Canam Joists And Girders Catalogue Canada

Joists Joist and Joist Girders Catalogue

A division of Canam Group

TABLE OF CONTENTS Products, services and solutions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4

Surface preparation and paint

General information

Paint standards . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33

The advantages of using steel joists . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5

Paint costs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33

Description of a joist girder . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5

Colours . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 34

Definition. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5

Joists exposed to the elements or corrosive conditions . . . . . . . . . . 34

Components of a joist girder. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5

Vibration

Advantages of joist girders . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Design standards . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Quality assurance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7

Accessories

Steel joist floor vibration comparison . . . . . . . . . . . . . . . . . . . . . . . . . . 35

Special conditions Special joist deflection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39 Deflection of cantilevered joists. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39 Camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39

Material / Metric . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8

Special loads and moments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40

Axes convention . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8

Various types of loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40

Section properties . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8

Transfer of axial loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40

Material / Imperial. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10

Unbalanced loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 42

Axes convention . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10

Load reduction according to tributary area . . . . . . . . . . . . . . . . . . . . . 42

Section properties . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10

End moments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 43

Bridging . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13

Gravitational moments. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 43

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

Wind moments. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 44

Bridging line requirements / Metric. . . . . . . . . . . . . . . . . . . . . . . . . . . 14

Joist or joist girder analysis and design . . . . . . . . . . . . . . . . . . . . . . 44

Bridging line requirements / Imperial . . . . . . . . . . . . . . . . . . . . . . . . . 15

Joists adjacent to more rigid surfaces . . . . . . . . . . . . . . . . . . . . . . . . . 46

Spacing for bridging / Metric . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16

Joists with lateral slope . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 46

Spacing for bridging / Imperial . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17

Anchors on joists . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 47

Knee braces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18

Special joists . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 48

Material weights . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19

Joist girder to column connections . . . . . . . . . . . . . . . . . . . . . . . . . . . . 49

Standard details

Bearing reaction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 49

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

Bearing on top of the column . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 49

Maximum duct openings / Metric. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23

Bearing facing the column . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 50

Maximum duct openings / Imperial . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24

Bearing facing the column with center reaction . . . . . . . . . . . . . . 50

Geometry and shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26

Standards

Standard shape . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27 Non-standard shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27

CAN/CSA S16-01 standards (16. Open-web steel joists) and CISC commentaries . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 51

Special shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27

Joist depth selection tables

Minimum depth and span . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28

Metric . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 71

Shoes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28

Imperial . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 80

Particularities. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29

Joist girder depth selection. . . . . . . . . . . . . . . . . . . . . . . . . .

Bearing on concrete or masonry wall. . . . . . . . . . . . . . . . . . . . . . . . 29 Bearing on steel. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29 Details . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30

89

Graphics / Metric . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 93 Graphics / Imperial . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 95

Ceiling extension . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30

Joist girder specifications

Flush shoe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30

Information required from the building designer . . . . . . . . . . . . . . . . 97

Bolted splice . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30

Checklist - joist

Bottom chord bearing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31

Joist design essential information checklist . . . . . . . . . . . . . . . . . . . . 98

Cantilever joist . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31

Take-off sheet - quotation . . . . . . . . . . . . . . . . . . . . . . . . . . . . 99 Sales offices and plant certifications. . . . . . . . . . . . . . 103

Joist and joist girder identification . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32 Standard connections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32 Canam is a trademark of Canam Group Inc.

Products, services and solutions Canam specializes in the fabrication of steel joists, joist girders, steel deck, purlins and girts, and welded wide-flange shapes. We also design and fabricate the Murox® high performance building system and Econox foldaway portable buildings. Canam offers customers value-added engineering and drafting support, architectural flexibility and customized solutions and services. Another Canam solution, the BuildMaster™ approach, has redefined the way in which buildings are designed and built by offering a safer, faster and greener process that can reduce field erection time by between 15% and 25%. Factors such as product quality, worksite supervision and construction time are critical in the execution of any project, big or small, and Canam's reputation for reliability simplifies these considerations for customers. In addition to a rigorous jobsite management process that is specifically designed to ensure that deadlines are met, our cutting-edge equipment, skilled employees and high quality products are also key in allowing Canam to keep its promises. Whatever your project, we will meet your requirements while also complying with all applicable building codes. Another aspect of our exceptional service is just-in-time delivery as per customer specifications. To eliminate delays, components are transported by our very own fleet, which stands ready to ensure on-time delivery, regardless of the location. Depending on the region and worksite, Canam can transport components measuring up to 16 ft. (4.9 m) wide and 120 ft. (36.5 m) long. Canam is one of the largest steel joist fabricators in North America.

Cautionary statement Although every effort was made to ensure that the information contained in this catalog is factual and that the numerical values presented herein are consistent with applicable standards, Canam does not assume any responsibility whatsoever for errors or oversights that may result from the use or interpretation of this data. Anyone making use of this catalog assumes all liability arising from such use. All comments and suggestions for improvements to this publication are greatly appreciated and will receive full consideration in future editions.

4

Appuisinformation sphériques General The advantages of using steel joists Using a steel joist and steel deck system for floor and roof construction has proven itself to be a most advantageous solution. 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 for smaller columns and foundations than for a concrete structure; • Increased bay dimensions, which reduces the number of joists and columns and simplifies building erection; • Greater floor plan layout flexibility for the building occupant due to the increased bay dimensions; • Maximum ceiling height due to installation of ducts through the joist web system; • Easy adaptation to acoustical insulation systems; • Floor and roof composition having long-term resistance to fire, as established by the Underwriters Laboratories of Canada (ULC).

DESCRIPTION OF A JOIST GIRDER DEFINITION A joist girder is a primary structural component of a building. Generally, it supports floor or roof joists in simple span conditions, or other secondary elements (purlins, wood trusses, etc.) evenly spaced along the length of the joist girder. The loads applied to a spandrel joist girder come from one side, while on an inside bay the loads are applied on either side of the joist girder. COMPONENTS OF A JOIST GIRDER An open web joist girder, or commonly known as a “cantruss” at Canam, is composed of a top chord and a bottom chord, which are usually parallel to each other. These chords are held in place using vertical and diagonal web members. In conventional construction, a joist girder rests on a column and the bottom chord is held in place horizontally by a stabilizing plate. The standard main components are: 1. T  op and bottom chords: two angles back-to-back with a gap varying between 25 mm (1 in.) and 76 mm (3 in.), 2. Diagonals: U-shaped channels or two angles back-to-back, 3. Verticals: U-shaped channels, boxed angles or HSS, 4. Shoes: two angles back-to-back. Vertical

Top chord

Shoe Diagonal

Bottom chord

Components of a joist girder

5

Appuis sphériques General information ADVANTAGES OF JOIST GIRDERS The use of open web joist girders is widespread in North America, mostly in the United States, for roof construction of commercial and industrial buildings. The joist girders are advantageous compared with conventional load bearing systems composed of beams with a W profile. Here are the various options for supporting systems when designing a steel building:

Simple beam

Gerber system

Joist girder

Carrying system

Economical factors associated with the specification of joist girders include the following: 1. The steel used in joist girders has a yield strength higher than steel used for shaped or welded beams: 380 MPa (55 ksi) versus 350 MPa (50 ksi). 2. Better cost control for material purchases (angles) on the Canadian market compared with importing the beam sections. 3. Open web joist girders are lighter than the full web beams of the same depth. 4. The speed and ease of site erection improves jobsite co-ordination. 5. The joist girders can be used to facilitate the installation of ventilation ducts and plumbing as compared to a beam. Beam

Mechanical conduits Joist girder

Passage of mechanical conduits

6

General information If a larger opening is required, a diagonal member can be removed if the top and bottom chord are reinforced. L

The building designer must consider the following to ensure the economical use of joist girders:

Joist girder

Approximately 1.5 x L

Joists

1. L  onger spans of joist girders are preferred as this reduces the number of columns inside a building.

Joist girder

Optimal rectangular bay

2. G  reater depths reduce the size of the top and bottom chords for increased weight savings. 3. B  ay arrangement should be repetitive since designing and fabricating many identical pieces will reduce production costs. 4. Regular joist spacing must be maintained by the building designer by lining up the joists on either side of the joist girders. 5. Rectangular bays are recommended, in a roof or floor system using joist girders and joists, where the longest dimension corresponds to the joist span, while the shortest dimension corresponds to the joist girder span. An optimal rectangular bay would typically have a ratio of joist span to joist girder span of approximately 1.5. 6. Bearing shoes are used for economical joist girder to column connection, usually 191 mm (7.5 in.) deep, bolted to the top of the column or on a bearing bracket on the web or the flange of the column.

STEEL Our joist and joist girder design makes use of high strength steel purchased in accordance with the latest issue of the standards below: • Cold formed angles and U-shaped channels: ASTM A1011; Cold formed angle

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

DESIGN STANDARDS Joist and joist girder design is based on the latest issue of the design standards in effect: Hot rolled angle

Canada:

United States:

• CAN/CSA S16–01

• SJI

• CAN/CSA S136–07 • NBCC 2005

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

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

Distribution Centre I Cornwall, Ontario

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

7

Accessories Material

Metric

Axes convention Y

Y

Y X

y

x

X

X

y

Y

x

X

Y

Section properties

x

y

x

rOUND AND SQUARE BARS Material (in.)

Grade (MPa)

Forming

Mass (kg/m)

l (10 3 mm 4 )

Area (mm 2 )

Y

r (mm)

1/2

350

Hot rolled

0.99

127

1.28

9/16

350

Hot rolled

1.26

160

2.05

3.2 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 5.2

13/16

350

Hot rolled

2.62

335

8.91

7/8

350

Hot rolled

3.05

388

11.99

5.6

15/16

350

Hot rolled

3.49

445

15.78

6.0 6.4

1

350

Hot rolled

3.97

507

20.43

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

U Shapes Axis X-X Material (in.)

(in.) 1

8

x

5/8

x

y (mm)

lxx (10 3 mm 4 )

(in.)

Grade (MPa)

Forming

Mass (kg/m)

Area (mm 2 )

0.090

350

Cold formed

0.84

107

5.1

2.13

Axis Y-Y r xx (mm) 4.4

lyy (10 3 mm 4 )

r yy (mm)

9.30

9.3

1

x

0.8

x

0.090

350

Cold formed

1.01

129

7.1

4.81

6.1

12.18

9.7

1

x

0.85

x

0.090

350

Cold formed

1.07

137

7.8

5.99

6.6

13.11

9.8

1

x

1

x

0.090

350

Cold formed

1.15

146

8.7

7.71

7.3

14.25

9.9

1

x

1

x

0.118

350

Cold formed

1.49

191

9.6

10.70

7.5

17.55

9.6

1

x

1.05

x

0.090

350

Cold formed

1.28

161

10.4

11.61

8.5

16.38

10.1

1

x

1.1

x

0.118

350

Cold formed

1.68

212

11.4

16.20

8.7

20.36

9.8

1 3/8

x

1.27

x

0.118

350

Cold formed

2.11

268

12.1

28.02

10.2

52.23

13.9

1 3/8

x

1 3/8

x

0.118

350

Cold formed

2.21

283

13.1

34.03

11.0

55.72

14.0

1 3/8

x

1 3/8

x

0.157

350

Cold formed

2.94

374

14.3

46.87

11.2

69.47

13.6

1 3/4

x

1 1/2

x

0.157

350

Cold formed

3.45

440

14.5

66.68

12.3

138.13

17.7

1 3/4

x

1 3/4

x

0.197

350

Cold formed

4.67

597

18.0

120.22

14.2

183.92

17.6

2 3/8

x

2

x

0.197

350

Cold formed

5.57

711

18.0

171.57

15.5

396.63

23.6

Accessories Double angles (long legs back-to-back)

MEtriC

r yy with different gaps

Axis X-X Material (in.)

(in.)

(in.)

Grade (MPa)

Forming

Mass (kg/m) 1.74

1

x

1

x

0.090

380

Cold formed

1 1 1 1 1/8 1 1/8 1 1/4 1 1/4 1 1/4 1 3/8 1 1/2 1 1/2 1 1/2 1 1/2 1 1/2 1 5/8 1 5/8 1 3/4 1 3/4 1 3/4 1 3/4 1 7/8 1 7/8 2 2 2 2 2 2 2 1/8 2 1/8 2 1/8 2 1/4 2 1/4 2 3/8 2 3/8 2 1/2 2 1/2 2 1/2 2 1/2 2 5/8 2 3/4 2 7/8 3 3 3 3 3 1/8 3 1/2 4 4 4 4 4 5 5 5 5 6 6 6 6 8 8

x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x

1 1 1 1 1/8 1 1/8 1 1/4 1 1/4 1 1/4 1 3/8 1 1/2 1 1/2 1 1/2 1 1/2 1 1/2 1 5/8 1 5/8 1 3/4 1 3/4 1 3/4 1 3/4 1 7/8 1 7/8 2 2 2 2 2 2 2 1/8 2 1/8 2 1/8 2 1/4 2 1/4 2 3/8 2 3/8 2 1/2 2 1/2 2 1/2 2 1/2 2 5/8 2 3/4 2 7/8 3 2 3 3 3 1/8 3 1/2 3 4 3 4 4 3 1/2 5 5 5 6 4 6 6 8 8

x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x

7/64 0.118 1/8 0.090 0.118 0.118 1/8 3/16 0.118 0.118 1/8 5/32 0.157 3/16 0.118 0.157 0.118 5/32 0.157 3/16 0.157 0.197 0.118 0.157 3/16 0.197 7/32 1/4 0.157 0.197 0.236 0.197 0.236 0.197 0.236 0.197 0.236 1/4 5/16 0.236 0.236 0.236 0.236 5/16 5/16 3/8 0.236 3/8 3/8 3/8 1/2 1/2 9/16 1/2 1/2 9/16 5/8 9/16 5/8 5/8 3/4 3/4 1

380 380 380 380 380 380 380 380 380 380 380 380 380 380 380 380 380 380 380 380 380 380 380 380 380 380 380 380 380 380 380 380 380 380 380 380 380 380 380 380 380 380 380 350 380 380 380 380 380 380 380 380 380 350 380 380 380 380 350 380 300 300 300

2.09 Hot rolled 2.22 Cold formed 2.38 Hot rolled 1.97 Cold formed 2.53 Cold formed 2.84 Cold formed 3.00 Hot rolled 4.40 Hot rolled 3.14 Cold formed 3.45 Cold formed 3.66 Hot rolled 4.49 Hot rolled 4.47 Cold formed 5.36 Hot rolled 3.76 Cold formed 4.87 Cold formed 4.06 Cold formed 5.31 Hot rolled 5.28 Cold formed 6.31 Hot rolled 5.69 Cold formed 6.96 Cold formed 4.66 Cold formed 6.10 Cold formed 7.26 Hot rolled 7.46 Cold formed 8.37 Hot rolled 9.50 Hot rolled 6.50 Cold formed 7.97 Cold formed 9.39 Cold formed 8.48 Cold formed 9.99 Cold formed 8.98 Cold formed Cold formed 10.60 9.49 Cold formed Cold formed 11.20 12.21 Hot rolled 14.89 Hot rolled Cold formed 11.81 Cold formed 12.42 Cold formed 13.02 Cold formed 13.63 14.89 Hot rolled 18.16 Hot rolled 21.44 Hot rolled Cold formed 14.23 25.30 Hot rolled 25.31 Hot rolled 29.19 Hot rolled 33.05 Hot rolled 38.12 Hot rolled 42.56 Hot rolled 40.51 Hot rolled 48.25 Hot rolled 53.91 Hot rolled 59.57 Hot rolled 65.18 Hot rolled 59.57 Hot rolled 72.08 Hot rolled 85.48 Hot rolled Hot rolled 115.86 Hot rolled 151.90

Area (mm 2 )

y lxx r xx (mm) (10 6 mm4) (mm)

Axis Z

12.7 (mm)

19 (mm)

25 (mm)

35 (mm)

45 (mm)

60 (mm)

rz (mm)

215

7.4

0.013

7.8

15.8

18.6

21.4

26.1

30.9

38.2

4.9

266 275 296 244 313 351 387 555 390 428 465 573 557 684 466 608 504 674 659 800 709 870 580 760 916 934 1 068 1 213 811 997 1 181 1 061 1 253 1 124 1 330 1 188 1 406 1 536 1 890 1 482 1 558 1 634 1 711 1 882 2 291 2 722 1 787 3 206 3 200 3 691 4 194 4 860 5 400 5 161 6 129 6 850 7 561 8 296 7 561 9 161 10 887 14 758 19 355

7.4 7.8 7.5 8.2 8.6 9.4 9.1 9.7 10.1 10.9 10.7 11.0 11.4 11.3 11.7 12.2 12.5 12.6 13.0 12.9 13.8 14.3 14.1 14.6 14.5 15.1 14.7 15.0 15.4 15.9 16.3 16.6 17.1 17.4 17.9 18.2 18.7 18.2 18.8 19.5 20.3 21.1 21.9 25.8 22.0 22.5 22.7 25.7 32.6 28.9 33.7 30.1 30.6 42.1 36.4 37.0 37.6 43.3 51.6 43.9 45.1 57.8 60.1

0.016 0.017 0.018 0.019 0.024 0.034 0.037 0.051 0.046 0.061 0.065 0.079 0.077 0.092 0.078 0.099 0.098 0.128 0.126 0.149 0.156 0.188 0.148 0.191 0.227 0.231 0.259 0.289 0.231 0.280 0.324 0.335 0.390 0.398 0.463 0.467 0.545 0.585 0.706 0.636 0.737 0.848 0.969 1.095 1.256 1.465 1.101 2.384 3.298 3.630 4.203 4.630 5.097 8.313 9.365 10.353 11.300 18.232 17.539 20.105 23.438 58.054 74.075

7.8 7.8 7.7 8.9 8.8 9.8 9.8 9.6 10.9 11.9 11.8 11.7 11.7 11.6 12.9 12.8 13.9 13.8 13.8 13.6 14.8 14.7 16.0 15.8 15.7 15.7 15.6 15.5 16.9 16.7 16.6 17.8 17.6 18.8 18.6 19.8 19.7 19.5 19.3 20.7 21.7 22.7 23.8 24.1 23.4 23.2 24.8 27.3 32.1 31.4 31.7 30.9 30.7 40.1 39.1 38.9 38.7 46.9 48.2 46.8 46.4 62.7 61.9

15.8 16.1 15.9 17.0 17.3 18.5 18.3 18.7 19.8 21.0 20.7 20.9 21.3 21.1 22.2 22.5 23.5 23.4 23.8 23.6 25.0 25.3 26.0 26.3 26.1 26.6 26.2 26.4 27.5 27.8 27.8 29.1 29.4 30.3 30.6 31.6 31.9 31.4 31.7 33.1 34.4 35.6 36.9 24.2 36.7 37.1 38.2 42.1 34.4 47.2 35.1 47.8 48.1 38.9 58.0 58.2 58.5 68.3 43.5 68.7 69.3 89.7 90.8

18.6 19.0 18.7 19.8 20.1 21.3 21.0 21.4 22.5 23.6 23.4 23.6 24.0 23.8 24.9 25.2 26.1 26.0 26.4 26.2 27.6 27.9 28.5 28.8 28.6 29.2 28.8 29.0 30.1 30.4 30.4 31.6 31.9 32.8 33.2 34.1 34.4 33.9 34.3 35.6 36.9 38.1 39.4 26.8 39.2 39.6 40.6 44.6 36.9 49.6 37.6 50.2 50.5 41.4 60.3 60.6 60.9 70.6 45.9 71.1 71.6 92.0 93.1

21.3 21.7 21.5 22.5 22.8 24.0 23.7 24.2 25.1 26.3 26.0 26.2 26.7 26.5 27.5 27.8 28.6 28.6 29.0 28.8 30.2 30.5 31.0 31.4 31.2 31.7 31.4 31.6 32.6 32.9 33.0 34.1 34.5 35.3 35.7 36.6 36.9 36.4 36.8 38.1 39.3 40.6 41.8 29.4 41.7 42.0 43.0 47.0 39.3 52.0 40.0 52.6 53.0 43.8 62.6 62.9 63.3 72.9 48.3 73.3 74.0 94.2 95.4

26.1 26.5 26.2 27.2 27.5 28.6 28.4 28.8 29.7 30.8 30.6 30.8 31.2 31.0 32.0 32.3 33.1 33.1 33.5 33.3 34.6 35.0 35.4 35.8 35.6 36.2 35.8 36.0 37.0 37.3 37.3 38.5 38.9 39.7 40.0 40.9 41.2 40.7 41.1 42.4 43.6 44.8 46.0 33.8 45.9 46.3 47.2 51.1 43.5 56.0 44.3 56.7 57.1 47.9 66.6 67.0 67.3 76.8 52.4 77.3 77.9 98.0 99.3

30.9 31.3 31.0 31.9 32.3 33.3 33.1 33.6 34.4 35.5 35.2 35.5 35.9 35.7 36.6 37.0 37.7 37.7 38.1 37.9 39.2 39.6 39.9 40.3 40.2 40.7 40.4 40.6 41.5 41.9 41.9 43.0 43.4 44.1 44.5 45.3 45.7 45.2 45.6 46.8 48.0 49.2 50.3 38.4 50.3 50.7 51.5 55.4 47.9 60.2 48.7 61.0 61.4 52.2 70.7 71.1 71.4 80.8 56.6 81.3 82.0 101.9 103.2

38.2 38.6 38.3 39.2 39.6 40.6 40.3 40.8 41.6 42.6 42.4 42.6 43.1 42.9 43.7 44.1 44.8 44.8 45.2 45.0 46.2 46.7 46.9 47.3 47.1 47.7 47.4 47.6 48.4 48.8 48.9 49.9 50.3 51.0 51.4 52.1 52.5 52.0 52.5 53.7 54.8 55.9 57.1 45.5 57.0 57.4 58.2 62.1 54.6 66.7 55.5 67.6 68.0 58.9 77.1 77.5 77.9 87.0 63.2 87.5 88.3 107.9 109.3

5.0 4.8 5.0 5.5 5.5 6.1 6.2 6.2 6.8 7.4 7.5 7.5 7.3 7.5 8.1 8.0 8.7 8.8 8.6 8.7 9.3 9.1 10.0 9.9 10.0 9.8 10.0 9.9 10.6 10.4 10.3 11.1 11.0 11.7 11.6 12.4 12.3 12.5 12.4 12.9 13.6 14.2 14.9 11.0 15.0 14.9 15.5 17.4 16.4 20.0 16.2 19.9 19.8 19.2 25.0 24.9 24.8 29.9 21.9 29.9 29.8 40.0 39.7

9

Accessories Material

impErial

Axes convention Y

Y

Y X

y

x

X

X

y

Y

x

X

Y

Section properties

x

y

x

Round and square bars Material (in.)

