chord.

Most of the connections to the bottom chord of Canam joist

use an angle welded to the column and a tie joist plate shop

welded to the joist girder. However, this type of connection, as

shown below, is no longer recommended.

A connection with a stabilizer plate is more simple and gives

the same lateral stability.

The steel contractor usually supplies the steel plate on the

column at the location of the bottom chord of the joist girder. The

plate is inserted between the vertical flanges of the bottom chord

angles. A plate should have a thickness of 13 mm (1/2 in.) or

19 mm (3/4 in.). A hole in the stabilizer plate allows the column

to be plumbed with guy wires. The transfer of forces from the

column to the bottom chord is achieved by welding the angles of

the bottom chord to the plate, as indicated below.

Gravitational moments

Wind moments

Connection at bottom chordwith a tie joist plate

Connection at bottom chordwith a stabilizer plate

Section A-AA

A


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SPECIAL CONDITIONS

3

JOISTSADJACENT TO

MORERIGIDSURFACES

Joists adjacent to non-flexible walls or to beams and joistshaving a much shorter span, must have less deflection. Thedeflection limitation is necessary to avoid potential problems

resulting from too large a movement differential.These problemstend to occur in the central part of the joist. To avoid an abrupttransition from the permitted deflection, it is recommended tochange the deflection limit gradually, for adjacent joists havingspans in excess of 12 m (40 ft.):

NOTE: In all cases, the deflection criterion (usually under the

service load) must be greater than or equal to thatspecified on the customer drawings or mentioned inthe specifications.

Example: Span = 25 m; Deflection criterion under serviceload = L / 240

Another solution consists of placing a perimeter joist with asliding assembly on the supporting wind column. This also allowsfor easier building expansion in the future. Given the weak lateralrigidity of a joist, when it is acted upon laterally by the top of the windcolumn, the structural engineer must assure transfer of the load intothe roof diaphragm or another horizontal bracing system.

JOISTS WITHLATERALSLOPE

Building designers should request joists with a lateral sloonly when absolutely necessary as this is not an economiapproach.

When using standing seam metal roofs, the joist top chomust be checked for in plane and out of plane (lateral) loawhen the lateral slope exceeds what is required for normal rodrainage (2%).

With steel deck attached to the top chord of the joisthe diaphragm action of the deck should be sufficient brace the joist top chord as long as the lateral slope does nexceed 6%.

The following paragraphs explain what is required provide resistance to the out of plane load component for tother cases.

When a joist is installed with a lateral slope, a portion of tvertical load applied to the roof acts upon the joist lateraTherefore, the lateral load must be considered when calculatthe size of the top chord and the bridging. In this case, tbridging system plays a more important role.

To avoid roof instability, horizontal bracing is generaadded between the first two joists on each side of a roof peWhen there is symmetry between the two sides of the roof ridghorizontal bracing is no longer required because the linesbridging are attached at the ridge and the horizontal forces freach side cancel each other.

Adjacent Joist Deflection criterion

Metric (mm) Imperial (ft.)

1stjoist Span / 50 Span / 0.167

2ndjoist Span / 70 Span / 0.229

3rdjoist Span / 90 Span / 0.292

4thjoist Span / 110 Span / 0.354

5thjoist Span / 130 Span / 0.417

1stjoist

2ndjoist

3rdjoist

4thjoist

Criterion = 25000 / 50 = 500

L/240 min.

Criterion = 25000 / 70 = 357

Criterion = 25000 / 90 = 278

Criterion = 25000 / 110 = 227

L/280

L/360

L/500

Line with increased stiffness

Typ.

Wind Column

CBA

2

1

Bridging LinesHorizontalBracing

Slope SlopeJoists


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SPECIAL CONDITIONS

36

Bethlehem TempleCincinnati, OHFabricator: Dave Steel

SPECIALJOISTS

Canam can design and manufacture special joists to suit

the conditions required by the building designer. A special joist

can have special assembly conditions and/or a special shape as

described on page 25.

Connecting a joist to a primary support like a truss, a beamor a column by others means than a standard shoe, or replacing

some joist components to accommodate the connection of

beams or other pieces, will make a special joist.

Depending of the shape, spe-

cial loading conditions may apply

as per the Canadian standards in

force. The building designer must

clearly provide the special loading

conditions on the specification

documents and on the drawings.

A special joist, very deep for

example, may also require special

shipping arrangements.

The expertise of Canam in

design and fabrication goes much

higher than manufacturing only

standard products.

Chillicothe Readiness CenterChillicothe, OH

Fabricator: Marysville Steel


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SPECIAL CONDITIONS

3

Sports Centre NemaskaNemaska, QCFabricator: Constructions Proco inc.

Franklin County Training CenterGrove City, OHFabricator: Ferguson Steel Company

Lindhout Associates Architects AIA PCBrighton, MIFabricator: Art Iron Inc.


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16. OPEN-WEBSTEELJOISTS

16.1 SCOPE

Clause 16 provides requirements for the design, manufac-ture, transportation, and erection of open-web steel joists usedin

joists design guide

Documents