Grade (ksi)

Forming

Mass (plf)

Area (in. 2 )

l (in. 4 )

r (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

Y

U shapes Axis X-X Material (in.)

(in.)

10

(in.)

Grade (ksi)

Forming

Mass (plf)

Area (in. 2 )

y (in.)

lxx (in. 4 )

Axis Y-Y r xx (in.)

lyy (in. 4 )

r yy (in.)

1

x

5/8

x

0.090

50

Cold formed

0.57

0.17

0.20

0.005

0.18

0.022

0.37

1

x

0.8

x

0.090

50

Cold formed

0.68

0.20

0.28

0.012

0.24

0.029

0.38

1

x

0.85

x

0.090

50

Cold formed

0.72

0.21

0.31

0.014

0.26

0.031

0.39

1

x

1

x

0.090

50

Cold formed

0.77

0.23

0.34

0.019

0.29

0.034

0.39

1

x

1

x

0.118

50

Cold formed

1.00

0.30

0.38

0.026

0.30

0.042

0.38

1

x

1.05

x

0.090

50

Cold formed

0.86

0.25

0.41

0.028

0.33

0.039

0.40

1

x

1.1

x

0.118

50

Cold formed

1.13

0.33

0.45

0.039

0.34

0.049

0.39

1 3/8

x

1.27

x

0.118

50

Cold formed

1.42

0.42

0.48

0.067

0.40

0.125

0.55

1 3/8

x

1 3/8

x

0.118

50

Cold formed

1.49

0.44

0.52

0.082

0.43

0.134

0.55

1 3/8

x

1 3/8

x

0.157

50

Cold formed

1.98

0.58

0.56

0.113

0.44

0.167

0.54

1 3/4

x

1 1/2

x

0.157

50

Cold formed

2.32

0.68

0.57

0.160

0.48

0.332

0.70

1 3/4

x

1 3/4

x

0.197

50

Cold formed

3.14

0.93

0.71

0.289

0.56

0.442

0.69

2 3/8

x

2

x

0.197

50

Cold formed

3.75

1.10

0.71

0.412

0.61

0.953

0.93

Accessories Double angles (long legs back-to-back)

impErial

Axis X-X Material (in.)

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

x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x

1 1 1 1 1 1/8 1 1/8 1 1/4 1 1/4 1 1/4 1 3/8 1 1/2 1 1/2 1 1/2 1 1/2 1 1/2 1 5/8 1 5/8 1 3/4 1 3/4 1 3/4 1 3/4 1 7/8 1 7/8 2 2 2 2 2 2 2 1/8 2 1/8 2 1/8 2 1/4 2 1/4 2 3/8 2 3/8 2 1/2 2 1/2 2 1/2 2 1/2 2 5/8 2 3/4 2 7/8 3 2 3 3 3 1/8 3 1/2 3 4 3 4 4 3 1/2 5 5 5 6 4 6 6 8 8

x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x

(in.)

Grade (ksi)

0.090 7/64 0.118 1/8 0.090 0.118 0.118 1/8 3/16 0.118 0.118 1/8 5/32 0.157 3/16 0.118 0.157 0.118 5/32 0.157 3/16 0.157 0.197 0.118 0.157 3/16 0.197 7/32 1/4 0.157 0.197 0.236 0.197 0.236 0.197 0.236 0.197 0.236 1/4 5/16 0.236 0.236 0.236 0.236 5/16 5/16 3/8 0.236 3/8 3/8 3/8 1/2 1/2 9/16 1/2 1/2 9/16 5/8 9/16 5/8 5/8 3/4 3/4 1

55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 50 55 55 55 55 55 55 55 55 55 50 55 55 55 55 50 55 44 44 44

Axis Z

r yy with different gaps

Mass (plf)

Area (in. 2 )

y (in.)

lxx (in. 4 )

r xx (in.)

1/2 (in.)

3/4 (in.)

1 (in.)

1 3/8 (in.)

1 3/4 (in.)

2 3/8 (in.)

rz (in.)

Cold formed 1.17 Hot rolled 1.40 Cold formed 1.49 Hot rolled 1.60 Cold formed 1.32 Cold formed 1.70 Cold formed 1.91 Hot rolled 2.02 Hot rolled 2.96 Cold formed 2.11 Cold formed 2.32 Hot rolled 2.46 Hot rolled 3.02 Cold formed 3.00 Hot rolled 3.60 Cold formed 2.52 Cold formed 3.28 Cold formed 2.73 Hot rolled 3.57 Cold formed 3.55 Hot rolled 4.24 Cold formed 3.82 Cold formed 4.68 Cold formed 3.13 Cold formed 4.10 Hot rolled 4.88 Cold formed 5.02 Hot rolled 5.62 Hot rolled 6.38 Cold formed 4.37 Cold formed 5.36 Cold formed 6.31 Cold formed 5.70 Cold formed 6.72 Cold formed 6.04 Cold formed 7.12 Cold formed 6.38 Cold formed 7.53 Hot rolled 8.21 Hot rolled 10.00 Cold formed 7.94 Cold formed 8.34 Cold formed 8.75 Cold formed 9.16 Hot rolled 10.01 Hot rolled 12.20 Hot rolled 14.41 Cold formed 9.56 Hot rolled 17.00 Hot rolled 17.01 Hot rolled 19.62 Hot rolled 22.21 Hot rolled 25.62 Hot rolled 28.60 Hot rolled 27.22 Hot rolled 32.42 Hot rolled 36.23 Hot rolled 40.03 Hot rolled 43.80 Hot rolled 40.03 Hot rolled 48.44 Hot rolled 57.44 Hot rolled 77.85 Hot rolled 102.07

0.33 0.41 0.43 0.46 0.38 0.49 0.54 0.60 0.86 0.60 0.66 0.72 0.89 0.86 1.06 0.72 0.94 0.78 1.04 1.02 1.24 1.10 1.35 0.90 1.18 1.42 1.45 1.66 1.88 1.26 1.55 1.831 1.64 1.94 1.74 2.06 1.84 2.18 2.38 2.93 2.30 2.42 2.53 2.65 2.92 3.55 4.22 2.77 4.97 4.96 5.72 6.50 7.53 8.37 8.00 9.50 10.62 11.72 12.86 11.72 14.20 16.87 22.87 30.00

0.29 0.29 0.31 0.30 0.32 0.34 0.37 0.36 0.38 0.40 0.43 0.42 0.43 0.45 0.44 0.46 0.48 0.49 0.50 0.51 0.51 0.54 0.56 0.56 0.57 0.57 0.59 0.58 0.59 0.61 0.62 0.64 0.66 0.67 0.69 0.71 0.72 0.74 0.72 0.74 0.77 0.80 0.83 0.86 1.02 0.86 0.89 0.89 1.01 1.28 1.14 1.33 1.18 1.21 1.66 1.43 1.46 1.48 1.70 2.03 1.73 1.78 2.28 2.37

0.031 0.039 0.040 0.043 0.046 0.059 0.082 0.088 0.123 0.111 0.145 0.156 0.189 0.185 0.220 0.187 0.239 0.236 0.307 0.302 0.358 0.375 0.452 0.357 0.460 0.545 0.555 0.622 0.695 0.556 0.672 0.781 0.806 0.937 0.955 1.113 1.122 1.310 1.406 1.697 1.529 1.771 2.037 2.328 2.632 3.017 3.519 2.646 5.728 7.924 8.721 10.097 11.123 12.246 19.971 22.501 24.874 27.148 43.802 42.139 48.302 56.310 139.480 177.970

0.31 0.31 0.31 0.30 0.35 0.35 0.39 0.38 0.38 0.43 0.47 0.47 0.46 0.46 0.46 0.51 0.50 0.55 0.54 0.54 0.54 0.58 0.58 0.63 0.62 0.62 0.62 0.61 0.61 0.66 0.66 0.65 0.70 0.69 0.74 0.73 0.78 0.77 0.77 0.76 0.81 0.86 0.90 0.94 0.95 0.92 0.91 0.98 1.07 1.26 1.23 1.25 1.22 1.21 1.58 1.54 1.53 1.52 1.85 1.90 1.84 1.83 2.47 2.44

0.62 0.62 0.64 0.63 0.67 0.68 0.73 0.72 0.73 0.78 0.83 0.82 0.82 0.84 0.83 0.87 0.89 0.92 0.92 0.94 0.93 0.98 1.00 1.02 1.03 1.03 1.05 1.03 1.04 1.08 1.09 1.09 1.14 1.16 1.19 1.21 1.24 1.25 1.24 1.25 1.30 1.35 1.40 1.45 0.95 1.45 1.46 1.50 1.66 1.36 1.86 1.38 1.88 1.89 1.53 2.28 2.29 2.30 2.69 1.71 2.71 2.73 3.53 3.57

0.73 0.73 0.75 0.74 0.78 0.79 0.84 0.83 0.84 0.88 0.93 0.92 0.93 0.94 0.94 0.98 0.99 1.03 1.02 1.04 1.03 1.09 1.10 1.12 1.14 1.13 1.15 1.13 1.14 1.18 1.20 1.20 1.24 1.26 1.29 1.31 1.34 1.35 1.34 1.35 1.40 1.45 1.50 1.55 1.06 1.54 1.56 1.60 1.75 1.45 1.95 1.48 1.98 1.99 1.63 2.37 2.39 2.40 2.78 1.81 2.80 2.82 3.62 3.67

0.84 0.84 0.86 0.84 0.89 0.90 0.94 0.93 0.95 0.99 1.03 1.02 1.03 1.05 1.04 1.08 1.10 1.13 1.13 1.14 1.13 1.19 1.20 1.22 1.24 1.23 1.25 1.24 1.24 1.28 1.30 1.30 1.34 1.36 1.39 1.40 1.44 1.45 1.43 1.45 1.50 1.55 1.60 1.65 1.16 1.64 1.65 1.69 1.85 1.55 2.05 1.58 2.07 2.08 1.72 2.47 2.48 2.49 2.87 1.90 2.89 2.91 3.71 3.76

1.03 1.03 1.04 1.03 1.07 1.08 1.13 1.12 1.13 1.17 1.21 1.20 1.21 1.23 1.22 1.26 1.27 1.30 1.30 1.32 1.31 1.36 1.38 1.39 1.41 1.40 1.42 1.41 1.42 1.45 1.47 1.47 1.52 1.53 1.56 1.58 1.61 1.62 1.60 1.62 1.67 1.72 1.76 1.81 1.33 1.81 1.82 1.86 2.01 1.71 2.21 1.74 2.23 2.25 1.89 2.62 2.64 2.65 3.02 2.06 3.04 3.07 3.86 3.91

1.22 1.22 1.23 1.22 1.26 1.27 1.31 1.30 1.32 1.35 1.40 1.39 1.40 1.41 1.41 1.44 1.46 1.48 1.48 1.50 1.49 1.54 1.56 1.57 1.59 1.58 1.60 1.59 1.60 1.63 1.65 1.65 1.69 1.71 1.74 1.75 1.78 1.80 1.78 1.79 1.84 1.89 1.94 1.98 1.51 1.98 1.99 2.03 2.18 1.89 2.37 1.92 2.40 2.42 2.06 2.78 2.80 2.81 3.18 2.23 3.20 3.23 4.01 4.06

1.50 1.50 1.52 1.51 1.54 1.56 1.60 1.59 1.61 1.64 1.68 1.67 1.68 1.70 1.69 1.72 1.74 1.76 1.76 1.78 1.77 1.82 1.84 1.85 1.86 1.86 1.88 1.87 1.87 1.91 1.92 1.93 1.96 1.98 2.01 2.02 2.05 2.07 2.05 2.07 2.11 2.16 2.20 2.25 1.79 2.24 2.26 2.29 2.44 2.15 2.63 2.19 2.66 2.68 2.32 3.03 3.05 3.06 3.43 2.49 3.45 3.47 4.25 4.30

0.19 0.20 0.19 0.20 0.22 0.22 0.24 0.25 0.24 0.27 0.29 0.30 0.29 0.29 0.29 0.32 0.31 0.34 0.35 0.34 0.34 0.36 0.36 0.39 0.39 0.39 0.39 0.39 0.39 0.42 0.41 0.41 0.44 0.43 0.46 0.46 0.49 0.48 0.49 0.49 0.51 0.53 0.56 0.58 0.43 0.59 0.59 0.61 0.69 0.64 0.79 0.64 0.78 0.78 0.75 0.98 0.98 0.98 1.18 0.86 1.18 1.17 1.58 1.56

Forming

11

Accessories

Athletic Facility  I  Terrebonne, Quebec

Alphonse-Desjardins Sports Complex I Trois-Rivières, Quebec

12

Bombardier Centre  I  La Pocatière, Quebec

Accessories Bridging Specifications The CAN/CSA S16-01 standard specifies a bridging system to assure 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 bottom chords of the joist; • Erection criteria; • Bridging system requirements for special support conditions. The two types of bridging used and their maximum unsupported length are as follows: • Horizontal bridging

300 x r z

• Diagonal bridging

200 x r z

The horizontal bridging type is most commonly used to stabilize joists. Attachment of diagonal and horizontal bridging to joist chords with a minimum capacity of 3kN is in accordance with clause 16.7.6 of CSA S16-01. The selection tables for horizontal and diagonal bridging angles presented herein meet the slenderness and minimum capacity criteria. The bridging system performs two main functions: • To assure joist stability during erection by providing lateral 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 chords so that the laterally unsupported distance does not exceed: • Top chord

170 x r yy

• Bottom chord

240 x r yy

For safety reasons, a line of cross bridging is recommended for joists having a span longer than 12.2 m (about 40 ft.). No construction loads shall be placed on the joists until the bridging system is completely installed. Once installed, the steel deck generally offers sufficient rigidity to provide the lateral stability to the top chord. The resistance of decking and joints must be verified by the joist designer to ensure that adequate lateral support is provided to the top chord. For the bottom chord, bridging must be designed with the maximum slenderness ratio criterion of this tension member. If the bottom chord is subject to compression loads, due to uplift forces or other compression causing forces, a system with more bridging lines must be used. If uplift forces are applied to the joist, a line of bridging is required at the first bottom chord panel point at both  ends of the joist. The length of horizontal bridging supplied by Canam is based on a maximum lap of 150 mm (6 in.). The ends of the bridging system on a beam or masonry wall must comply with clause 16.7.7 of the CAN/CSA S16-01 standard. Certain joist loading conditions require special bracing systems. Note that this reference is to bracing rather than bridging. Members supplied in these cases must meet the criteria of clause 9.2 of CAN/CSA S16-01. Two such cases are cantilever joists and perimeter joists that laterally support the top of wind columns.

13

Accessories

Bridging line requirements The following tables are a guide to evaluate the number of top and bottom chord bridging lines for a joist having a uniformly distributed load. The number of lines is based upon the maximum allowable 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 of the bottom chord.

MEtriC

Table for selecting the number of bridging lines Factored load (kN/m)

Span (m)

6.0

7.5

9.0

10.5

12.0

13.5

15.0

16.5

18.0

19.5

21.0

22.5 15.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

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 1

10

2

2

2

2

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

10.2

16

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 2

22

4

3

3

3

3

3

3

3

3

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

Legend

14

Service load (kN/m) 4.5

0 line

2 lines

1 line

3 lines

4 lines

Accessories

impErial

Table for selecting the number of bridging lines Factored load (plf)

Span (ft.)

Service load (plf) 300

405

510

615

720

825

930

1,035

1,140

1,245

1,350

1,455

1,560 1,040

200

270

340

410

480

550

620

690

760

830

900

970

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

1,020

200

240

280

320

360

400

440

480

520

560

600

640

680

52

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

Legend

0 line

2 lines

1 line

3 lines

4 lines

15

Accessories

Spacing for bridging

MEtriC Maximum joist spacing (mm) for horizontal bridging Bridging angle size L 1 1/4 x 1 1/4 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 3/4 x 1 3/4 x 1/8

L 2 x 2 x 0.157

2,620

2,970

L 1 1/2 x 1 1/2 x 0.118 1,720

2,240

2,420

Maximum joist spacing (mm) for diagonal bridging Bridging angle size

Joist depth (mm)

L 1 1/4 x 1 1/4 x 0.090*

  300

2,420

L 1 1/2 x 1 1/2 x 0.090

L 1 5/8 x 0.118

L 1 1/2 x 1 1/2 x 0.118

L 1 3/4 x 1 3/4 x 0.118

L 2 x 2 x 1/8

L 1 3/4 x 1 3/4 x 1/8

L 2 x 2 x 0.157

2,980

3,220

3,490

3,950 3,950

  350

2,420

2,970

3,220

3,480

  400

2,410

2,960

3,210

3,480

3,950

  450

2,400

2,960

3,200

3,470

3,940

  500

2,390

2,950

3,190

3,460

3,930

  550

2,380

2,940

3,190

3,450

3,930

  600

2,370

2,930

3,180

3,450

3,920

  650

2,350

2,920

3,170

3,440

3,910

  700

2,340

2,910

3,160

3,430

3,900

  750

2,320

2,890

3,140

3,420

3,890

  800

2,300

2,880

3,130

3,400

3,880

  900

2,270

2,850

3,100

3,380

3,860

1,000

2,220

2,810

3,070

3,350

3,830

1,100

2,170

2,770

3,040

3,320

3,810

1,200

2,120

3,770

2,730

3,000

3,280

1,300

2,680

2,950

3,240

3,740

1,400

2,630

2,910

3,200

3,700

1,500

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

*T  o use with welded diagonal bridging or bolted diagonal bridging with maximum 10 mm (3/8 in.) bolt diameter. Note: The diagonal bridging must be tied at mid-length.

16

Accessories

impErial Maximum joist spacing (ft.) For horizontal bridging Bridging angle size L 1 1/4 x 1 1/4 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 3/4 x 1 3/4 x 1/8

L 2 x 2 x 0.157

8’ - 7”

9’ - 9”

L 1 1/2 x 1 1/2 x 0.118 5’ - 7”

7’ - 4”

7’ - 11”

Maximum joist spacing (ft.) For diagonal bridging Bridging angle size

Joist depth (in.)

L 1 1/4 x 1 1/4 x 0.090*

12

7’ - 11’’

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 3/4 x 1 3/4 x 1/8

L 2 x 2 x 0.157

10’ - 6’’

11’ - 5’’

12’ - 11’’

L 1 1/2 x 1 1/2 x 0.118 9’ - 9’’

14

7’ - 11’’

9’ - 8’

10’ - 6’’

11’ - 5’’

12’ - 11’’

16

7’ - 10’’

9’ - 8’’

10’ - 6’’

11’ - 4’’

12’ - 11’’

18

7’ - 10’’

9’ - 8’’

10’ - 6’’

11’ - 4’’

12’ - 11’’

20

7’ - 10’’

9’ - 8’’

10’ - 5’’

11’ - 4’’

12’ - 10’’

22

7’ - 9’’

9’ - 7’’

10’ - 5’’

11’ - 3’’

12’ - 10’’ 12’ - 10’’

24

7’ - 9’’

9’ - 7’’

10’ - 5’’

11’ - 3’’

26

7’ - 8’’

9’ - 6’’

10’ - 4’’

11’ - 3’’

12’ - 9’’

28

7’ - 8’’

9’ - 6’’

10’ - 4’’

11’ - 2’’

12’ - 9’’

30

7’ - 7’’

9’ - 5’’

10’ - 3’’

11’ - 2’’

12’ - 9’’

32

7’ - 6’’

9’ - 5’’

10’ - 3’’

11’ - 1’’

12’ - 8’’

36

7’ - 5’’

9’ - 4’’

10’ - 2’’

11’ - 0’’

12’ - 7’’

40

7’ - 3’’

9’ - 2’’

10’ - 0’’

10’ - 11’’

12’ - 6’’

44

7’ - 1’’

9’ - 1’’

9’ - 11’’

10’ - 10’’

12’ - 5’’

48

6’ - 11’’

8’ - 11’’

9’ - 9’’

10’ - 9’’

12’ - 4’’

52

8’ - 9’’

9’ - 8’’

10’ - 7’’

12’ - 3’’

56

8’ - 7’’

9’ - 6’’

10’ - 5’’

12’ - 1’’

60

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’’

*T  o use with welded diagonal bridging or bolted diagonal bridging with maximum 10 mm (3/8 in.) bolt diameter. Note: The diagonal bridging must be tied at mid-length.

17

Accessories Knee braces To provide lateral support to the bottom chord of the joist girders, knee bracing is used. These knee braces are installed into position where required at joist support locations and generally on both sides of the joist girder. They join the top chord of the joist girder to the bottom chord of the joist as illustrated below. A knee brace selection table is provided based on a maximum allowable slenderness ratio of 200 x r z. In some cases, installation of knee braces can be avoided by 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 for girt shapes we use cross braces tied at midlength as lateral support to the joist girder when the spacing between joist girders (girts span) is less than 6,000 mm (20 ft.), or when the girt section thickness is smaller than 2.3 mm (3/32 in.). In all other cases, the standard knee brace system may be used. The building designer should take into consideration that the knee brace stabilizing the bottom chord of the joist girder induces loads on the girts at the connection points. TYP. Joist

Joist

Joist girder

Joist girder

By Canam

TYP.

Joist

Joist

APPROX. 45°

By Canam

Knee braces - detail 2 Knee braces - detail 1

Joist

Joist

Joist girder

Knee braces - detail 3

MEtriC Maximum knee brace length l (mm) 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

impErial Maximum knee brace length l (ft.) Brace angle size

18

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”

Accessories Material weights The tables below can be used as a guide to establish in which 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 designer to evaluate the dead load of joists and joist girders to be used for design.

MEtriC Estimated self-weight of joists and joist girders (kPa) Bay area (m 2 )

Joist/Joist girder Span ratio

50 50 50 100 100 100 150 150 150 200 200 200 250 250 250 300 300 300

0.5 1 2 0.5 1 2 0.5 1 2 0.5 1 2 0.5 1 2 0.5 1 2

Factored uniform load (kPa) 2

3

4

5

6

7

8

9

10

0.09 0.08 0.07 0.10 0.08 0.07 0.11 0.09 0.09 0.12 0.10 0.10 0.13 0.11 0.11 0.13 0.12 0.13

0.11 0.09 0.08 0.12 0.10 0.11 0.14 0.13 0.13 0.16 0.15 0.15 0.18 0.16 0.17 0.19 0.18 0.19

0.13 0.10 0.11 0.15 0.14 0.14 0.18 0.17 0.18 0.21 0.20 0.20 0.24 0.22 0.23 0.26 0.24 0.25

0.14 0.13 0.14 0.19 0.17 0.18 0.23 0.21 0.22 0.26 0.25 0.26 0.30 0.27 0.29 0.32 0.30 0.31

0.17 0.16 0.16 0.22 0.21 0.22 0.27 0.25 0.27 0.32 0.29 0.31 0.35 0.33 0.34 0.39 0.36 0.38

0.20 0.18 0.19 0.26 0.24 0.25 0.32 0.30 0.31 0.37 0.34 0.36 0.41 0.38 0.40 0.45 0.42 0.44

0.23 0.21 0.22 0.30 0.28 0.29 0.37 0.34 0.35 0.42 0.39 0.41 0.47 0.44 0.46 0.52 0.48 0.50

0.25 0.24 0.25 0.34 0.31 0.33 0.41 0.38 0.40 0.48 0.44 0.46 0.53 0.49 0.51 0.58 0.54 0.56

0.28 0.26 0.27 0.37 0.35 0.36 0.46 0.42 0.44 0.53 0.49 0.51 0.59 0.55 0.57 0.65 0.60 0.63

Joist (m) 5.0 7.1 10.0 7.1 10.0 14.1 8.7 12.2 17.3 10.0 14.1 20.0 11.2 15.8 22.4 12.2 17.3 24.5

J.G. (m) 10.0 7.1 5.0 14.1 10.0 7.1 17.3 12.2 8.7 20.0 14.1 10.0 22.4 15.8 11.2 24.5 17.3 12.2

imperial Estimated self-weight of joists and joist girders (psf) Bay area (ft. 2 )

Joist/Joist girder Span ratio

500 500 500 1,100 1,100 1,100 1,600 1,600 1,600 2,200 2,200 2,200 2,700 2,700 2,700 3,200 3,200 3,200

1/2 1 2 1/2 1 2 1/2 1 2 1/2 1 2 1/2 1 2 1/2 1 2

Factored uniform load (psf) 42

63

83

104

125

146

167

188

209

2.0 1.7 1.5 2.4 2.0 1.7 2.7 2.2 2.0 3.0 2.4 2.4 3.3 2.7 2.6 3.5 2.9 2.8

2.6 2.1 1.8 3.2 2.6 2.5 3.6 3.1 3.0 4.2 3.6 3.5 4.6 4.0 3.9 5.0 4.4 4.3

3.1 2.5 2.4 3.9 3.4 3.3 4.7 4.1 4.0 5.5 4.8 4.7 6.1 5.3 5.2 6.6 5.8 5.6

3.6 3.0 3.0 4.9 4.2 4.1 5.9 5.1 5.0 6.9 6.0 5.8 7.6 6.6 6.5 8.3 7.2 7.0

 4.2  3.7  3.6  5.8  5.1  5.0  7.1  6.1  6.0  8.3  7.2  7.0  9.2  8.0  7.8 10.0  8.7  8.5

 4.9  4.3  4.2  6.8  6.0  5.8  8.2  7.2  7.0  9.7  8.4  8.2 10.7  9.3  9.1 11.6 10.2  9.9

 5.6  4.9  4.8  7.8  6.8  6.6  9.4  8.2  8.0 11.0  9.6  9.4 12.2 10.7 10.4 13.3 11.6 11.3

 6.3  5.5  5.4  8.8  7.7  7.5 10.6  9.2  9.0 12.4 10.8 10.6 13.8 12.0 11.7 15.0 13.1 12.7

 7.0  6.1  6.0  9.8  8.5  8.3 11.8 10.3 10.0 13.8 12.1 11.7 15.3 13.4 13.0 16.7 14.5 14.2

Joist (ft.)

J.G. (ft.)

15.8 22.4 31.6 23.5 33.2 46.9 28.3 40.0 56.6 33.2 46.9 66.3 36.7 52.0 73.5 40.0 56.6 80.0

31.6 22.4 15.8 46.9 33.2 23.5 56.6 40.0 28.3 66.3 46.9 33.2 73.5 52.0 36.7 80.0 56.6 40.0

19

Accessories The weight of the main materials included in a floor or roof system is reproduced below. The density of certain materials is also indicated. This table allows the designer to quickly evaluate the dead and live loads to specify on drawings and specifications.

Mass/wwces to use for design (Using normal density concrete) kg/m 3 7,850 2,640 2,580 2,400 2,000 801 352 1,000 897 641 400 128 1,100 929 785 673 1,920

kg/m 2 10.1 16.3 14.0 22.7 193.7 313.0 259.0 402.7 15.3 5.1 4.1 7.1 3.1 6.1 13.3 7.1 25.5 40.8 265.1 356.9 14.3 12.2 16.3 10.2 81.6 20.4 178.4 214.1 295.7 221.8 277.8 397.6

20

kN/m 3 77.0 25.9 25.3 23.5 19.6 7.9 3.5 9.8 8.8 6.3 3.9 1.3 10.8 9.1 7.7 6.6 18.8

Material

pcf

Steel Aluminum Glass (plate) Concrete (stone, reinforced) Brick (common) Wood (hard or treated) maximum Wood (soft or dry) minimum Water (fresh, 4°C) Ice Snow (wet) maximum Snow (dry, packed) maximum Snow (dry, fresh fallen) Paint (52% of weight solids) Oils Alcohol Gasoline Sand and gravel (wet)

490 165 161 150 125 50 22 62 56 40 25 8 69 58 49 42 120

kN/m 2

Material

0.10 0.16 0.14 0.22 1.90 3.07 2.54 3.95 0.15 0.05 0.04 0.07 0.03 0.06 0.13 0.07 0.25 0.40 2.60 3.50 0.14 0.12 0.16 0.10 0.80 0.20 1.75 2.10 2.90 2.18 2.73 3.90

Steel deck P-3615 (up to 0.91 mm) Steel deck P-3615 (1.21 to 1.52 mm) Steel deck P-2436 (up to 0.91 mm) Steel deck P-2436 (1.21 to 1.52 mm) Steel deck P-3615 composite (100 mm total slab) Steel deck P-3615 composite (150 mm total slab) Steel deck P-2432 composite (140 mm total slab) Steel deck P-2432 composite (200 mm total slab) Roofing 3 ply asphalt (no gravel) Fiberglass insulation (batts 100 mm) Fiberglass insulation (blown 100 mm) Fiberglass insulation (rigid 100 mm) Urethane (rigid foam 100 mm) Insulating concrete (100 mm) Gypsum wallboard (16 mm) Sprayed fire protection (average) Ducts, pipes, and wiring (average) Plaster on lath/furring (20 mm) Tiled ceiling with suspension and fixtures (average) Hollow core precast (200 mm N.D. no topping) Hollow core precast (300 mm N.D. no topping) Plywood or chipboard (20 mm) Hardwood floor (20 mm) Wood joists 38 mm x 286 mm (400 mm c/c) Carpeting Ceramic (20 mm) on Mortar bed (12 mm) Hollow concrete block 150 mm thick (cells empty) Hollow concrete block 200 mm thick (cells empty) Hollow concrete block 300 mm thick (cells empty) Hollow concrete block 150 mm thick (1 of 4 cells filled) Hollow concrete block 200 mm thick (1 of 4 cells filled) Hollow concrete block 300 mm thick (1 of 4 cells filled)

psf 2.1 3.3 2.9 4.8 39.7 64.3 53.5 82.9 3.1 1.0 0.8 1.5 0.6 1.3 2.7 1.5 5.0 8.4 54.3 73.1 2.9 2.5 3.3 2.1 16.7 4.2 36.6 43.9 60.6 45.4 56.9 81.5

Standard details Extensions An extension designates a continuation beyond the normal bearing of the joist. The extension can be the top chord only or the full depth of the joist, in which case, it is referred to as a cantilever joist. The extended top chord section varies according to the following conditions: the design loads, the extension length, the deflection criterion, and the conditions of bearing and anchorage. The section can be reinforced if required. In a section without reinforcement, the extension material is the same as the top chord of the joist. A reinforced section has 2 or 4 angles as extension material, or 1 or 2 channels having a higher capacity than that of the top chord between the bearings. Also, a reinforced section projects into one or several interior panels such that the joist can resist bending and shearing forces brought on by the extension of the top chord.

Variable

A

B

C

A

B

C

Bearing

Bearing

Section A Section B

Section C

Section reinforced with 2 angles

Top chord extension

Variable

A

B

C

A

B

C

Bearing Section A Section B

Section C

Section reinforced with 4 angles Bearing Cantilever joist

A A

B

C

B

C

Bearing Section A

Section B

Section C

Section reinforced with 1 channel

A

B

C

A

B

C

Bearing

Section A Section B Section C

A

B

C

A

B

C

Bearing Section A Section B

Section C

Section reinforced with 2 channels Section without reinforcement

21

Standard details The tables below serve as a guide to determine a suitable shoe depth based on uniform loading and a maximum extension length. The extensions are based on the maximum capacity of a 2-channel section without any slope. This is an economical section for this kind of condition. The maximum top chord extension is determined by the bending and shear resistance of the section, or by the deflection of the extension, which is limited to L/120 with a fixed end. In fact, the joist and its extension are analyzed simultaneously in a matrix calculation.

MetriC Maximum top chord extension (mm) Effective shoe depth (mm)

Factored load (kN/m) Service load (kN/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

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

imperial Maximum top chord extension (ft.) Effective shoe depth (in.)

Factored load (lb./ft.) Service load (lb./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

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’ - 3”

6

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”

The building designer must make allowance for sufficient shoe depth when the top flange is not horizontal or in case of bolted assembly. In this case, the clear depth is less than the shoe depth.

Shoe depth

Clear depth

22

Standard details Maximum duct openings metric Dimensions of free openings for various joists and joist girder configurations Configuration (mm)

Modified Warren Geometry

Warren Geometry

H

ING of Canada  I  Saint-Hyacinthe, Quebec

P 305 mm 12 in. D

S

H

R S

P

Opening (mm) D

200 250 300 350 400 450 500 550 600 650 700 750 800 900 1,000 1,100 1,200 1,300 1,500

250 250 305 305 610 610 610 610 610 610 610 610 610 610 610 650 700 800 900

110 150 190 220 240 320 360 390 420 440 460 490 510 550 580 630 690 750 880

750 900 1,050 1,200 1,350 1,500

600 600 600 600 600 600

430 500 560 610 650 680

Joist

Joist girder

S

L

R

95 120 150 175 220 265 290 315 340 350 375 395 410 440 465 505 555 605 705

70 90 110 120 140 200 220 240 250 260 270 280 290 310 320 340 380 410 480

150 182 232 258 410 420 454 484 512 526 550 572 592 622 646 694 762 838 972

345 400 450 490 530 560

240 280 300 330 340 360

500 564 616 658 694 726

L

Note:  Final dimensions of free openings should be verified with Canam’s joist design sheet.

Warren Geometry; H  350 mm (14 in.)

When duct-opening dimensions exceed the limits above, some web members must be removed. The shear forces are then transferred to the adjacent web members of the top and bottom chords. The chords will need to be reinforced; this will limit the maximum height of the free opening as well. The maximum opening height should be limited to the joist depth minus 200 mm (8 in.). If the opening height cannot be limited to this value, contact Canam.

610 mm (TYP) 24 in. (TYP)

H

D

S

R L

Because the shear forces carried by the web members increase along the joist toward the bearing, the location of the duct opening is more critical near the bearings; more shear forces must be transferred to the top and bottom chords. For this reason, the duct-opening center must be located away from a bearing by a distance of at least 2.5 times the joist depth. The best location (for economical reasons) is at the mid span of the joist.

S

Modified Warren Geometry; H  400 mm (16 in.)

Location must be greater than: 2.5 x H 100 mm (4 in.) min. H 100 mm (4 in.) min. Pratt Geometry

Location must be greater than: 2.5 x H 100 mm (4 in.) min. H 100 mm (4 in.) min. Modified Warren Geometry

23

Standard details Maximum duct openings imperial Dimensions of free openings for various joists and joist girder configurations Configuration (in.)

Opening (in.) D

8 10 12 14 16 18 20 22 24 26 28 30 32 36 40 44 48 54 60

10 10 12 12 24 24 24 24 24 24 24 24 24 24 24 26 28 32 36

 4.5  6.0  7.5  8.5  9.5 13.0 14.5 15.5 17.0 17.5 18.5 19.5 20.5 22.0 23.5 25.0 27.5 31.0 35.0

30 36 42 48 54 60

24 24 24 24 24 24

17.0 20.0 22.5 24.5 26.0 27.5

S Joist

Joist girder

L

R

 3.5  4.5  6.0  7.0  8.5 10.5 11.5 12.5 13.5 14.0 15.0 15.5 16.5 17.5 18.5 20.0 22.0 24.5 28.0

2.5 3.5 4.5 5.0 5.5 8.0 9.0 9.5 10.0 10.5 11.0 11.0 11.5 12.0 12.5 13.5 15.0 17.0 19.5

5.5 7.0 9.0 10.0 16.0 16.5 18.0 19.0 20.5 21.0 22.0 23.0 23.5 24.5 25.5 27.5 30.5 34.0 39.0

13.5 16.0 18.0 19.5 21.0 22.5

10.0 11.0 12.0 13.0 13.5 14.5

20.0 22.5 24.5 26.5 27.5 29.0

P 305 mm

Warren Geometry

P

12 in. D

S

H

R S L

Modified Warren Geometry

H

Warren Geometry; H  350 mm (14 in.)

610 mm (TYP) 24 in. (TYP)

H

D

S

R L

S

Modified Warren Geometry; H  400 mm (16 in.)

Note:  Final dimensions of free openings should be verified with Canam’s joist design sheet. When duct-opening dimensions exceed the limits above, some web members must be removed. The shear forces are then transferred to the adjacent web members of the top and bottom chords. The chords will need to be reinforced; this will limit the maximum height of the free opening as well. The maximum opening height should be limited to the joist depth minus 200 mm (8 in.). If the opening height cannot be limited to this value, contact Canam. Because the shear forces carried by the web members increase along the joist toward the bearing, the location of the duct opening is more critical near the bearings; more shear forces must be transferred to the top and bottom chords. For this reason, the duct-opening center must be located away from a bearing by a distance of at least 2.5 times the joist depth. The best location (for economical reasons) is at the mid span of the joist.

Location must be greater than: 2.5 x H 100 mm (4 in.) min. H 100 mm (4 in.) min. Pratt Geometry

Location must be greater than: 2.5 x H 100 mm (4 in.) min. H 100 mm (4 in.) min. Modified Warren Geometry

24

Standard details

TransAlta Rainforest I Calgary, Alberta

Agora, Collège Saint-Sacrement I Terrebonne, Quebec

Avon Canada I Pointe-Claire, Quebec

25

Standard details Geometry and shapes The geometry refers to the web profile system. The standard geometry types are presented below:

Modified Warren

Warren

In some cases, a joist could have 2 geometrical types. For architectural considerations, the building designer can specify a fixed geometry applicable to a joist group. More than one geometrical type may be specified. However, panel alignment of joists having varying lengths and loading conditions may not be possible. Joists are usually evenly spaced along a joist girder which can combine two types of geometry as shown below where a Warren type is combined with a modified Warren geometry.

Combined geometries The panel points of a joist girder are usually located where joists are bearing. Depending on the joist spacing, the design engineer can add intermediate panel points to design the optimum joist girder for the loading conditions and the span. The different panel point configurations presented below can be specified by the building designer for architectural purposes or large duct openings. Type G: The panel points where the joists are bearing correspond to the intersection of the two diagonals at the top chord.

Type G configuration Type VG: The panel points where the joists are bearing correspond to the position of the secondary web members (verticals) on the top chord.

Type VG configuration

26

Pratt

Standard details Type BG: The panel points where the joists are bearing correspond to the position of the secondary web members (verticals) and the intersection of the two diagonals at the top chord.

Type BG configuration

The shape of a joist may depend on its use and the type of roofing system requested by the customer. It can take one or more of the following shapes: STANDARD SHAPE Parallel chords

NON-STANDARD SHAPES ** Variable (typ.) Variable (typ.)

1 slope

1 slope

Variable

2 slopes

Variable (typ.)

4 slopes

3 slopes

3 slopes

Variable (typ.) Variable

2 slopes

3 slopes

Variable (typ.)

4 slopes

SPECIAL SHAPES ** Depending on the radius of curvature, the angles composing the top and/or bottom chord could require a rolling operation. * The building designer must consider in the design that the shapes can produce significant horizontal forces and/or movement on the supporting structure due to the deflection of the joist.

R Bowstring

R1

Barrel *

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

Scissor

R2

Scissor *

27

Standard details Minimum depth and span For fabrication reasons, the building designer must consider that minimum joist depth is limited to 200 mm (8 in.) and minimum joist span is limited to 2 450 mm (8 ft.). For shorter spans, joist substitutes, usually made of 1 or 2 channels, can be specified by the building designer or proposed by Canam.

Shoes The standard shoe dimensions vary according to product and span: Product

Span

Depth

Min. length

Joist

2,450 mm (8 ft.) – 15,200 mm (50 ft.)

100 mm (4 in.)

100 mm (4 in.)

Joist girder

15,200 mm (50 ft.) – 27,400 mm (90 ft.)

125 mm (5 in.)

100 mm (4 in.)

27,400 mm (90 ft.) and over

190 mm (7 1/2 in.)

150 mm (6 in.)

All lengths

190 mm (7 1/2 in.)

150 mm (6 in.)

However specific customer requests can be accommodated. The shoe depth must always be specified at the gridline. For joists on which the left and right bearings are not at the same level (sloped joist), the exterior and interior shoe depths are determined in such a way as to respect the depth at the gridline. To ensure that the intersection point of the end diagonal and the top chord occurs above the bearing, the minimum shoe depth should be specified according to the slope of the joist and the clearance of the supporting member from the gridline.

12 (imperial) 250 (metric) Depth at gridline

Exterior shoe depth

Shoe depth at gridline

Interior shoe depth

Shoe depth at gridline

Exterior shoe depth

Interior shoe depth

x

Clearance

28

Standard details Metric

Minimum shoe depth (mm) Sloped joist (x/250)

Clearance of 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

6

7

8

imperial Clearance of bearing (in.)

Minimum shoe depth (in.) Sloped joist (x/12) 1

2

3

4

5

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

PARTICULARITIES BEARING ON CONCRETE OR MASONRY WALL The building designer shall allow for a bearing plate for the joist girder. The plate shall be in accordance with CAN/CSA S304.1-04 Standard if used for a masonry wall and CAN/CSA A23.3-04 Standard if used on concrete. The plate shall have minimum dimensions in length and width to ensure a minimum bearing for the joist girder of 150 mm (6 in.) and to allow the horizontal legs of the seat to be welded to the bearing plate. BEARING ON STEEL The joist girder shall be extended on the steel support to respect the minimum bearing of 100 mm (4 in.). The building designer must ensure that the type of connection and bearing support used respect this criteria.

29

Standard details Details Ceiling extension

A

A

Section A

Flush shoe A flush shoe can be used when the joist reaction does not exceed 45 kN (10 kip).

Bolted splice In certain cases, joists are delivered in two sections. This is usually done because of transportation considerations, difficult installation conditions in an existing building, or dipping tank dimension limitations when a joist receives hot galvanization treatment. A bolted splice is usually made at mid span. The number and position of plates and bolts can vary according to the loads to be transferred. We use high-strength bolts that meet ASTM A325 or ASTM A490 standards. A B

B

A

Section A

Bolted splice at top chord Section B

Bolted splice at bottom chord

30

Standard details Depending on dimensions and quantities, joists can be fabricated as a single piece that is split into two sections for shipping, or fabricated as two separate pieces. In the plant, two additional metal tags are attached to the central part of the joist to ensure correspondence of male and female parts. Joists fabricated as a single piece will have two identical metal tags in the central part of the joist. On the other hand, joists fabricated as two separate pieces will have different metal tags. Example of identification for a joist fabricated as a single piece: Male and female section tags

T1

T1-1

T1-1

Erection drawing mark tag

If multiple joists with the same mark are fabricated, placement of the male section of the first joist must correspond with placement of the female section of the first joist, and so forth in the same manner. Examples: T1-1 with T1-1, T1-2 with T1-2, etc. Example of identification for a joist fabricated as two separate pieces: Male and female section tags

T1

T1-L

T1-R

Erection drawing mark tag

If multiple joists with the same mark are fabricated, the male sections 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 chord must be laterally supported with bridging. CANTILEVER JOIST A cantilever joist can have bearing on the top or bottom chord. The bottom chord must be adequately braced to resist compression loads caused by the cantilever. It is good practice to install a bridging row next to the joist support as well as at the end of its cantilevers. Bottom chord bearing

Top chord bearing

Top chord bearing requires bolted splices on the bottom chord.

31

Standard details Joist and joist girder identification Joists and joist girders are identified on erection drawings by piece marks, examples: T1, T1A, J1, M2, etc. Joists and joist girders from the same family (T1, T1A) usually have the same chords but differ in terms of connections. Identical joists and joist girders have the same piece mark. Piece marks are indicated on the drawing near one of the ends of the line representing the joist or joist girder. At the plant, a metal identification tag is attached to the left end of the joist or joist girder. It is essential that the joist or joist girder be erected so that the metal tag is positioned at the same end of the building as indicated on the erection drawing.

Standard connections Use of Canam standard connection details is strongly recommended for the following 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 from the Canam web site at:  www.canam-construction.com. Below is the list of available connection details: • Joists – bearing on steel structures; • Joists – bearing on concrete structures; • Joist girders – bearing on steel structures; • Joist girders – bearing on concrete structures.

Hillcrest Curling Facility  I  Vancouver, British Columbia

32

Nemaska First Nation Sports Complex I Nemiscau, Quebec

Surface preparation and paint Surface preparation plays a significant role in paint performance. Adequate surface preparation allows the paint to adhere to structural steel, providing improved protection against corrosion. The level of preparation and the paint application method both depend on the type of environment to which the steel will be exposed. Thanks to ultramodern equipment selected to meet the most demanding requirements, Canam Group is poised to offer surface preparation, metallizing and painting services for all types and scales of structural steel and metal components. Treatment processes are based on the latest technologies in order to achieve optimum results.

Paint standards In 1975, The Canadian Institute of Steel Construction (CISC) in cooperation with the Canadian Paint Manufacturers’ Association (CPMA) published reference documents related to the paint specifications for structural steel. The CISC/CPMA 1-73a paint standard applies to a quickdrying one-coat paint for use on structural steel that provides adequate protection against exposure to a non-corrosive environment as found in rural, urban, or semi-industrial settings, for a period not exceeding six months. Painted structural steel building components using this standard should not be used on permanent exterior exposed applications. Exposure of this product in coastal or high industrial areas may cause advanced deterioration of paint applied to this specification. Surface preparation may be limited to Solvent Cleaning (SSPC SP1) or Hand Tool Cleaning (SSPC SP2). Because of possible noncompatibility of this paint with finish coats, this shop applied paint is not recommended for use as a primer for the application of a multi-layer paint system. The CISC/CPMA 2-75 paint standard applies to a quick-drying primer for use on structural steel. This one-coat primer provides acceptable protection when exposed to a mainly non-corrosive environment as found in a rural, urban, or semi-industrial settings, for a period not exceeding twelve months. Painted structural steel building components using this standard should not be used on permanent exterior exposed applications. Exposure of this product in coastal or high industrial areas may cause advanced deterioration of paint applied to this specification. Final surface preparation must be done by Brush-Off Blast Cleaning (SSPC SP7). This layer of primer is usually covered with a finish coat according to the paint supplier’s recommendations. Dip coating is commonly used to apply paint for one or more of the above standards. When compared with spraying, experts in the field recommend application by dipping because it provides improved coverage of exposed surfaces. Although a coat of paint applied by dipping does not create an even dry film layer, it does not reduce its protection against corrosion.

Paint costs 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: surface preparation (SSPC SP2 or SSPC SP7) and the method of primer application (dipping or spraying). The following table compares paint costs according to final surface preparation and paint application methods for both paint standards. For example, for CISC/CPMA 1-73a type paint using SSPC SP2 final surface preparation, it is noted that spray painting is twelve times more expensive than dipping.

33

Surface preparation and paint Selection Table for Paint Costs Paint application cost factor

Paint type

Surface  preparation

Dipping

Spraying

CISC/CPMA 1-73a

SSPC SP2

1

12

CISC/CPMA 2-75

SSPC SP7

6

16

Canam may apply paint that meets standards other than those specified in this document. Prices and delivery schedules are adjusted accordingly. For example, certain types of paint require nearly 24 hours before handling the joists.

Colours Standard paint colour is gray. Red paint is optional.

Joists exposed to the elements or corrosive conditions A high performance anti-corrosive paint is recommended for specification on joists permanently exposed to the elements or corrosive conditions during their service life. The building designer must pay special attention to item 6.5.7 of the CAN/CSA 16-01 standard. If a minimum thickness of material is required, it must be indicated on the drawings and specifications. When specified, joists may be hot dipped galvanized. Brush off blast cleaning surface preparation (SSPC SP7) is recommended to prevent scaling problems. In the galvanization process, the joists are acid washed, rinsed, and then dipped in a zinc bath at a temperature of 450°C (840°F). The depth and span of joists are limited by the size of the subcontractor’s galvanizing tanks. (Reference: www.galvanizeit.org) For strict conditions of hygiene, such as for meat products or food processing, it is recommended that the building designer specifies sealed welds. If the welds are not sealed, there is a risk that the acid used in the cleaning process remains trapped between the surface of the steel and causes acid bleeding through ruptures in the zinc film caused by pressure. The building designer must limit specification of sealed joints unless absolutely necessary because sealed joints require additional shop time. For galvanization, the thickness of the top and bottom chords shall be at least 4 mm (0.157 in.), and 3 mm (0.118 in.) for the web members, to avoid permanent deformation of the chords from overheating. Galvanized joists may also be painted. The building designer must ensure compatibility between the paint type and the galvanization product.

34

Vibration Steel joist floor vibration comparison The increased use of longer spans and lighter floor systems has 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 proper characteristics to reduce vibration. The behavior of two-way flooring systems has been studied using models and in-situ testing. Several simplified equations have been developed to predict floor behavior and damping values for walking induced vibration and have been established according to the type of wall partitions and floor finishes. These equations are now part of Appendix E, a non-mandatory part of CSA standard S16 since 1984. In 2005, the National Building Code also addressed this issue at the Appendix D of the user guide. Steel Design Guide no. 11 – Floor vibrations due to human activity, jointly published by the American and Canadian institutes of steel construction in 1997, contains more recent information on the subject. This guide covers different 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 to define the vibration characteristics of a floor system: the initial acceleration produced by a heel drop and the natural frequency of the system. These two parameters allow the designer to verify if the floor system will produce vertical oscillations in resonance with rhythmic human activities or with enough amplitude to disturb other occupants. The amplitude of the vibrations will decay according to the type of partitions, ceiling suspensions, and floor finish. The decay 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 drawings and 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 project structural engineer, cannot be easily modified to reduce floor vibration induced by walking below the annoyance threshold for the other occupants. The example is given for office floors where the annoyance threshold is defined as a floor acceleration of 0.5% of the gravity acceleration. For floors in a shopping centre, the threshold would be an acceleration of 1.5% of the gravity acceleration. This higher threshold means that the occupants are less disturbed by vibrations produced by walking loads.

35

Vibration TYPICAL OFFICE FLOOR USED AS BASE In the example, the joists have a 9,000 mm (29 ft.-6 ¼ in.) span, a 500 mm (approx. 20 in.) depth, and are spaced at 1,200 mm (3 ft.-11 ¼ in.) on center. The joists are bearing on beams at both ends on 100 mm deep seats. We consider that the beams will only be partially composite for vibration calculations because of the relative lack of lateral stiffness of such a bearing seat. The beam span is 7,500 mm (24 ft.-7 ¼ in.) with joists on one side only. The floor is composed of a 100 mm (4 in.) concrete slab, including the 38 mm (1 ½ in.) steel deck profile. The loads are as 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 Partitions

0.50 kPa 1.00 kPa

(10 psf) (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 (29 ft.-6 ⁄8 in.)span to support the following load: 3

w f = 1.2 m x (3.82 x 1.25 + 2.4 x 1.5) = 10.05 kN/m The 9-meter (29 ft.-½ in.) selection table indicates that joists with a 10.5 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 the moment 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 at mid depth: Ajoist chords = Ijoist / (depth / 2) 2 = 1,263 mm2 A beam can be chosen from the selection tables published by the CISC (assuming that the beam supports joists on both sides): W530 x 74 (W21 x 50) with Fy = 350 MPa (50 ksi) and a moment of inertia of 156 x 106 mm4 Notes: This example is based on International System of Units (SI) measurements. An approximate conversion of certain values is provided in parentheses for reference purposes. Take care not to confuse composite moment of inertia and modified moment of inertia (equation 3.15) with effective moment of inertia (equation 3.18) in Guide No. 11. The moment of inertia specified on the drawings must be the joist moment of inertia based on the top and bottom chords. Always specify the type of moment of inertia that is indicated on the drawings.

36

Vibration Alternative 1 If a slab of 140 mm (5 in.) instead of 100 mm (4 in.) is used, the dead load increases and the size of the joists and beams will also increase. Structural steel

0.25 kPa

( 5 psf)

Steel joists

0.20 kPa

( 4 psf)

Deck-slab of 140 mm

2.79 kPa

(58 psf)

Ceiling, mechanical & floor finish Partitions

0.50 kPa 1.00 kPa

(10 psf) (21 psf)

DEAD LOAD TOTAL

4.74 kPa

(98 psf)

LIVE LOAD

2.40 kPa

(50 psf)

From the Canam catalog, select a joist with a 9-meter (29 ft.-6 ⁄8 in.) span to support the following load: 3

w f = 1.2 m x (4.74 x 1.25 + 2.4 x 1.5) = 11.43 kN/m The table indicates that the joists will weigh 18.2 kg/m and that 64% of the service load will produce a deflection value of 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 at mid depth: Ajoist chords = Ijoist / (depth / 2) 2 = 1,400 mm2 This time, the beam chosen from the CISC selection tables (considering that the beam support each side of the joists): W530 x 82 (W21 x 55) with Fy = 350 MPa (50 ksi) and Ix = 478 x 106 mm4 Note: This example is based on International System of Units (SI) measurements. An approximate conversion of certain values is provided in parentheses for reference purposes. Alternative 2 Starting from the base example, we consider that the structural engineer of the building clearly indicates that the size of the joists should be doubled to reduce floor vibration. Using the data of those 3 conditions, with the proposed equations of Steel Design Guide no. 11 published jointly by the American and Canadian institutes for steel construction, we obtain the vibration properties shown in the following comparison table:

37

Vibration COMPARISON OF VARIOUS ARRANGEMENTS Parameter

Base 0.80 %

Alternative 1 (increased thickness of slab by 30 mm) 0.50 %

Peak acceleration ao

(% g)

System frequency f

(Hz)

4.5

4.5

5

Joist length

(mm)

9,000

9,000

9,000

Joist depth

(mm)

500

500

500

Joist spacing

(mm)

1,200

1,200

1,200

(10 6 mm 4 )

198

256

372

Composite joist moment of inertia Deck depth

(mm)

38

38

38

Slab-deck thickness

(mm)

100

140

100

Slab-deck-joist dead weight

(kPa)

1.87

2.79

1.87

Additional participating load

(kPa)

1.00

1.00

1.00

W530 x 74

W530 x 82

W530 x 74

7,500

7,500

7,500

Beam size Beam span

(mm)

This comparison shows that the vibration characteristics improve by adding dead weight rather than by doubling the joist non-composite moment of inertia. One must note that the alternative 2 used did not sufficiently improve the vibration properties of the floor to lower their amplitude to below the annoyance threshold for offices. Additional calculations indicate that using a 125 mm (5 in.) deck-slab with a 100% increase in the 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 the vibration calculations to find an economical solution. The information supplied in this catalog will allow the structural engineer to 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 moment of inertia of the steel joists to have a floor with vibration characteristics below the annoyance threshold based on the type of occupancy. The joist designer will ensure conformity to the minimum moment of inertia required by the building designer for the joists (see clause 16.5.15 vibration). Please note that the analysis of floors subject to rhythmic vibrations (dance floor) is different from that performed for vibrations caused by walking (Steel Design Guide, no. 11 – Floor vibrations due to human activity, chapter 5). Finally, here are a few tips to obtain satisfactory vibration behavior: • increase the thickness of the concrete slab; • increase beam moment of inertia; • give special consideration to perimeter beams and joists; • add shear transfer elements or shear studs between the beam and the concrete slab to obtain a composite action; • reduce the span of joists and beams; • increase joist moment of inertia.

38

Alternative 2 (increased joist moment of inertia) 0.57 %

Special conditions Special joist deflection Appendix D of the CAN/CSA S16-01 standard provides recommended maximum values for deflections for specified design live and wind loads. The following are the maximum values of appendix D recommended for the vertical deflection: Building type Industrial

All others

Specified loading

Application

Maximum

Live

Members supporting inelastic roof coverings.

L/240

Live

Members supporting inelastic roof coverings.

L/180

Live

Members supporting floors.

L/300

Maximum wheel loads (no impact)

Crane runway girders for crane capacity of 225 kN and over.

L/800

Maximum wheel loads (no impact)

Crane runway girders for crane capacity of 225 kN.

L/600

Live

Members of floors and roofs supporting construction and finishes susceptible to cracking.

L/360

Live

Members of floors and roofs supporting construction and finishes not susceptible to cracking.

L/300

Notes: As mentioned in Appendix D, the designer should consider the inclusion of specified dead loads in some instances. For example, nonpermanent partitions, which are classified by the National Building Code as dead load, should be part of the loading considered under Appendix D if they are likely to be applied to the structure after the completion of finishes susceptible to cracking.  lease note that the concrete cover at the centre line of the joist will be P reduced by the amount of camber provided minus the deflection realized under self weight of the concrete alone. This must be accounted by the designer of the building with respect to the serviceability and fire resistance, etc.

DEFLECTION OF CANTILEVERED JOISTS 1,000 mm (3 ft.-3 in.)

It is important to note that in the calculation of the allowable deflection of cantilevered joists, we consider that the cantilever end length "L" is equivalent to twice its length, as mentioned in Commentary D of the National Building Code of Canada (NBC) 2005 User's Guide. Therefore, for a 1,000 mm (3 ft.-3 in.) cantilever end length with a deflection criteria of L/240, the maximum allowable deflection is 2 x 1,000/240 = 8 mm ( 5⁄16 in.).

CAMBER Camber is specified by the building designer on the plans and specifications. Unless otherwise indicated by the designer, the standards are applied as stated in Clause 6.2.2.1 of the CAN/CSA S16-01 Standard and the joist girders are cambered to compensate for the deflection due to the dead load. Joist girders with a span of 25 m (82 ft.) or more are cambered for the dead load plus one half of the service load. In some cases, camber must be restricted for joists and joist girders adjacent to non-flexible walls.

39

Special conditions Special loads and moments 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, concentrated, axial, or moment. Snow pile up loads represent a special partial load case. Uplift loads are applied in an upward direction and should always be specified as a gross uplift load. Loads can be applied to the top chord, the bottom chord, or to both chords.

VARIOUS TYPES OF LOADS Uniform load

When specifying the dead load, the building designer should always include the self-weight of the joists and bridging. Unless clearly specified, Canam will assume that the self-weight of joists is included in the total dead load. Partial load

TRANSFER OF AXIAL LOADS

Triangular Uniform

Wind and seismic loads are usually transferred by the roof diaphragm to the axes of the vertical bracing system. The seismic loads transferred have a cumulative effect along these axes. The building design engineer specifies these loads on the plans and specifications. The transfer of an axial load between joists along the axes of the vertical bracing system, may require the reinforcement of the first panel at top.

Snow pile up load

Joist (axial)

Joist (axial)

A

Joist (axial)

Joist (axial)

Concentrated load

A

Axial: an additional load specified by the building designer must be considered.

Lateral load

At any panel point At a specific location

Axial load

Moment load Section A-A

Transfer of axial loads

40

Anywhere

Special conditions The building designer may consider a lateral factored capacity of 4.5 kN (1,000 lb) for the joist seats for the transfer of the deck shear forces to the girder top chord. Adding shear connectors between the joists on the girder increases the capacity to transfer diaphragm shear forces.

A

Depending on the specifications of the building designer, axial loads between two joist girders may be transferred to the top chord as follows: • By angles placed under the top chord of the joist girders (suggestion 1); A

• By a transfer plate placed on the top of the top chord (suggestion 2); • By a transfer plate placed between the two angles of the top chord of the joist girders (suggestion 3); Supplied by the steel contractor unless otherwise noted.

A

Section A-A

Transfer on an axial load by two angles placed under the top chord Suggestion 1

Supplied by the steel contractor unless otherwise noted.

Supplied by the steel contractor unless otherwise noted.

A

Section A-A

Transfer of an axial load by a plate placed between the angles of the top chord Suggestion 3

• W ithout a transfer piece using the capacity of the joist girder shoes (suggestion 4).

Transfer of an axial load by a plate placed on the top of the top chord Suggestion 2

Transfer of an axial load using the shoes Suggestion 4

Although not illustrated, the transfer of an axial load by the base of the shoe, usually requires bracing of the first panel of the top chord. In the case where a joist girder has adjacent bracing, the effect is represented by an axial load applied to the bottom chord.

and

Transfer of an axial load at the bottom chord

41

Special conditions UNBALANCED LOADS As with a steel supporting beam, the joist girder can have an unbalanced load on its longitudinal axis. Joists distributed on either side of the joist girder may be at different lengths or the loads they support may vary. This situation causes torsional stress in the joist girder, which will be considered by the joist girder designer. Therefore the designer could specify larger chords and web members for the joist girder and add additional knee braces between the bottom chord of the joist girders and the joists bearing on them. However, to avoid unbalanced loads, the joists must be staggered on each side of the joist girder:

Joist girder

Joist girder

Joist girder

R1

R2

Joist girder

2m 6’ - 8”

2m 6’ - 8”

2m 6’ - 8”

2m 6’ - 8”

2m 6’ - 8”

2m 6’ - 8”

R1

Joist girder 2.2 m 7’ - 2”

2m 6’ - 8”

2m 6’ - 8”

2m 6’ - 8”

2m 6’ - 8”

1.9 m 6’ - 2”

Joist girder New spacings for staggered joists

Joist

Centre of reaction

Joist girder top chord

C L Joist Joists are staggered as required

Staggered joists

The offsetting of joists bearing on the joist girder will be considered by Canam during the design stage.

LOAD REDUCTION ACCORDING TO TRIBUTARY AREA Although a joist girder may have a tributary area that is much larger than that of a joist, a reduction of the live load allowed by the National Building Code of Canada in Clause 4.1.6.9 is very limited. In fact, no reduction is permitted for a live load due to snow or an assembly area designed for a live load less than 4.8 kPa (100 psf). The reduction is applicable for a specific use and a minimal surface area (reference: NBC 2005, Clauses 4.1.6.9.2 and 4.1.6.9.3).

42

R2

Unbalanced loading

Special conditions End moments GRAVITATIONAL MOMENTS The use of a joist or joist girder 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. The moment of inertia of the joist girder may be estimated using the equation below in either metric or imperial. Gravitational moments

MeTRIc where

I = 1,596 MfD I = Moment of inertia of the joist girder (mm4)

Mf = Factored bending moment (kN • m) D = Depth of joist girder (mm) Note : Mf may be calculated by considering a uniform load applied to the joist girder. Mf = (1.25DL + 1.5LL) x l x L2 8 where DL = Dead load (kPa) LL = Live load (kPa) l = Tributary width of joist girder (m)

L = Joist girder span (m)

IMPeRIAL where

I = 0.132 MfD I = Moment of inertia of the joist girder (in.4)

Mf = Factored bending moment (kip •ft.) D = Depth of joist girder (in.) Note : Mf may be calculated using a uniform loading applied to the joist girder. Mf = (1.25DL + 1.5LL) x l x L2 8,000 where DL = Dead load (psf) LL = Live load (psf) l = Tributary width of joist girder (ft.)

L = Joist girder span (ft.)

43

Special conditions WIND MOMENTS Horizontal wind loads on a joist or joist girder in a rigid frame may cause alternating moments as shown beside. Consequently, the joist will be analyzed with opposite moments. Examples: Case No. 1 - 10 kN • m and + 10 kN • m Case No. 2 + 10 kN • m and - 10 kN • m Joist or joist girder 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 or joist girder 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 otherwise specified by the building designer.

Wind moments

When end moments are specified, the joist or joist girder 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 or joist girder. 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 or joist girder, 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 of loads generated by an end moment may require the reinforcement of the first panel at top chord or by another type of reinforcement calculated according to the load. The end moment transferred to the joist girder can divide into forces in opposite directions (couple) applied to the top and bottom chords. For a connection with a transfer plate, the couple is calculated as follows: Tf = C f = Mf de where Tf = C f = Axial force (kN or kip)

Mf = Factored moment connection ((kN • m or kip • pi)



de = Effective joist girder depth (m or ft.) Transfer plate supplied by the steel contractor unless otherwise noted. Tf or Cf

de

Mf

Tf or Cf Stabilizer plate supplied by the steel contractor unless otherwise noted.

Transfer of the loads via a transfer plate

44

Connection at bottom chord with a tie joist plate

Special conditions For a connection where the loads are carried by the shoe base, the axial force increases due to a shorter moment arm. Tf = C f = Mf de where Tf = C f = Axial force (kN or kip)

Mf = Factored moment connection ((kN • m or kip • pi)



de = Effective joist girder depth (m or ft.) Joist girder shoe Tf or Cf

Mf

de

Tf or Cf Stabilizer plate supplied by the steel contractor unless otherwise noted.

Transfer of the loads by the shoe base

e

Since the loads transferred by the base of the shoe create significant eccentricity, normally the first panel must be reinforced by the joist girder engineer.

Vertical eccentricity at bearing due to the axial load

A- Addition of a strut

e

e

e

Different types of reinforcement of the first panel are presented below.

B- Addition of stiffener plate

C- Shoe extension

Different types of reinforcement of the first panel

Only in the case or we must transfer from the efforts.

A

A

Some connections to the bottom chord of joist or joist girder 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 beside, is no longer recommended. A standard connection with a stabilizer plate is more simple and gives the same lateral stability.

Section A-A

Standard connection at bottom chord with a stabilizer plate

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 (½ in.) or 19 mm (¾ 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 beside.

45

Special conditions Joists adjacent to more rigid surfaces

25,000 Line with increased stiffness

Joists adjacent to non-flexible walls or to beams and joists having a much shorter span, must have less deflection. The deflection limitation is necessary to avoid potential problems resulting from too large a movement differential.These problems tend to occur in the central part of the joist. To avoid an abrupt transition from the permitted deflection, it is recommended to change the deflection limit gradually, for adjacent joists having spans in excess of 12 m (40 ft.): Adjacent joist

Deflection criterion Metric (mm)

Imperial (ft.)

1st joist

Span / 50

Span / 0.167

2nd joist

Span / 70

Span / 0.229

3rd joist

Span / 90

Span / 0.292

4th joist

Span / 110

Span / 0.354

5th joist

Span / 130

Span / 0.417

1st joist

Criterion = 25,000 / 50 = 500

L/500

2nd joist

Criterion = 25,000 / 70 = 357

L/360

3rd joist

Criterion = 25,000 / 90 = 278

L/280

4th joist

Criterion = 25,000 / 110 = 227

L/240 min.

Note: In all cases, the deflection criterion (usually under the service load) must be greater than or equal to that specified on the customer drawings or mentioned in the specifications. Example: Span = 25 m; deflection criterion under service load = L / 240 Another solution consists of placing a perimeter joist with a sliding assembly on the supporting wind column. This also allows for easier building expansion in the future. Given the weak lateral rigidity of a joist, when it is acted upon laterally by the top of the wind column, the structural engineer must assure transfer of the load into the roof diaphragm or another horizontal bracing system.

Typ. Wind column Wind thrust given by the designer.

Joists with lateral slope Building designers should request joists with a lateral slope only when absolutely necessary as this is not an economical approach. When using standing seam metal roofs, the joist top chord must be checked for in plane and out of plane (lateral) loads when the lateral slope exceeds what is required for normal roof drainage (2%). With steel deck attached to the top chord of the joists, the diaphragm action of the deck should be sufficient to brace the joist top chord as long as the lateral slope does not exceed 6%. Special consideration is also required for long-span joists. Since these components are subject to lateral deformation during installation, special dispositions may be required during the erection process. It could be advantageous to consider using steel deck with a higher gage in order to ensure the lateral support of joists.

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

B

Slope

46

Horizontal bracings

C

2

Bridging lines

1

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

A

Slope

Joists

Special conditions For slopes ≤ 15° that are symmetrical between both sides of the summit, horizontal bracing is not required if the structural bridging rows are attached to the ridge because the horizontal forces from each slope cancel each other. For slopes ≥ 16°, the difference between the forces generated by unbalanced loads must be taken into consideration. The use of horizontal bracing or steel deck with a higher gage therefore becomes necessary. Joists

ANCHORS ON JOISTS It is not recommended to subject joists to torsion loads. Anchors that are attached to joists will cause significant torsion. The installation of a frame between two joists will prevent deformation and obtain an economical design.

Anchorage

Not recommended Recommended

First Alliance Church I Calgary, Alberta

47

Special conditions Special joists Canam can design and manufacture special joists to suit the conditions required by the building designer. A non standard joist can have particular assembly conditions and/or a special shape as described on page 27. Connecting a joist to a primary support like a truss, a beam or 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, special 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.

Haverstraw Marina  I  West Haverstraw, New York

48

Special conditions JOIST GIRDER TO COLUMN CONNECTIONS R

BEARING REACTION This section is intended to present to the building designer possible positions of the joist girder on the column. Consider the following three types of connections: bearing on top of the column, bearing on a bracket facing the column, and bearing facing the column but with a reaction at the center. For the first two types, the impact of connecting one or two joist girders to the column is also presented. BEARING ON TOP OF THE COLUMN Joist girder reaction

C R

A bearing on top of the column is the most economical solution. Sufficient shoe depth, usually 190 mm (7.5 in.), allows a reaction close to the center of the column. However, the slope of the end diagonal of the joist girder along with the width of the column may move the position of the reaction away from the center of the column. In general, the reaction of the joist girder occurs at the center or to the outside of the centerline of the shoe. Even if there is only one joist girder bearing on top of the column, an extension of the shoe to completely cover the column does not guarantee that the reaction will be located at the center of the column. As previously mentioned, the physical limitations may approach or move away from the reaction. When two joist girders are bearing on top of a column, their reactions are produced closer to the exterior faces of the column. Unbalanced reactions caused by varying bay dimensions, different bay loads, or by unbalanced loading conditions, as prescribed in the National Building Code of Canada, may cause bending stress in the column.

Joist girder reaction on top of the column

R1

C R2

Reactions of two joist girders on top of the column

The building designer must consider these special conditions when designing the column.

ING of Canada  I  Saint-Hyacinthe, Quebec Joist girder sitting on a bracket connected to the web of a column

49

Special conditions BEARING FACING THE COLUMN

C

When the joist girder bearing is facing the column, a bending moment is induced in the column. However, a bracket bearing is more economical for the fabrication of the joist girder compared to other bearing connections presented in Models 1 and 2.

R

As mentioned previously, even if two joist girders are bearing on either side of the column, unbalanced reactions may cause bending stress in the column, similar to beams framing from both sides. C R1

R2

Joist girder sitting on a column bracket

Bearing facing the column on either sides C

R

The design engineer must consider the eccentricity of the position of the reaction of the joist girder in designing the column. Generally, an eccentricity of 38 mm (1.5 in.) can be considered in the calculation of the column. BEARING FACING THE COLUMN WITH CENTER REACTION Although designing a column is made easier by considering that the reaction of the joist is not eccentric in relation to the column axis, the design and fabrication of eccentric connections is more complex. Consequently, the cost of a joist girder increases with this type of connection. C R

Model 1 – End plate

C R

Bearing facing the column with centre reaction

It is recommended to specify on the plan joist girders with a shoe under the top chord and to allow for the eccentricity of the joist girder reaction when designing the column. Model 2 – Knife plate

50

Standards “With the permission of the Canadian Standards Association, material is reproduced from the CSA Standard CAN/CSA S16-01 “Limit States Design of Steel Structures”, which is copyrighted by CSA, 178 Rexdale Blvd., Toronto, Ontario, Canada M9W 1R3. While use of this material has been authorized, CSA shall not be responsible for the manner in which the information is presented, nor for any interpretations thereof.” While the CISC’s comment is not an integral part of the CAN/CSA S16-01 standard, Canam inserted the paragraphs corresponding to the standard. They are indicated in italic. Some figures of the comment were modified in order to reflect our products.

16. OPEN-WEB STEEL JOISTS 16.1 SCOPE Clause 16 provides requirements for the design, manufacture, transportation, and erection of open-web steel joists used in the construction of buildings. Joists intended to act compositely with the deck slab shall also meet the requirements of Clause 17. Clause 16 shall be used only for the design of joists having an axis of symmetry in the plane of the joist. 16.1 SCOPE Open-web steel joists (OWSJ or joists), as described in Clause 16.2, are generally proprietary products whose design, manufacture, transport, and erection are covered by the requirements of Clause 16. The Standard clarifies the information to be provided by the building designer (user-purchaser) and the joist manufacturer (joist designer-fabricator).

16.2 GENERAL Open-web steel joists are steel trusses of relatively low mass with parallel or slightly pitched chords and triangulated web systems proportioned to span between walls or structural supporting members, or both, and to provide direct support for floor or roof deck. In general, joists are manufactured on a production line that employs jigs, with certain details of the members being standardized by the individual manufacturer. Joists may be designed to provide lateral support to compression elements of beams or columns, to participate in lateral-load-resisting systems, or as continuous joists, cantilevered joists, or joists having special support conditions. 16.2 GENERAL The distinction between standard and non-standard OWSJ no longer exists as OWSJs are designed specifically for each situation by the joist manufacturer. Those definitions related to joists that are still required are now found in Clause 2 of the Standard. This clause has been expanded to list functions that joists may fulfil other than the simple support systems for floors or roofs. These include continuous joists, cantilever joists, joists in lateral-load-resisting systems and support for bracing members.

51

Standards 16.3 MATERIALS Steel for joists shall be of a structural quality, suitable for welding, and shall meet the requirements of Clause 5.1.1. Structural members cold-formed to shape may use the effect of cold-forming in accordance with Clause 5.2 of CSA Standard S136. The calculated value of Fy shall be determined using only the values for Fy and Fu that are specified in the relevant structural steel material standard. Yield levels reported on mill test certificates or determined according to Clause 9.3 of CSA Standard S136 shall not be used as the basis for design. 16.3 MATERIALS The use of yield strength levels reported on mill test certificates for the purposes of design is prohibited here as throughout the Standard. This practice could significantly lower the margin of safety because any deviation from the specified value has already been accounted for statistically in the bias value – the ratio of the mean strength to the specified minimum value. Thus, all design rules have been, and are, based on the use of the specified minimum yield point or yield strength. For structural members cold-formed to shape, the increase in yield strength due to cold forming, as given in Clause 5.2 of CAN/CSA-S136, may be taken into account provided that the increase is based on the specified minimum values in the relevant structural steel material standard.

16.4 DESIGN DOCUMENTS 16.4.1  BUILDING STRUCTURAL DESIGN DOCUMENTS The building structural design documents shall include as a minimum: (a) the uniformly distributed specified live and dead loads, unbalanced loading conditions, any concentrated loads, and any special loading conditions such as non-uniform snow loads, ponding loads, horizontal loads, end moments, net uplift, bracing forces to provide lateral support to compression elements of beams or columns, allowances for mechanical equipment, and deflection limits; (b) joist spacing, camber, joist depth, and shoe depth; (c) where joists are not supported on steel members, maximum bearing pressures or sizes of bearing plates; (d) anchorage requirements in excess of the requirements of Clause 16.5.12; (e) bracing as may be required by Clause 16.5.6.2; (f) method and spacing of attachments of steel deck to the top chord; the documents shall indicate the special cases where the deck is incapable of supplying lateral support to the top chord (see Clause 16.8.1); (g) minimum moment of inertia to provide satisfactory design criteria for floor vibrations if applicable (see Clause 6.2.3.2); (h) any other necessary information required to design and supply the joists; and (i) a note that no drilling, cutting, or welding shall be done unless approved by the building designer. Note: It is recommended that the building drawings include a note warning that attachments for mechanical, electrical, and other services should be made by using approved clamping devices or U-bolt-type connectors.

52

Standards 16.4.1  BUILDING STRUCTURAL DESIGN DOCUMENTS The Standard recognizes that the building designer may not be the joist designer; therefore, the building structural design documents are required to provide specific information for the design of the joists. The information to be supplied has been increased from six to nine items including a note that any drilling, cutting or welding has to be approved by the building designer. Mark

Depth (mm)

Spacing (mm)

Specified dead load

Specified live load

Specified snow load

Specified wind load

Remarks

=

live

J1

600

1,300

2.4 kPa joint

span 320

2.6 kPa

Suggested lx for vibration

= J2

700

8.9 kN 1.5 kN/m

2,000 3m

12,000

4.38 kN/m

10.2 kN/m

3m

12,000

-2.4 kN/m 12,000

live

=

span 240

Figure 2-36 Joist schedule

Loads such as unbalanced, non-uniform, concentrated, and net uplift, are to be shown by the building designer. Figure 2-36 shows a joist schedule that could be used to record all loads on joists. All heavy concentrated loads such as those resulting from partitions, large pipes, mechanical, and other equipment to be supported by OWSJ, should be shown on the structural design documents. Small concentrated loads may be allowed for in the uniform dead load. The importance factor, g, (see Clause 7.2.5) when not equal to 1.0, should be specified by the building designer. Options, such as attachments for deck when used as a diaphragm, special camber and any other special requirements should also be provided. Where vibration of a floor system is a consideration, it is recommended that the building designer give a suggested moment of inertia Ix. Because the depth of joists supplied among different joist manufacturers may vary slightly from nominal values, the depth, when it is critical, should be specified. Although steel joist manufacturers may indicate the maximum clear openings for ducts, etc, which can be accommodated through the web openings of each depth of their OWSJs, building designers should, in general, show on the building design drawings the size, location and elevation of openings required through the OWSJs (Figure 2-37). Large ducts may be accommodated by special design. Ducts which require open panels and corresponding reinforcement of the joist should, where possible, be located within the middle half of the joist to minimize shear problems. This information is required prior to the time of tendering to permit appropriate costing.

Maximum clear opening Thickness varies

When sprayed fire protection is contemplated, reduce clearance by the thickness of sprayed fire protection material.

Figure 2-37 Sizes of openings for electrical and mechanical equipment

53

Standards Specific joist designations from a manufacturer’s catalogue or from the AISC and Steel Joist Institute of the U.S.A, are not appropriate and should not be specified.

16.4.2  JOIST DESIGN DOCUMENTS Joist design documents prepared by the joist manufacturer shall show, as a minimum, the specified loading, factured member loads, material specification, member sizes, dimentions, spacers, welds, shoes, anchorages, bracing, bearings, field splices, bridging locations, camber, and coating type. 16.4.2  JOIST DESIGN DOCUMENTS The design information of a joist manufacturer may come in varying forms such as: design sheets, computer printout, and tables. Not all joist manufacturers make “traditional” detail drawings.

16.5 DESIGN 16.5.1 LOADING FOR OPEN-WEB STEEL JOISTS The factored moment and shear resistances of openweb steel joists at every section shall not be less than the moment and shear due to the loading conditions specified by the building designer in the documents described in Clause 16.4.1(a) or to the factored dead load plus the following list of factored live load conditions, considered separately: (a) for floor joists, an unbalanced live load applied on any continuous portion of the joist to produce the most critical effect on any component; (b) for roof joists, an unbalanced loading condition with 100% of the snow load plus other live loads applied on any continuous portion of the joist and 50% of the snow load on the remainder of the joist to produce the most critical effect on any component; (c) for roof joists, wind uplift; and (d) the appropriate factored concentrated load (from Table 4.1.6. B of the National Building Code of Canada - 2005) applied at any one panel point to produce the most critical effect on any component. 16.5.1 LOADING FOR OPEN-WEB STEEL JOISTS Because there is now no distinction between standard and special OWSJ only one loading clause exists instead of two. This is the clause previously given for “special” joists. Maximum factored moments and shears are established either from the loading conditions in the design documents or from the factored dead load plus the four factored live loads listed in Clause 16.4.1. The four factored live load combinations are consistent with Section 4.1 of the National Building Code of Canada (2005). In particular, as required by the National Building Code of Canada, roofs and the joists supporting them may be subject to uplift loads due to wind. Joist design documents prepared by the joist manufacturer shall show, as a minimum, the specified loading, factured member loads, material specification, member sizes, dimentions, spacers, welds, shoes, anchorages, bracing, bearings, field splices, bridging locations, camber, and coating type.

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Standards 16.5.2 DESIGN ASSUMPTIONS Open-web steel joists shall be designed for loads acting in the plane of the joist applied to the top chord, which is assumed to be prevented from lateral buckling by the deck. For the purpose of determining axial forces in all members, members may be assumed to be pin-connected and the loads may be replaced by statically equivalent loads applied at the panel points. 16.5.2 DESIGN ASSUMPTIONS The loads may be replaced by statically equivalent loads applied at the panel points for the purpose of determining axial forces in all members. It is assumed that any moments induced in the joist chord by direct loading do not influence the magnitude of the axial forces in the members. Tests on trusses (Aziz 1972) have shown that the secondary moments induced at rigid joints due to joint rotations do not affect the ultimate axial forces determined by a pin-jointed truss analysis. Maximum clear opening When sprayed fire protection is contemplated, reduce clearance by the thickness of sprayed fire protection material.

16.5.3 VERIFICATION OF JOIST MANUFACTURER’S DESIGN When the adequacy of the design of a joist cannot be readily demonstrated by a rational analysis based on accepted theory and engineering practice, the joist manufacturer may elect to verify the design by test. The test shall be carried out to the satisfaction of the building designer. The test loading shall be 1.10/0.90 times the factored loads used in the design. 16.5.3 VERIFICATION OF JOIST MANUFACTURER’S DESIGN When there is difficulty in analyzing the effect of certain specific conditions, for example a particular web-chord connection, or a geometric configuration of a cold formed chord, a joist manufacturer may elect to verify the design assumption by a test. In the numerical factor of 1.10/0.90, stipulated as a multiplier for the factored loads, the factor of 1.10 provides that the results of limited number of tests bear a similar statistical relationship to the entire series of joists that the average yield strength has to the specified minimum yield strength, Fy and the factor 0.90 the resistance factor in the divisor increases the test load as is appropriate.

16.5.4 MEMBER AND CONNECTION RESISTANCE Member and connection resistance shall be calculated in accordance with the requirements of Clause 13 except as otherwise specified in Clause 16.

16.5.5 WIDTH-TO-THICKNESS RATIOS 16.5.5.1 Width-to-thickness ratios of compressive elements of hot-formed sections shall be governed by Clause 11. Width-to-thickness ratios of compressive elements of cold-formed sections shall be governed by CSA Standard S136.

16.5.5.2 For the purposes of determining the appropriate width-to-thickness ratio of compressive elements supported along one edge, any stiffening effect of the deck or the joist web shall be neglected.

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Standards 16.5.6  BOTTOM CHORD 16.5.6  BOTTOM CHORD A minimum radius of gyration is specified for bottom chord members, when in tension, to provide a minimum stiffness for handling and erection. Under certain loading conditions, net compression forces may occur in segments of bottom chords and must be considered. Bracing of the chord, for compression, may be provided by regular bridging only if the bridging meets requirements of Clause 9.2. As a minimum, lines of bracing are specifically required near the ends of bottom chords in tension in order to enhance stability when the wind causes a net uplift. Bottom chord bracing may be required for continuous and cantilever joists as shown in Figure 2-38. In those cases, where the bottom chord has little or no net compression, bracing is not required for cantilever joists. However, it is generally considered good practice to install a line of bridging at the first bottom chord panel point as shown in Figure 2-38.

16.5.6.1 The bottom chord shall be continuous and, when in tension, may be designed as an axially loaded tension member unless subject to eccentricities in excess of those permitted under Clause 16.5.10.4 or subject to applied load between panel points. The governing radius of gyration of the tension chord or any component thereof shall be not less than 1⁄240 of the corresponding unsupported length. For joists with the web in the y-plane, the unsupported length of chord for computing Lx/rx shall be taken as the panel length centre to centre of panel points, and the unsupported length of chord for calculating Ly/ry shall be taken as the distance between bridging lines connected to the tension chord. Joist shoes, when anchored, may be assumed to be equivalent to bridging lines. A tension chord subjected to concentrated loads between panel points shall be designed in accordance with the provisions of Clause 13.9 when the chord is in tension or Clause 16.5.7.3, as applicable.

16.5.6.2 The bottom chord shall be designed in accordance with Clause 16.5.7.3 for the resulting compressive forces when net uplift is specified, when joists are made continuous or cantilevered, when end moments are specified, or when it provides lateral support to compression elements of beams or columns. Bracing, when required, shall be provided in accordance with the requirements of Clause 9.2. For joists with net uplift, a single line of bottom-chord bridging shall be provided at each end of the joists near the first bottom chord panel points, unless the ends of the bottom-chord are otherwise restrained. (See also Clause 16.7.9(a).)

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Bracing or bridging

Reinforced to resist uplift, if necessary. Bracing

Reinforced to resist uplift, if necessary.

Figure 2-38 Bracing and bridging of cantilever joists

Standards 16.5.7  TOP CHORD 16.5.7  TOP CHORD When the conditions set out in Clause 16.5.7.1 are fulfilled, only axial force need be considered when the panel length is less than 610 mm (Kennedy and Rowan 1964). In these cases, the stiffness of the floor or roof structure tends to help transfer loads to the panel points of the joist, thus offsetting the reduction in chord capacity due to local bending. When the panel length exceeds 610 mm, axial force and bending moment need to be considered. When calculating bending moments in the end panel, it is customary to assume the end of the chord to be pinned, even though the joist bearing is welded to its support. The stiffening effect of supported deck or of the web is to be neglected when determining the appropriate width-thickness ratio (Clause 16.5.5.1) of the compression top chord. The requirement in Clause 16.5.7.5, that the flat width of the chord component be at least 5 mm larger than the nominal dimension of the weld, should be considered an absolute minimum. Increasing the dimension may improve workmanship. See Clauses 16.8.5.1 and 16.8.5.2 regarding workmanship requirements when laying and attaching deck to joists.

16.5.7.1 The top chord shall be continuous and may be designed for axial compressive force alone when the panel length does not exceed 610 mm, when concentrated loads are not applied between the panel points, and when not subject to eccentricities in excess of those permitted under Clause 16.5.10.4. When the panel length exceeds 610 mm, the top chord shall be designed as a continuous member subject to combined axial and bending forces.

16.5.7.2 The slenderness ratio, KL/r, of the top chord or of its components shall not exceed 90 for interior panels or 120 for end panels. The governing KL/r shall be the maximum value determined by the following: a) for x-x (horizontal) axis, L x shall be the centre-to-centre distance between panel points and K = 0.9; (b) for y-y (vertical) axis, Ly shall be the centre-to-centre distance between the attachments of the deck. The spacing of attachments shall be not more than the design slenderness ratio of the top chord times the radius of gyration of the top chord about its vertical axis and not more than 1000 mm, and K = 1.0; (c) for z-z (skew) axis of individual components, L z shall be the centre-to-centre distance between panel points or spacers, or both, and K = 0.9. Decking shall not be considered to fulfil the function of batten plates or spacers for top chords consisting of two separated components and where r = the appropriate radius of gyration.

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Standards 16.5.7.3 Compression chords shall be proportioned such that: C f + Mf # 1.0 C r Mr where Mr = value given in Clause 13.5 Cr = value given in Clause 13.3 At the panel point, Cr may be taken as AFy and Clause 13.5(a) may be used to determine Mr provided that the chord meets the requirements of a Class 2 section and Mf /Mp < 0.25. For top chords with panel lengths not exceeding 610 mm, Mf resulting from any uniformly distributed loading may be neglected. The chord shall be assumed to be pinned at the joist supports.

16.5.7.4 Top chords in tension whose panel lengths exceed 610 mm shall be designed in accordance with the provisions of Clause 13.9.

16.5.7.5 When welding is used to attach steel deck to the chord of a joist, the flat width of any chord component in contact with the deck shall be at least 5 mm larger than the nominal design dimensions of the deck welds, measured transverse to the longitudinal axis of the chord.

16.5.8 WEBS 16.5.8 WEBS The length of web members for purposes of design are shown in Figure 2-39. With the exception of web members made of individual members, the effective length factor is always taken as 1.0. For individual members this factor is 0.9 for buckling in the plane of the web (see Clause G7 of Appendix G), but is 1.0 for buckling perpendicular to the plane of the web. It has been observed, on occasion, in the testing of joists that with critical chords and webs designed to reach their factored loads more or less simultaneously using the S16 requirements, that the first compression web member fails first even though the joist deformations may be quite significant. This appears to happen because the tension chord, after yielding in the panel where the joist bending moment is a maximum, continues to carry load into the strain-hardening range. It overloads itself and the joist. The first compression web member with no such reserve fails by buckling. By reducing the resistance factors for this member and its connections to 85% more ductile modes of failure are encouraged at little extra cost. This requirement is also applied to trusses in Clause 15.2.4. Vertical web members of modified Warren geometry are required to resist load applied at the panel point plus a bracing force to preclude in-plane buckling of the compression chord. A frequently used rule to provide full support (Winter 1960) is for a brace to have a capacity in the order of 2% of the force in the main compression member.

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Exception: For individual members when considering buckling in the plane of the web, effective length = 0.9 x Length

Length of web member

Figure 2-39 Length of joist web members

Standards Web members in tension are not required to meet a limiting slenderness ratio. This is significant when flats are used as tension members; however, attention should be paid to those loading cases where the possibility of shear reversal along the length of the joist exists. Under these circumstances, it is likely that some diagonals generally near mid-span may have to resist compression forces.

16.5.8.1 Webs shall be designed in accordance with the requirements of Clause 13 to resist the shear at any point due to the factored loads given in Clause 16.5.1. Particular attention shall be paid to possible reversals of force in each web member.

16.5.8.2 The length of a web member shall be taken as the distance between the intersections of the neutral axes of the web member and the chords. For buckling in the plane of the web, the effective length factor shall be taken as 0.9 if the web consists of individual members. For all other cases, the effective length factor shall be taken as 1.0.

16.5.8.3 The factored resistances of the first compression web member subject to transverse shear, and its connections, shall be determined with their respective resistance factors, , multiplied by 0.85.

16.5.8.4 The vertical web members of a joist with a modified Warren geometry shall be designed to resist an axial force equal to the calculated sum of the compressive force in the web member plus 0.02 times the force in the compression chord at that location.

16.5.8.5 The slenderness ratio of a web member in tension need not be limited.

16.5.8.6 The slenderness ratio of a web member in compression shall not exceed 200.

16.5.9 SPACERS AND BATTENS Compression members consisting of two or more sections shall be interconnected so that the slenderness ratio of each section calculated using its least radius of gyration is less than or equal to the design slenderness ratio of the built-up member. Spacers or battens shall be an integral part of the joist. 16.5.9 SPACERS AND BATTENS Spacers and battens must be an integral part of the joist and (see Clause 16.5.7.2(c) the steel deck is not to be considered to act as spacers or battens.

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Standards 16.5.10  CONNECTIONS AND SPLICES

Eccentricity limit Distance equal to y 1 or y whichever is greater.

16.5.10  CONNECTIONS AND SPLICES

As a general rule, the gravity axes of members should meet at a common point within a joint. However, when this is not practical, eccentricities may be neglected if they do not exceed those described in Clause 16.5.10.4; see Figure 2-40. Kaliandasani et al. (1977) have shown that the effect of small eccentricities is of minor consequence, except for eccentricities at the end bearing and the intersection of the end diagonal and bottom chord. (See also Clause 16.5.11.4.)

16.5.10.1

y

y1

Although splices are permitted at any point in chord or web members, the splices must be capable of carrying the factored loads without exceeding the factored resistances of the members. Butt-welded splices are permitted provided they develop the factored tensile resistance of the member. Chord web (a) Continuous web member

Eccentricity limit

Eccentricity e can be neglected when e ≤ e 1. e1

e

Component members of joists shall be connected by welding, bolting, or other approved means.

16.5.10.2

Chord web

Connections and splices shall develop the factored loads without exceeding the factored member resistances given in Clause 16. Butt-joint splices shall develop the factored tensile resistance, Tr , of the member.

16.5.10.3 Splices may occur at any point in chord or web members.

16.5.10.4 Members connected at a joint should have their centroidal axes meet at a point. Where this is impractical and eccentricities are introduced, such eccentricities may be neglected if they do not exceed: a) for continuous web members, the greater of the two distances measured from the neutral axis of the chord member to the extreme fibres of the chord member; and b) for non-continuous web members, the distance measured from the neutral axis to the back (outside face) of the chord member. When the eccentricity exceeds these limits, provision shall be made for the effects of total eccentricity. Eccentricities assumed in design shall be taken as the maximum fabrication tolerances and shall be stated on the shop details.

16.5.11 BEARINGS 16.5.11.1 Bearings of joists shall be proportioned so that the factored bearing resistance of the supporting material is not exceeded. 16.5.11.1 As required by Clause 16.4.1(c), the factored bearing resistance of the supporting material or the size of the bearing plates must be given on the building design drawings.

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(b) Non-continuous web member

Full eccentricity e must be considered. e

Chord web (c) Non-continuous web member

Figure 2-40 Eccentricity limits at panel points of joists

Standards Centre of bearing

e

Intersection of axes of chord and end diagonal

16.5.11.2 Where a joist bears, with or without a bearing plate, on solid masonry or concrete support, the bearing shall meet the requirements of CSA Standards S304.1 for masonry and CSA Standard A23.3 for concrete. 16.5.11.2

Bearing width

Figure 2-41 Joist end bearing eccentricity

Depth of bearing shoes vary, check with manufacturer.

Steel plate with anchor Reinforced to resist uplift, if necessary.

Figure 2-42 Joists bearing on steel plate anchored to concrete and masonry

1/

It is likely that the centre of bearing will be eccentric with respect to the intersection of the axes of the chord and the end diagonal as shown in Figure 2-41. Because the location of the centre of bearing is dependent on the field support conditions, and their construction tolerances, it may be wise to assume a maximum eccentricity when designing the bearing detail. In lieu of specific information, a reasonable assumption is to use a minimum eccentricity of one half the minimum bearing on a steel support of 65 mm. When detailing joists, care must be taken to provide clearance between the end diagonal and the supporting member or wall. See Figure 2-42. A maximum clearance of 25 mm is suggested to minimize eccentricities. One solution, to obtain proper bearing, is to increase the depth of the bearing shoe. For spandrel beams and other beams on which joists frame from one side only, good practice suggests that the centre of the bearing shoe be located within the middle third of the flange of the supporting beam (Figure 2-43(a). As the depth of bearing shoes vary, the building designer should check with the joist manufacturer in setting “top of steel” elevations. By using a deep shoe, interference between the support and the end diagonal will be avoided as shown in Figure 2-43(b). If the support is found to be improperly located, such that the span of the joist is increased, the resulting eccentricity may be greater than that assumed. Increasing the length of the bearing shoe to obtain proper bearing may create the more serious problem of increasing the amount of eccentricity.

16.5.11.3 Where a joist bears on a structural steel member, the end of the shoe shall extend at least 65 mm beyond the edge of the support, except that when the available bearing area is restricted, this distance may be reduced, provided that the shoe is adequately proportioned and anchored to the support.

3b

16.5.11.4 b

(a) Normal shoe

The joist shoe and the end panel of the joist shall be proportioned to include the effect of the eccentricity between the centre of the bearing and the intersection of the centroidal axes of the chord and the end diagonal.

16.5.11.5 Bottom bearing joists shall have their top and bottom chords held adequately in position at the supports.

May vary

(b) Deeper than normal shoe

(c) See Clause 16.6.12.3 when bearing is less than 65 mm.

Figure 2-43 Joists bearing on steel

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Standards 16.5.12 ANCHORAGE 16.5.12.1 Joists shall be properly anchored to withstand the effects of the combined factored loads, including net uplift. As a minimum, the following shall be provided: a) when anchored to masonry or concrete (i) for floor joists, a 10 mm diameter rod at least 300 mm long embedded horizontally; (ii) for roof joists, a 20 mm diameter anchor rod 300 mm long embedded vertically with a 50 mm, 90° hook; (b) when supported on steel, one 20 mm diameter bolt, or a pair of fillet welds satisfying the minimum size and length requirements of CSA Standard W59; the connection shall be capable of withstanding a horizontal load equal to 10% of the reaction of the joist. 16.5.12.1 When a joist is subject to net uplift, not only must the anchorage be sufficient to transmit the net uplift to the supporting structure but the supporting structure must be capable of resisting that force. The anchorage of joist ends to supporting steel beams provide both lateral restraint and torsional restraint to the top flange of the supporting steel beam (Albert et al. 1992). When the supporting beam is simply supported, the restraint provided to the compression flange likely means that the full cross-sectional bending resistance can be realized. In cantilever-suspended span construction, the restraint provided by the joists is applied to the tension flange in negative moment regions and is, therefore, less effective in restraining the bottom (compression) flange from buckling. Albert et al. (1992) and Essa and Kennedy (1993) show that, while the increase in moment resistance due to lateral restraint is substantial, in cantilever-suspended span construction, the further increase when torsional restraint is considered is even greater. The torsional restraint develops when the compression flange tends to buckle sideways distorting the web and twisting the top flange that is restrained by bending of the joists about the strong axis. The anchorage must therefore be capable of transmitting the moment that develops. For welds, a pair of 5 mm fillet welds 50 mm long coupled with the bearing of the joist seat would develop a factored moment resistance of about 1.8 kN.m.

16.5.12.2 Tie joists may have their top and bottom chords connected to a column. Unless otherwise specified, tie joists shall have top and bottom chord connections that are each at least equivalent to those required by Clause 16.5.12.1. Either the top or bottom connection shall utilize a bolted connection. 16.5.12.2 The function of tie joists is to assist in the erection and plumbing of the steel frame. Either the top or bottom chord is connected by bolting and, after plumbing the columns, the other chord is usually welded (Figure 2-44). In most buildings, tie joists remain as installed with both top and bottom chords connected; however, current practices vary throughout Canada with, in some cases, the bottom chord connections to the columns being made with slotted holes. Shrivastava et al. (1979) studied the behaviour of tie joist connections and concluded that they may be insufficient to carry lateral loads which could result from rigid bolting. The designation tie joist is not intended to be used for joists participating in frame action.

Figure 2-44 Tie joists

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Standards 16.5.12.3 Where joists are used as a part of a frame, the joist-to-column connections shall be designed to carry the moments and forces due to the factored loads. 16.5.12.3 When joists are used as part of a frame to brace columns, or to resist lateral forces on the finished structure, the appropriate moments and forces are to be shown on the bullding design drawings to enable the joists and the joist-to-column connections to be designed by the joist manufacturer. In cantilever suspended span roof framing, joists may also be used to provide stability for girders passing over columns. See also the commentary on Clauses 16.5.12.1, and 13.6.

16.5.13 DEFLECTION 16.5.13 DEFLECTION The method of computing deflections is now based on truss action, taking into account the axial deformation of all components rather than the former approximate method of using a moment of inertia equal to that of the truss chords and adding an allowance for the “shear” deformation of the web members.

16.5.13.1 Steel joists shall be proportioned so that deflection due to specified loads is within acceptable limits for the nature of the materials to be supported and the intended use and occupancy. Such deflection limits shall be as given in Clause 6.2.1 unless otherwise specified by the building designer.

16.5.13.2 The deflection shall be calculated based on truss action, taking into account the axial deformation of all the components of the joists.

16.5.14 CAMBER Unless otherwise specified by the building designer, the nominal camber shall be 0.002 of the span. For tolerances, see Clause 16.10.9. 16.5.14 CAMBER The nominal camber based on Clause 16.5.14 is now taken to vary linearly with the span and is tabulated in Table 2-1 rounded to the nearest millimetre. Manufacturing tolerances are covered in Clause 16.10.9. The maximum difference in camber of 20 mm for joists of the same span, set to limit the difference between two adjacent joists, is reached at a span of 16,000 mm.

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Standards Table 2-1 Camber for joists Span Up to 6 000



Nominal camber (mm)

Minimum camber (mm)

Maximum camber (mm)

12 +

4

20 22

7,000

14

6

8,000

16

8

24

9,000

18

10

26

10,000

20

11

29

11,000

22

13

31

12,000

24

15

33

13,000

26

17

35

14,000

28

18

38

15,000

30

20

40

16,000

32

22

42

16.5.15 Vibration The building designer shall give special consideration to floor systems where unacceptable vibration may occur. When requested, the joist manufacturer shall supply joist properties and details to the building designer (see Appendix E of S16-01 Guide). 16.5.15 Vibration Appendix E of S16-01, Guide for Floor Vibrations, contains recommendations for floors supported on steel joists. By increasing the floor thickness (mass), both the frequency and the peak acceleration are reduced, thus reducing the annoyance more efficiently than by increasing the moment of inertia (Ix) of the joists. For this reason, the building designer should weight, at the building design stage, the options in the Guide for Floor Vibrations to achieve the best performance.

16.5.16 WELDING 16.5.16.1 Welding shall conform to the requirements of Clause 24. Specific welding procedures for joist fabrication shall be accepted by the Canadian Welding Bureau. 16.5.16.1 Many welded joints used in joists are not prequalified under CSA W59, therefore the certified fabricator must have all these welded joints accepted by the Canadian Welding Bureau (CWB).

16.5.16.2 When welding joists to supporting members, surfaces to be welded shall be free of coatings that are detrimental to achieving an adequate weldment.

16.5.16.3 Flux and slag shall be removed from all welds. 16.5.16.3 Flux and slag are removed from all welds to assist in the inspection of the welds, as well as to increase the life of the protective coatings applied to the joists.

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Standards 16.6 STABILITY DURING CONSTRUCTION

L

Means shall be provided to support joist chords against lateral movement and to hold the joist in the vertical or specified plane during construction. 16.6 STABILITY DURING CONSTRUCTION

Figure 2-45 Diagonal bridging of joists

A distinction is made between bridging, put in to meet the slenderness ratio requirements for top and bottom chords, and the temporary support required by Clause 16.6 to hold joists against movement during construction. Permanent bridging, of course, can be used for both purposes.

16.7 BRIDGING Bridging welded to chord.

16.7 BRIDGING Figures 2-45, 2-46 and 2-47 provide illustrations of bridging and details of bridging connections.

16.7.1 GENERAL Bridging transverse to the span of joists may be used to meet the requirements of Clause 16.6 and also to meet the slenderness ratio requirements for chords. Bridging is not to be considered “bracing” as described in Clause 9.2. Figure 2-46 Horizontal bridging connections to the joist’s top chord

Bridging welded to diagonals. A

16.7.2 Installation All bridging and bridging anchors shall be completely installed before any construction loads, except for the weight of the workers necessary to install the bridging, are placed on the joists.

16.7.3 Types Unless otherwise specified or approved by the building designer, the joist manufacturer shall supply bridging that may be either of the diagonal or of the horizontal type.

16.7.4 DIAGONAL BRIDGING A

A-A

Overhead weld is preferred. Toe to toe weld of chord angle to bridging angle rod is not recommended.

Figure 2-47 Horizontal bridging connections to the joist’s bottom chord

Diagonal bridging consisting of crossed members running from top chord to bottom chord of adjacent joists shall have a slenderness ratio, L/r, of not more than 200, where L is the length of the diagonal bridging member or onehalf of this length when crossed members are connected at their point of intersection, and r is the least radius of gyration. All diagonal bridging shall be connected adequately to the joists by bolts or welds.

16.7.5 HORIZONTAL BRIDGING A line of horizontal bridging shall consist of a continuous member perpendicular to the joist span attached to either the top chord or the bottom chord of each joist. Horizontal bridging members shall have a slenderness ratio of not more than 300.

16.7.6  ATTACHMENT OF BRIDGING Attachment of diagonal and horizontal bridging to joist chords shall be by welding or mechanical means capable of resisting an axial load of at least 3 kN in the attached bridging member. Welds shall meet the minimum length requirements stipulated in CSA Standard W59.

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Standards 16.7.7  ANCHORAGE OF BRIDGING Each line of bridging shall be adequately anchored at each end to sturdy walls or to main components of the structural frame, if practicable. Otherwise, diagonal and horizontal bridging shall be provided in combination between adjacent joists near the ends of bridging lines. 16.7.7  ANCHORAGE OF BRIDGING

(a) Anchorage of bridging to steel beam (bolted)

Ends of bridging lines may be anchored to the adjacent steel frame or adjacent concrete or masonry walls as shown in Figure 2-48. Where attachment to the adjacent steel frame or walls is not practicable, diagonal and horizontal bridging shall be provided in combination between adjacent joists near the ends of bridging lines as shown in Figure 2-49. Joists bearing on the bottom chord will require bridging at the ends of the top chord.

16.7.8  BRIDGING SYSTEMS

(b) Anchorage of bridging to steel beam (welded)

Bridging systems, including sizes of bridging members and all necessary details, shall be shown on the erection diagrams. If a specific bridging system is required by the design, the design drawings shall show all information necessary for the preparation of shop details and erection diagrams.

16.7.9  SPACING OF BRIDGING Diagonal and horizontal bridging, whichever is furnished, shall be spaced so that the unsupported length of the chord between bridging lines or between laterally supported ends of the joist and adjacent bridging lines does not exceed:

(c) Anchorage of bridging to walls (side connection)

a) 170r for chords in compression; and b) 240r for chords always in tension where r = the applicable chord radius of gyration about its axis in the plane of the web Ends of joists anchored to supports may be assumed to be equivalent to bridging lines. If ends of joists are not so anchored before deck is installed, the distance from the face of the support to the nearest bridging member in the plane of the bottom chord shall not exceed 120r. In no case shall there be less than one line of horizontal or diagonal bridging attached to each joist spanning 4 m or more. If only a single line of bridging is required, it shall be placed at the centre of the joist span. If bridging is not used on joists less than 4 m in span, the ends of such joists shall be anchored to the supports so as to prevent overturning of the joist during placement of the deck.

(d) Anchorage of bridging to walls (top connection)

Figure 2-48 Anchorage of joist bridging

16.7.9  SPACING OF BRIDGING Either horizontal or diagonal bridging is acceptable, although horizontal bridging is generally recommended for shorter spans, up to about 15 m, and is usually attached by welding. Diagonal bridging is recommended for longer spans and is usually attached by bolting. Bridging need not be attached at panel points and may be fastened at any point along the length of the joists. When horizontal bridging is used, bridging lines will not necessarily appear in pairs as the requirements for support of tension chords are not the same as those for compression chords. Because the ends of joists are anchored, the supports may be assumed to be equivalent to bridging lines.

(a) diagonal bridging with horizontal bridging

(b) horizontal bridging with diagonal bridging

Figure 2-49 Bracing of joist bridging

66

Standards 16.8 DECKING 16.8.1 DECKING TO PROVIDE LATERAL SUPPORT Decking shall bear directly on the top chord of the joist. If not sufficiently rigid to provide lateral support to the compression chord of the joist, the compression chord of the joist shall be braced laterally in accordance with the requirements of Clause 9.2. 16.8.1 DECKING TO PROVIDE LATERAL SUPPORT When the decking complies with Clause 16.8 and is sufficiently rigid to provide lateral support to the top (compression) chord, the top chord bridging may be removed when it is no longer required. Bottom (tension) chord bridging is permanently required to limit the unsupported length of the chord to 240r, as defined in Clause 16.7.9.

16.8.2 DECK ATTACHMENTS Attachments considered to provide lateral support to top chords shall meet the requirements of Clause 9.2.3. The spacing of attachments shall be not exceed the design slenderness ratio of the top chord times the radius of gyration of the top chord about its vertical axis, nor shall it exceed 1 m.

16.8.3 DIAPHRAGM ACTION Where decking is used in combination with joists to form a diaphragm for the purpose of transferring lateral applied loads to vertical bracing systems, special attachment requirements shall be fully specified on the building design drawings.

16.8.4  CAST-IN-PLACE SLABS Cast-in-place slabs used as decking shall have a minimum thickness of 50 mm. Forms for cast-in-place slabs shall not cause lateral displacement of the top chords of joists during installation of the forms or the placing of the concrete. Non-removable forms shall be positively attached to top chords by means of welding, clips, ties, wedges, fasteners, or other suitable means at intervals not exceeding 1 m; however, there shall be at least two attachments in the width of each form at each joist. Forms and their method of attachment shall be such that the cast-in-place slab, after hardening, is capable of furnishing lateral support to the joist chords.

16.8.5 INSTALLATION OF STEEL DECK 16.8.5.1 To facilitate attachment of the steel deck, the location of the top chord of the joist shall be confirmed by marking the deck at suitable intervals or by other means. 16.8.5.1 Workmanship is of concern when decking is to be attached by arc-spot welding to top chords of joists. When the joist location is marked on the deck as the deck is positioned, the welders will be more likely to position the arc-spot welds correctly.

67

Standards 16.8.5.2 The installer of the steel deck to be fastened to joists by arc spot welding shall be a company certified by the Canadian Welding Bureau to the requirements of CSA Standard W47.1. The welding procedures shall be accepted by the Canadian Welding Bureau. The welders shall have current qualifications for arc spot welding issued by the Canadian Welding Bureau. 16.8.5.2 Arc-spot welds for attaching the deck to joists are structural welds and require proper welding procedures.

16.9  SHOP COATING Joists shall have a shop coating meeting the requirements of Clause 28.8.6, unless otherwise specified. 16.9  SHOP PAINTING Interiors of buildings conditioned for human comfort are generally assumed to be of a non-corrosive environment and therefore do not require corrosion protection. Joists normally receive one coat of paint suitable for a production line application, usually by dipping a bundle of joists into a tank. This paint is generally adequate for three months of exposure, which should be ample time to enclose, or paint, the joists. Special coatings, and paints that require special surface preparations, are expensive because these have to be applied individually to each joist by spraying or other means. For joists comprised of cold-formed members, surface preparations that were meant to remove mill scale from hot-rolled members are not appropriate.

16.10 MANUFACTURING TOLERANCES 16.10  MANUFACTURING TOLERANCES Figure 2-50 illustrates many of the manufacturing tolerance requirements.

16.10.1 The tolerance on the specified depth of the manufactured joist shall be ± 7 mm.

16.10.2 The deviation of a panel point from the design location, measured along the length of a chord, shall not exceed 13 mm. The centroidal axes of the bottom chord and the end diagonals carrying transverse shear should meet at the first bottom panel point even when the end diagonal is an upturned bottom chord (see Clause 16.5.10.4). Lenght +- 7 mm (1/4 in.)

16.10.3 The deviation of a panel point from the design location, measured perpendicular to the longitudinal axis of the chord and in the plane of the joist, shall not exceed 7 mm.

16.10.4 The connections of web members to chords shall not deviate laterally more than 3 mm from that assumed in the design.

Specified depth

Nominal or specified camber (see 6.2.9).

+- 7 mm (1/4 in.)

1/50 W max.

+- 25 mm (1 in.)

Hole location +- 3 mm (1/8 in.)

16.10.5 The sweep of a joist or any portion of the length of the joist, upon completion of manufacture, shall not exceed 1/500 of the length on which the sweep is measured.

Panel point location

Specified shoe depth +- 3 mm (1/8 in.) W Shoe

Figure 2-50 Joist manufacturing tolerances

68

Standards 16.10.6 The tilt of bearing shoes shall not exceed 1 in 50 measured from a plane perpendicular to the plane of the web and parallel to the longitudinal axis of the joist.

16.10.7 The tolerance on the specified shoe depth shall be ± 3 mm.

16.10.8 The tolerance on the specified length of the joist shall be ± 7 mm. The connection holes in a joist shall not vary from the detailed location by more than 2 mm for joists 10 m or less in length or by more than 3 mm for joists more than 10 m in length.

16.10.9 The tolerance in millimetres on the nominal or specified camber shall be ± ( 6 + L ). 4,000 The minimum camber in a joist shall be 3 mm. The range in camber for joists of the same span shall be 20 mm.

16.11 INSPECTION AND QUALITY CONTROL 16.11.1 INSPECTION Material and quality of work shall be accessible for inspection at all times by qualified inspectors representing the building designer. Random in-process inspection shall be carried out by the manufacturer, and all joists shall be thoroughly inspected by the manufacturer before shipping. Third-party welding inspection shall be in accordance with Clause 30.5.

16.11.2 IDENTIFICATION AND CONTROL OF STEEL Steel used in the manufacture of joists shall, at all times, be identified in the manufacturer’s plant as to its specification (and grade, where applicable) by suitable markings, by recognized colour-coding, or by any system devised by the manufacturer that will ensure to the satisfaction of the building designer that the correct material is being used.

16.11.3  QUALITY CONTROL Upon request by the building designer, the manufacturer shall provide evidence of having suitable quality control measures to ensure that the joists meet all specified requirements. When testing is part of the manufacturer’s normal quality control program, the loading criteria shall be 1.0/0.9 times the factored loads for the specific joist design. 16.11.3  QUALITY CONTROL When testing forms part of the manufacturers normal quality control programme, the test shall follow steps 1 to 4 of the loading procedure given in Part 5 of Steel Joist Facts (CISC 1980).

69

Standards 16.12 HANDLING AND ERECTION 16.12.1 GENERAL Care shall be exercised to avoid damage during strapping, transport, unloading, site storage, piling, and erection. Dropping of joists shall be avoided. Special precautions shall be taken when erecting long, slender joists, and hoisting cables shall not be released preferably until the member is stayed laterally by at least one line of bridging. Joists shall have all bridging attached and permanently fastened in place before the application of any loads. Construction loads shall be adequately distributed so as not to exceed the capacity of any joist. Field welding shall not cause damage to joists, bridging, deck, and supporting steel members.

16.12.2 ERECTION TOLERANCES 16.12.2  ERECTION TOLERANCES Figure 2-51 illustrates many of the erection tolerance requirements. In this edition, Clause 16.12.2.5 has been added to control the differential deflection between any three adjacent joists to smooth the supported deck’s profile.

16.12.2.1 The maximum sweep of a joist or a portion of the length of a joist upon completion of erection shall not exceed the limit given in Clause 16.10.5 and shall be in accordance with the general requirements of Clause 29.

1/500 L1 max.

Plan view of joists

16.12.2.2 L1

All members shall be free from twists, sharp kinks, and bends.

Lenght = L

16.12.2.3

1/500 L max.

The deviation of joists as erected from the location in the plan shown on the erection diagrams shall not exceed 15 mm.

Sweep

16.12.2.4

1/50 d

The deviation of the bottom chord with respect to the top chord, normal to the specified plane of the web of a joist, shall not exceed 1/50 of the depth of the joist

90°

d

The maximum deviation in elevation between the tops of any three adjacent joists shall not be greater than 0.01 times the joist spacing, and in no case greater than 25 mm. The deviation is the vertical offset from the top of the centre joist to the line joining the tops of the centres of the adjacent joists.

d

16.12.2.5

Figure 2-51 Joist erection tolerances

70

1/5

0d

Parrallel to roof deck

Joist depth selection table MEtriC

Span (m)

Joist depth (mm) 200 250 300

3

350 400 450 500

Span (m)

Joist depth (mm) 200 250 300

4

350 400 450 500

Span (m)

Joist depth (mm) 250 300 350

5

400 450 500 550

XXX

: Mass of joist (kg/m)

XXX

: % of service load to produce a deflection of L/360 Factored load (kN/m) Service load (kN/m)

4.5 3.0 8.2

6.0 4.0 8.2

7.5 5.0 8.2

9.0 6.0 8.2

10.5 7.0 8.2

12.0 8.0 8.2

13.5 9.0 8.2

15.0 10.0 8.2

16.5 11.0 9.5

18.0 12.0 9.8

19.5 13.0 10.2

21.0 14.0 10.6

22.5 15.0 12.0

200

192

154

128

110

96

86

77

85

81

75

72

79

8.4

8.4

8.4

8.4

8.4

8.4

8.4

8.4

8.6

8.6

9.8

9.8

9.8

200

200

200

200

178

155

138

124

113

104

116

108

101

10.1

10.1

10.1

10.1

10.1

10.1

10.1

10.1

10.1

10.1

10.1

10.1

10.1

200

200

200

200

200

200

200

200

200

186

171

159

149

10.3

10.3

10.3

10.3

10.3

10.3

10.3

10.3

10.3

10.3

10.4

10.4

10.6

200

200

200

200

200

200

200

200

200

200

200

200

200

10.5

10.5

10.5

10.5

10.5

10.5

10.5

10.5

10.5

10.5

10.6

10.8

10.8

200

200

200

200

200

200

200

200

200

200

200

200

200

10.6

10.6

10.6

10.6

10.6

10.7

10.7

10.8

10.8

10.9

10.9

11.0

11.1

200

200

200

200

200

200

200

200

200

200

200

200

200

10.7

10.7

10.7

10.7

10.7

10.8

10.8

10.8

10.9

11.1

11.1

11.2

11.3

200

200

200

200

200

200

200

200

200

200

200

200

200

16.5 11.0 15.8

18.0 12.0 17.3

19.5 13.0 18.8

21.0 14.0 20.4

22.5 15.0 22.1

Factored load (kN/m) Service load (kN/m) 4.5 3.0 7.8

6.0 4.0 7.8

7.5 5.0 8.4

9.0 6.0 8.8

10.5 7.0 10.3

12.0 8.0 11.5

13.5 9.0 12.8

15.0 10.0 14.4

105

79

73

64

65

64

65

65

65

64

64

65

64

8.0

8.0

8.0

8.0

8.2

8.8

9.7

11.3

12.0

12.6

13.5

13.9

14.4

170

128

102

85

73

74

68

75

72

69

67

66

66

9.6

9.6

9.6

9.6

9.6

9.6

9.6

10.3

10.6

12.4

13.4

13.4

13.7

200

200

183

153

131

115

102

96

90

98

95

88

86

9.8

9.8

9.8

9.8

9.8

9.8

10.1

10.1

10.5

10.5

11.8

12.9

13.6

200

200

200

200

181

159

141

127

121

111

112

116

114

9.9

9.9

9.9

9.9

9.9

9.9

10.3

10.3

10.3

10.4

10.9

10.9

12.0

200

200

200

200

200

200

187

168

153

140

135

126

128

10.1

10.1

10.1

10.1

10.1

10.4

10.5

10.5

10.5

10.7

11.1

11.2

11.2

200

200

200

200

200

200

200

200

195

179

165

153

150

10.3

10.3

10.3

10.3

10.6

10.6

10.7

10.7

10.9

10.9

11.3

11.3

11.6

200

200

200

200

200

200

200

200

200

200

200

191

178

16.5 11.0 19.0

18.0 12.0 20.1

19.5 13.0 22.9

21.0 14.0 24.6

22.5 15.0 25.9

Factored load (kN/m) Service load (kN/m) 4.5 3.0 8.0

6.0 4.0 8.0

7.5 5.0 9.4

9.0 6.0 11.4

10.5 7.0 12.4

12.0 8.0 13.8

13.5 9.0 15.6

15.0 10.0 17.4

86

64

65

70

65

65

64

64

65

63

65

65

64

9.3

9.3

9.3

9.9

10.2

11.8

12.4

13.5

14.5

15.3

16.9

18.3

19.5

154

115

92

80

72

74

69

67

67

64

66

67

64

9.5

9.5

9.5

9.8

10.1

10.7

12.0

12.3

13.3

14.4

15.1

15.6

17.2

200

160

128

107

96

87

86

82

78

81

79

76

76

9.6

9.6

9.6

10.0

10.0

10.6

10.6

12.2

13.2

13.6

13.9

15.4

15.9

200

200

169

141

121

111

99

103

99

95

92

92

91

9.8

9.8

10.2

10.2

10.6

10.6

10.9

11.3

13.1

13.4

13.9

14.3

14.9

200

200

200

180

155

135

126

113

120

116

107

105

102

9.9

9.9

10.2

10.6

10.9

11.9

12.3

13.1

13.5

13.9

14.9

15.1

16.5

200

200

200

200

200

196

182

169

154

144

145

135

136

10.8

10.8

10.8

11.2

11.5

12.2

13.0

13.3

13.8

14.5

15.0

15.8

16.7

200

200

200

200

200

200

200

200

187

182

173

165

154

Lightest joist

71

Joist depth selection table MEtriC

Span (m)

Joist depth (mm) 300 350 400

6

450 500 550 600

Span (m)

Joist depth (mm) 350 400 450

7

500 550 600 600

Span (m)

Joist depth (mm) 400 450 500

8

550 600 650 700

: Mass of joist (kg/m)

XXX

: % of service load to produce a deflection of L/360 Factored load (kN/m) Service load (kN/m)

4.5 3.0 9.1

6.0 4.0 9.7

7.5 5.0 11.2

9.0 6.0 12.8

10.5 7.0 14.6

12.0 8.0 16.8

13.5 9.0 18.9

15.0 10.0 20.8

16.5 11.0 22.7

18.0 12.0 24.7

19.5 13.0 26.3

21.0 14.0 30.8

22.5 15.0 30.8

88

69

64

64

65

65

65

65

64

64

63

64

64

9.3

9.6

10.0

11.7

12.4

13.6

14.9

16.1

18.3

19.0

20.3

24.1

24.1

122

92

77

74

71

67

68

66

68

64

66

65

64

9.4

9.9

9.9

10.6

12.0

13.1

13.6

15.1

15.9

16.9

19.4

21.6

21.6

162

121

97

85

84

82

76

74

74

73

76

74

71

9.9

10.1

10.1

10.5

11.0

12.6

13.5

14.8

15.5

16.4

17.4

20.1

20.7

200

155

124

108

97

94

93

91

86

87

83

83

88

10.1

10.2

10.2

10.7

11.1

11.6

13.0

14.6

14.9

15.7

16.9

18.9

18.9

200

193

154

129

116

101

104

105

100

98

96

93

93

10.7

10.8

11.1

11.1

11.6

11.9

13.5

14.6

15.4

15.8

16.2

16.9

18.4

200

200

188

157

134

123

120

121

110

106

103

103

107

10.8

10.9

11.8

12.5

13.4

13.8

15.0

16.0

16.3

17.5

18.5

18.5

18.5

200

200

200

200

196

177

172

158

147

146

138

142

119

16.5 11.0 26.1

18.0 12.0 28.4

19.5 13.0 28.7

21.0 14.0 31.6

22.5 15.0 33.6

Factored load (kN/m) Service load (kN/m) 4.5 3.0 9.1

6.0 4.0 10.5

7.5 5.0 12.6

9.0 6.0 14.3

10.5 7.0 17.1

12.0 8.0 20.1

13.5 9.0 21.8

15.0 10.0 23.7

76

66

65

64

65

64

63

64

64

64

64

64

64

9.3

10.0

11.8

13.0

14.1

16.4

17.9

19.1

21.3

22.6

24.3

24.3

26.1

101

79

74

68

66

64

65

64

65

63

64

64

65

9.9

10.1

10.6

12.9

13.2

16.0

16.5

17.2

20.0

20.7

21.7

23.7

24.8

129

97

81

83

75

74

72

70

75

71

70

70

69

9.9

10.2

11.0

12.6

13.2

14.6

16.2

16.9

18.6

18.7

19.2

20.5

21.8

161

121

105

98

89

85

85

84

82

85

84

86

85

10.5

10.9

11.2

12.7

13.4

14.3

15.0

15.7

18.0

18.6

19.0

19.1

20.4

196

147

123

111

102

98

96

98

93

92

96

95

94

10.7

11.2

12.0

12.9

13.9

14.7

15.2

15.5

17.9

17.9

18.1

18.8

19.3

200

176

148

128

130

114

110

115

105

112

115

110

107

12.0

12.3

12.5

13.8

14.3

14.8

15.4

15.7

15.8

16.3

17.6

17.6

19.0

200

200

200

200

189

165

147

136

127

123

126

117

121

16.5 11.0 28.3

18.0 12.0 31.6

19.5 13.0 34.4

21.0 14.0 36.5

22.5 15.0 38.0

Factored load (kN/m) Service load (kN/m) 4.5 3.0 9.2

6.0 4.0 11.5

7.5 5.0 14.0

9.0 6.0 16.0

10.5 7.0 20.5

12.0 8.0 20.6

13.5 9.0 24.0

15.0 10.0 26.5

67

65

66

65

65

63

65

65

64

64

64

65

66

9.6

10.3

12.5

14.1

16.9

18.5

20.2

21.7

23.9

25.9

28.5

30.3

30.3

86

70

70

66

65

66

65

65

65

64

64

65

63

9.7

10.3

11.9

13.4

15.8

16.0

17.0

17.3

19.1

20.5

22.9

24.9

26.0

107

84

78

73

70

68

74

69

69

68

65

67

68

10.4

10.6

11.6

13.3

14.5

15.6

16.0

17.1

17.9

19.5

22.7

24.8

24.8

131

98

86

84

80

80

76

81

77

77

77

74

73

10.7

10.9

11.8

14.1

15.0

15.2

15.6

16.4

17.6

18.1

22.6

24.5

24.5

156

117

98

101

91

86

92

91

88

84

81

83

82

12.2

13.6

13.7

14.3

15.2

15.3

15.4

15.6

16.6

17.9

20.0

22.4

22.8

200

200

176

151

126

110

98

98

104

96

92

98

94

12.3

13.7

13.9

14.4

15.8

16.0

16.1

16.5

17.0

18.0

20.3

21.3

22.0

200

200

200

176

158

128

114

106

106

112

106

108

107

Lightest joist

72

XXX

Joist depth selection table MEtriC

Span (m)

Joist depth (mm) 450 500 550

9

600 650 700 750

Span (m)

Joist depth (mm) 500 550 600

10

650 700 750 800

Span (m)

Joist depth (mm) 550 600 650

11

700 750 800 900

XXX

: Mass of joist (kg/m)

XXX

: % of service load to produce a deflection of L/360 Factored load (kN/m) Service load (kN/m)

4.5 3.0 10.7

6.0 4.0 12.7

7.5 5.0 15.3

9.0 6.0 19.9

10.5 7.0 21.0

12.0 8.0 23.7

13.5 9.0 26.6

15.0 10.0 30.0

16.5 11.0 34.7

18.0 12.0 34.7

19.5 13.0 36.3

21.0 14.0 38.1

22.5 15.0 42.4

66

64

66

67

65

64

65

63

65

64

66

64

64

10.5

12.5

13.4

14.8

16.7

18.2

20.1

22.8

30.5

30.5

30.5

32.0

34.2

79

73

64

64

66

64

63

64

64

65

64

64

64

10.3

11.4

13.2

14.4

16.4

17.1

18.5

20.3

23.6

24.1

25.8

26.8

29.1

91

75

74

70

67

71

68

68

65

65

67

64

65

10.7

11.5

13.7

14.2

15.9

16.0

18.3

20.2

23.5

23.8

25.4

26.1

28.0

109

86

85

78

79

78

79

73

80

80

76

75

75

12.4

13.6

13.8

14.5

15.2

15.5

18.2

20.0

23.3

23.3

24.7

25.6

26.5

181

154

123

106

95

83

94

90

87

88

83

84

82

12.5

13.7

13.9

14.7

15.6

16.2

17.3

19.7

21.5

21.6

23.6

25.3

25.9

200

179

143

123

108

111

88

101

91

95

93

94

91

12.7

13.8

14.0

14.9

15.7

16.3

17.6

19.4

19.9

19.9

21.4

22.5

23.6

200

195

165

142

125

103

114

114

106

94

96

92

92

16.5 11.0 33.6

18.0 12.0 37.0

19.5 13.0 42.0

21.0 14.0 45.5

22.5 15.0 45.5

Factored load (kN/m) Service load (kN/m) 4.5 3.0 11.6

6.0 4.0 13.5

7.5 5.0 16.8

9.0 6.0 18.2

10.5 7.0 21.8

12.0 8.0 24.7

13.5 9.0 31.5

15.0 10.0 33.1

66

65

64

65

65

64

64

64

64

65

68

69

64

10.5

13.3

13.9

15.6

18.4

20.2

24.6

28.3

28.3

30.0

33.3

36.1

38.4

70

68

68

65

65

63

65

65

64

64

64

67

64

11.1

13.2

13.6

14.4

17.2

18.8

21.8

23.9

24.8

26.4

28.6

31.7

35.2

83

77

76

70

71

69

67

65

67

65

64

65

68

11.8

13.4

13.7

14.2

16.0

17.8

20.7

22.7

23.2

25.3

27.0

28.9

31.8

132

112

89

83

78

76

74

72

72

73

69

70

72

11.9

13.5

13.8

14.3

15.4

17.2

19.9

22.3

22.3

24.8

25.2

26.7

29.9

153

14

104

87

85

85

81

80

76

83

75

75

80

12.1

13.6

14.0

14.4

15.7

16.8

18.3

19.9

21.6

23.1

25.0

26.5

28.3

177

133

120

100

95

98

90

90

87

88

88

89

87

12.3

13.7

14.1

14.5

16.0

17.1

19.3

21.9

21.9

22.9

24.1

26.0

27.4

200

172

137

114

98

95

100

96

93

95

93

94

93

16.5 11.0 36.8

18.0 12.0 42.3

19.5 13.0 45.1

21.0 14.0 49.8

22.5 15.0 50.5

Factored load (kN/m) Service load (kN/m) 4.5 3.0 12.9

6.0 4.0 13.7

7.5 5.0 17.7

9.0 6.0 20.1

10.5 7.0 23.1

12.0 8.0 26.1

13.5 9.0 34.6

15.0 10.0 34.6

64

63

66

65

64

65

63

64

65

68

68

69

64

12.8

13.2

14.9

17.2

20.4

22.2

27.0

28.2

31.5

33.9

37.4

39.2

45.6

72

71

65

64

65

64

63

64

64

64

64

64

67

13.1

13.4

14.1

15.6

18.7

19.6

22.3

25.2

27.6

29.5

31.7

36.2

37.4

112

84

72

67

67

65

64

66

65

64

64

67

66

13.3

13.5

14.2

14.5

17.8

19.2

22.0

23.5

25.3

27.6

29.6

32.0

35.8

115

98

78

70

76

69

72

71

70

71

69

70

73

13.4

13.7

14.4

14.7

16.3

17.9

20.9

21.9

24.9

26.7

28.0

30.2

32.4

133

113

90

81

77

77

77

75

78

78

76

74

75

13.5

13.9

14.6

14.9

17.3

18.8

21.0

21.4

23.2

25.8

27.1

28.5

30.7

172

129

103

86

89

88

83

85

82

82

82

81

79

13.8

14.1

14.7

15.0

17.6

19.0

21.3

21.8

23.4

24.6

26.5

27.8

29.1

200

164

131

109

104

107

95

98

95

96

97

95

94

Lightest joist

73

Joist depth selection table Metric

Span (m)

Joist depth (mm) 600 650 700

12

750 800 900 1 000

Span (m)

Joist depth (mm) 650 700 750

13

800 900 1 000 1 100

Span (m)

Joist depth (mm) 700 750 800

14

900 1 000 1 100 1 200

: Mass of joist (kg/m)

XXX

: % of service load to produce a deflection of L/360 Factored load (kN/m) Service load (kN/m)

4.5 3.0 13.9

6.0 4.0 15.0

7.5 5.0 18.4

9.0 6.0 21.4

10.5 7.0 26.6

12.0 8.0 32.8

13.5 9.0 32.8

15.0 10.0 36.7

16.5 11.0 42.4

18.0 12.0 46.1

19.5 13.0 50.8

21.0 14.0 50.8

22.5 15.0 54.6

65

65

66

64

64

64

64

66

68

68

68

64

65

13.1

13.4

15.8

18.8

23.3

25.5

28.3

31.6

34.2

38.0

43.3

47.0

47.4

86

64

64

65

65

65

65

64

64

64

68

65

65

13.5

13.5

14.4

17.6

20.5

21.9

24.9

27.5

29.5

31.8

36.1

37.5

41.5

100

75

67

68

64

64

66

66

65

64

66

65

67

13.5

13.6

14.6

16.5

18.2

21.1

23.4

25.3

27.9

31.1

32.9

36.0

40.9

115

87

74

75

70

70

70

68

69

70

68

71

74

13.6

13.8

14.7

16.7

18.8

19.6

22.7

23.9

26.7

29.6

31.6

33.2

36.4

132

99

79

79

77

76

75

72

75

75

74

72

76

13.8

14.0

14.9

16.8

19.0

19.8

21.4

23.6

25.2

27.4

28.9

30.9

33.5

168

126

101

93

94

88

87

89

88

85

85

84

82

14.1

14.3

15.0

17.0

19.1

20.0

21.5

23.7

25.4

27.0

28.3

29.8

31.4

200

156

125

107

108

102

100

99

97

100

98

96

94

16.5 11.0 43.2

18.0 12.0 46.4

19.5 13.0 51.1

21.0 14.0 54.9

22.5 15.0 63.5

Factored load (kN/m) Service load (kN/m) 4.5 3.0 13.5

6.0 4.0 16.6

7.5 5.0 20.4

9.0 6.0 23.6

10.5 7.0 27.3

12.0 8.0 31.5

13.5 9.0 35.6

15.0 10.0 39.5

67

64

65

64

65

64

64

64

63

64

64

65

67

13.3

15.4

17.9

20.8

23.9

27.2

29.9

33.6

37.5

40.8

45.5

46.5

50.3

79

68

64

65

65

65

64

64

64

64

69

64

65

13.4

13.8

15.4

18.2

21.7

23.8

27.6

29.6

32.8

35.9

38.9

41.9

46.9

91

68

65

64

65

64

66

65

65

65

64

65

69

13.6

13.9

15.6

17.4

21.2

23.1

25.5

27.2

31.1

33.4

36.6

38.2

42.4

103

78

69

70

71

68

68

66

67

68

69

67

69

13.7

14.2

15.7

17.6

19.5

21.3

23.3

26.2

28.4

30.8

33.5

37.2

38.5

132

99

85

86

85

80

77

78

79

77

77

80

77

13.9

14.8

15.8

17.7

19.6

21.5

23.4

25.3

27.0

28.8

32.4

34.1

37.2

164

127

98

99

92

92

90

91

91

88

88

88

90

14.1

15.2

15.9

17.9

19.8

21.8

23.6

25.5

27.2

29.1

31.5

32.8

35.1

199

154

123

103

112

108

102

102

101

101

101

98

100

16.5 11.0 46.0

18.0 12.0 49.8

19.5 13.0 53.5

21.0 14.0 58.4

22.5 15.0 67.1

Factored load (kN/m) Service load (kN/m) 4.5 3.0 14.8

6.0 4.0 18.0

7.5 5.0 20.9

9.0 6.0 25.8

10.5 7.0 28.9

12.0 8.0 33.0

13.5 9.0 36.8

15.0 10.0 42.1

68

66

65

65

64

64

64

65

65

65

65

64

68

13.5

15.5

18.9

22.5

25.7

29.3

33.2

38.0

40.8

45.9

46.9

50.2

54.5

72

65

66

64

65

65

65

67

64

69

64

64

65

14.1

14.6

17.4

21.0

23.1

26.4

29.2

32.2

35.9

38.5

42.3

47.5

50.5

83

67

68

65

65

65

64

64

65

64

64

68

69

14.4

14.8

16.5

19.5

21.5

24.1

26.5

29.7

31.8

34.4

38.5

42.1

43.9

105

79

83

74

73

72

72

72

70

69

72

74

74

14.6

15.0

16.6

18.5

20.0

22.2

26.1

27.6

29.9

33.5

36.4

38.6

42.0

135

98

87

86

82

81

86

82

81

80

83

82

84

14.9

15.2

16.9

18.7

20.2

22.4

24.3

26.8

29.0

31.8

34.7

37.9

38.7

164

119

98

104

96

95

94

92

93

90

92

94

90

15.3

15.5

17.0

18.9

20.5

22.6

24.5

27.1

29.3

32.2

33.2

35.1

38.2

190

143

114

115

110

105

103

106

102

104

101

99

105

Lightest joist

74

XXX

Joist depth selection table Metric

Span (m)

Joist depth (mm) 750 800 900

15

1 000 1 100 1 200 1 300

Span (m)

Joist depth (mm) 750 800 900

16

1 000 1 100 1 200 1 300

Span (m)

Joist depth (mm) 800 900 1 000

17

1 100 1 200 1 300 1 400

XXX

: Mass of joist (kg/m)

XXX

: % of service load to produce a deflection of L/360 Factored load (kN/m) Service load (kN/m)

4.5 3.0 14.8

6.0 4.0 18.5

7.5 5.0 22.3

9.0 6.0 26.5

10.5 7.0 31.1

12.0 8.0 35.4

13.5 9.0 42.2

15.0 10.0 45.7

16.5 11.0 50.0

18.0 12.0 53.5

19.5 13.0 58.8

21.0 14.0 63.7

22.5 15.0 67.5

68

64

64

65

65

64

68

67

66

66

65

63

64

13.7

16.9

20.3

24.0

27.4

31.6

35.6

40.1

43.1

46.8

50.3

54.2

59.8

67

64

65

65

64

65

64

64

64

64

64

65

64

13.8

14.8

18.1

21.2

23.8

26.9

29.8

32.8

36.8

40.0

43.7

51.7

51.7

86

71

70

69

67

67

65

66

68

65

69

76

71

14.0

14.9

17.1

19.4

22.5

25.3

27.4

31.0

34.5

39.7

41.8

43.3

44.8

106

80

84

77

76

76

74

74

75

83

79

77

75

14.3

15.1

17.3

19.6

21.5

24.1

27.4

29.3

32.3

35.8

38.3

42.3

43.7

129

97

94

93

86

86

88

83

84

83

85

90

86

15.6

15.6

17.5

19.8

21.7

24.6

27.6

29.6

31.1

33.7

37.5

39.2

43.1

154

116

103

101

99

98

95

97

95

92

96

94

97

15.9

15.9

17.6

19.9

21.8

24.8

27.7

29.9

31.5

34.0

35.1

38.0

42.9

182

140

122

110

108

112

111

108

106

105

102

105

112

16.5 11.0 41.4

18.0 12.0 45.9

19.5 13.0 49.1

21.0 14.0 53.7

22.5 15.0 53.7

Factored load (kN/m) Service load (kN/m) 4.5 3.0 16.5

6.0 4.0 19.9

7.5 5.0 22.6

9.0 6.0 25.5

10.5 7.0 28.4

12.0 8.0 31.5

13.5 9.0 35.2

15.0 10.0 37.7

64

65

65

65

64

63

64

64

65

66

67

68

64

14.9

17.8

20.1

23.1

25.4

28.4

31.1

34.1

37.3

43.0

43.0

45.8

50.2

64

65

64

65

64

64

65

65

66

69

64

66

67

13.6

15.3

17.5

19.0

21.4

23.7

26.1

28.0

30.2

32.8

34.6

36.5

38.7

70

65

66

64

65

64

65

65

65

65

65

64

64

13.9

14.3

16.5

17.6

19.1

22.1

23.5

25.8

27.4

29.1

31.5

33.6

36.5

87

73

82

74

71

72

70

72

70

69

70

70

68

14.0

14.4

16.6

17.9

19.3

20.4

22.2

24.0

25.6

28.2

29.2

31.5

33.1

106

89

85

87

83

82

80

78

79

80

78

78

77

14.5

14.9

16.7

18.0

19.4

20.5

22.4

24.4

26.5

27.8

28.3

29.7

33.2

127

106

93

96

92

89

90

90

91

89

86

85

87

15.3

15.3

16.8

18.2

19.6

20.7

22.5

24.5

26.7

28.3

29.2

31.3

32.0

154

125

110

113

101

101

98

99

98

99

98

100

97

16.5 11.0 45.2

18.0 12.0 49.0

19.5 13.0 50.4

21.0 14.0 53.8

22.5 15.0 58.5

Factored load (kN/m) Service load (kN/m) 4.5 3.0 18.3

6.0 4.0 20.4

7.5 5.0 24.2

9.0 6.0 26.8

10.5 7.0 30.3

12.0 8.0 34.0

13.5 9.0 37.0

15.0 10.0 41.5

67

64

65

64

64

65

65

67

68

68

64

65

65

15.2

17.1

19.9

22.5

25.4

27.7

29.8

32.7

34.9

37.9

42.7

43.3

46.7

68

64

66

65

66

65

64

65

64

64

68

64

66

14.0

15.4

18.3

19.6

22.2

24.0

25.7

27.9

30.4

32.1

36.3

38.2

38.8

73

68

71

66

67

66

66

65

65

66

69

66

64

14.1

15.5

17.2

18.5

20.2

23.2

24.4

26.5

28.6

31.3

32.8

34.2

37.8

89

82

83

78

76

75

73

73

73

74

73

71

74

14.4

15.6

17.4

18.6

20.4

21.7

24.0

25.9

28.4

29.3

30.8

33.8

35.5

106

88

92

87

85

84

82

85

83

81

80

81

80

15.2

15.8

17.6

18.9

20.5

21.9

24.2

26.2

27.2

28.6

30.0

32.2

34.3

125

104

102

94

93

93

90

93

92

91

89

90

89

16.1

17.0

17.7

20.0

21.7

23.1

24.4

26.4

28.1

29.3

30.7

32.6

34.0

145

124

107

116

111

109

101

99

104

102

101

102

101

Lightest joist

75

Joist depth selection table Metric

Span (m)

Joist depth (mm) 900 1 000 1 100

18

1 200 1 300 1 400 1 600

Span (m)

Joist depth (mm) 1 000 1 100 1 200

19

1 300 1 400 1 600 1 800

Span (m)

Joist depth (mm) 1 000 1 100 1 200

20

1 300 1 400 1 600 1 800

: Mass of joist (kg/m)

XXX

: % of service load to produce a deflection of L/360 Factored load (kN/m) Service load (kN/m)

4.5 3.0 17.0

6.0 4.0 21.7

7.5 5.0 26.7

9.0 6.0 31.9

10.5 7.0 35.4

12.0 8.0 39.6

13.5 9.0 42.1

15.0 10.0 44.6

16.5 11.0 46.5

18.0 12.0 47.4

19.5 13.0 49.1

21.0 14.0 51.2

22.5 15.0 52.9

65

71

76

80

85

86

94

94

91

98

99

98

97

15.0

18.9

22.9

27.0

31.1

36.2

38.1

40.9

41.6

43.1

46.4

46.7

47.8

68

72

78

80

84

87

87

90

91

92

93

100

101

14.2

18.1

20.8

25.5

28.6

30.7

31.4

36.5

37.8

38.4

39.0

41.3

46.2

75

81

83

89

91

92

96

100

109

103

104

98

115

14.6

17.2

20.5

23.9

25.4

27.1

29.0

31.6

33.4

35.1

36.2

38.6

41.9

89

97

95

98

101

101

105

106

111

108

125

117

110

15.0

17.9

19.1

20.0

23.0

25.2

28.1

30.7

32.3

33.8

34.1

36.1

38.7

105

106

105

109

112

113

114

121

128

125

119

138

130

16.3

18.1

20.3

21.9

23.9

26.0

26.4

28.4

30.9

31.7

33.0

35.4

38.0

122

108

117

117

126

127

126

128

130

138

136

130

152

16.9

19.0

21.3

22.9

24.3

27.0

27.4

29.2

31.1

31.5

32.5

34.8

37.3

160

149

143

142

152

156

150

153

172

165

165

159

169

16.5 11.0 40.3

18.0 12.0 44.5

19.5 13.0 47.4

21.0 14.0 52.9

22.5 15.0 53.9

Factored load (kN/m) Service load (kN/m) 4.5 3.0 17.0

6.0 4.0 19.7

7.5 5.0 22.0

9.0 6.0 25.7

10.5 7.0 28.1

12.0 8.0 30.8

13.5 9.0 33.7

15.0 10.0 37.3

68

65

64

66

64

64

64

66

65

65

67

68

64

15.7

17.9

20.0

22.3

25.4

27.5

29.3

31.8

35.9

38.7

42.0

44.0

48.3

70

69

68

66

68

66

66

65

67

66

68

67

71

14.9

17.7

19.3

21.0

24.1

26.1

28.8

30.2

33.0

36.9

38.2

43.6

44.2

78

83

76

73

74

73

72

71

72

75

74

77

74

15.4

17.8

19.6

20.8

23.6

26.0

27.9

29.5

31.2

34.5

37.3

39.4

42.4

92

90

86

83

84

83

83

80

78

80

82

79

83

16.5

17.9

19.9

21.7

23.8

26.1

28.1

29.2

31.0

32.7

35.1

38.9

39.1

104

91

100

93

89

88

87

88

88

86

87

90

87

17.0

18.3

20.2

22.3

24.0

26.3

28.3

29.7

31.5

32.5

33.7

36.8

38.4

140

123

121

118

107

107

106

110

112

106

104

107

104

19.5

21.0

22.4

23.1

25.3

28.0

28.9

30.3

32.4

33.5

34.3

37.0

39.5

187

152

141

141

139

132

129

126

124

123

121

120

124

16.5 11.0 46.4

18.0 12.0 51.7

19.5 13.0 55.1

21.0 14.0 55.2

22.5 15.0 59.8

Factored load (kN/m) Service load (kN/m) 4.5 3.0 18.5

6.0 4.0 21.7

7.5 5.0 26.0

9.0 6.0 28.1

10.5 7.0 31.9

12.0 8.0 35.6

13.5 9.0 39.2

15.0 10.0 42.8

65

64

67

64

64

64

65

65

66

67

68

64

64

17.5

19.3

21.9

24.7

27.5

29.9

34.1

38.3

39.2

42.1

44.7

48.5

51.7

71

66

64

65

65

64

64

68

64

64

64

66

67

16.4

18.6

20.8

23.9

25.6

28.3

31.9

32.9

37.7

38.3

42.1

44.2

45.4

74

73

72

72

69

68

70

66

71

68

72

69

67

15.5

18.4

20.1

21.8

25.5

28.0

29.9

32.1

34.9

38.0

39.4

43.4

44.7

79

83

79

76

79

78

76

74

74

78

74

77

77

17.1

18.7

20.7

22.8

25.0

27.0

29.4

30.9

33.5

34.9

38.0

42.8

43.3

91

90

85

85

84

82

84

81

82

80

82

88

85

17.2

19.1

20.9

23.0

25.4

27.9

29.6

31.1

31.9

33.4

35.9

41.0

42.6

120

108

104

101

102

104

103

98

96

97

108

98

102

19.9

22.0

22.7

23.7

26.5

28.6

30.0

32.0

33.3

34.8

36.3

42.8

43.1

157

141

123

123

119

122

118

115

118

115

113

124

122

Lightest joist

76

XXX

Joist depth selection table Metric

Span (m)

Joist depth (mm) 1 100 1 200 1 300

22

1 400 1 600 1 800 2 000

Span (m)

Joist depth (mm) 1 200 1 300 1 400

24

1 600 1 800 2 000 2 200

Span (m)

Joist depth (mm) 1 300 1 400 1 600

26

1 800 2 000 2 200 2 400

XXX

: Mass of joist (kg/m)

XXX

: % of service load to produce a deflection of L/360 Factored load (kN/m) Service load (kN/m)

4.5 3.0 20.1

6.0 4.0 23.7

7.5 5.0 27.6

9.0 6.0 31.3

10.5 7.0 35.3

12.0 8.0 38.7

13.5 9.0 43.9

15.0 10.0 47.3

16.5 11.0 52.4

18.0 12.0 55.7

19.5 13.0 59.8

21.0 14.0 65.5

22.5 15.0 69.2

64

64

65

64

64

64

65

66

66

67

66

66

67

18.3

21.2

24.1

27.3

32.1

34.1

37.7

41.1

44.4

48.3

52.3

53.1

56.5

66

65

63

64

65

65

65

66

64

67

68

64

66

18.2

20.4

23.5

26.9

29.3

31.7

34.4

37.9

42.7

44.5

45.4

49.4

53.4

75

72

70

69

68

67

67

68

72

70

67

76

71

18.7

21.5

23.0

26.2

28.6

31.0

33.6

37.2

39.3

42.8

44.9

48.0

53.3

81

80

76

77

75

76

72

77

73

77

79

74

83

19.1

21.8

23.5

24.5

27.9

29.6

31.4

32.9

37.6

42.2

43.8

45.4

46.7

97

98

92

89

92

88

88

85

91

93

93

89

86

21.1

22.8

25.6

26.7

28.2

31.0

32.8

34.7

37.2

40.1

43.1

45.2

46.2

124

115

115

107

106

106

104

103

101

103

107

104

104

21.9

24.5

26.4

27.2

28.6

31.4

33.1

35.0

37.7

43.2

43.2

44.9

45.8

149

134

128

124

120

123

119

121

118

128

124

125

121

16.5 11.0 55.3

18.0 12.0 60.4

19.5 13.0 69.1

21.0 14.0 70.7

22.5 15.0 75.4

Factored load (kN/m) Service load (kN/m) 4.5 3.0 22.2

6.0 4.0 25.5

7.5 5.0 30.9

9.0 6.0 33.7

10.5 7.0 42.0

12.0 8.0 42.8

13.5 9.0 47.4

15.0 10.0 52.1

65

64

65

64

71

64

66

66

66

65

70

66

67

20.4

23.3

27.5

30.5

33.6

37.9

42.1

44.7

49.1

52.9

57.2

66.2

66.6

66

65

64

64

64

64

65

65

66

66

68

72

68

21.0

23.0

27.0

29.2

32.6

34.7

38.7

42.7

44.7

49.8

53.5

58.1

64.2

74

68

70

69

68

66

68

69

67

71

72

68

80

21.3

23.2

25.8

28.5

30.2

32.4

35.8

42.1

44.0

45.5

50.3

54.2

54.8

91

83

84

83

80

78

77

86

82

80

77

89

84

22.9

24.4

26.4

29.3

31.3

32.8

35.6

39.3

43.8

44.9

50.0

50.3

51.6

107

101

96

98

96

91

92

93

98

94

100

90

93

23.2

24.6

27.2

30.0

31.7

33.5

36.1

41.5

43.0

44.7

45.9

50.0

51.5

126

117

117

113

112

111

107

119

114

110

109

113

109

25.2

27.6

30.9

32.4

33.3

34.3

36.5

42.3

43.6

44.9

45.7

46.4

51.3

200

142

135

131

127

122

118

134

129

128

124

120

125

16.5 11.0 60.9

18.0 12.0 71.1

19.5 13.0 71.4

21.0 14.0 75.8

22.5 15.0 81.6

Factored load (kN/m) Service load (kN/m) 4.5 3.0 24.2

6.0 4.0 28.6

7.5 5.0 32.5

9.0 6.0 41.1

10.5 7.0 44.3

12.0 8.0 48.1

13.5 9.0 52.9

15.0 10.0 55.6

65

64

64

72

68

67

66

67

65

70

65

66

66

22.8

26.4

29.7

33.7

37.5

42.2

45.8

49.0

53.4

57.2

63.3

67.7

73.4

64

65

64

64

64

66

65

65

65

66

66

66

67

22.0

25.6

28.5

31.0

34.3

38.2

44.0

44.5

46.9

53.8

54.4

60.9

67.0

78

77

75

73

72

73

76

74

72

80

75

79

77

24.0

26.2

29.0

31.5

33.6

37.8

43.8

44.3

46.1

48.3

52.5

56.2

66.0

93

88

88

87

84

82

91

86

84

82

86

89

95

24.8

26.4

29.6

31.8

34.5

36.7

43.3

43.7

45.1

46.7

51.2

53.4

55.6

108

105

104

101

97

96

106

100

99

95

100

96

94

25.8

26.6

30.0

32.1

35.1

36.9

43.5

44.5

45.6

45.7

48.7

52.9

55.5

134

122

116

115

118

112

119

118

113

108

107

111

107

27.3

28.2

32.3

33.5

36.8

38.1

45.1

45.6

47.5

48.4

53.1

53.7

55.6

160

136

147

131

135

124

137

131

130

125

128

124

121

Lightest joist

77

Joist depth selection table Metric

Span (m)

Joist depth (mm) 1 400 1 600 1 800

28

2 000 2 200 2 400 2 600

Span (m)

Joist depth (mm) 1 600 1 800 2 000

30

2 200 2 400 2 600 2 800

Span (m)

Joist depth (mm) 1 800 2 000 2 200

34

2 400 2 600 2 800 3 200

: Mass of joist (kg/m)

XXX

: % of service load to produce a deflection of L/360 Factored load (kN/m) Service load (kN/m)

4.5 3.0 27.7

6.0 4.0 31.4

7.5 5.0 35.9

9.0 6.0 40.3

10.5 7.0 47.2

12.0 8.0 52.1

13.5 9.0 56.0

15.0 10.0 60.8

16.5 11.0 67.1

18.0 12.0 71.6

19.5 13.0 75.1

21.0 14.0 81.9

22.5 15.0 94.5

65

65

64

65

70

68

68

66

66

65

66

65

70

23.7

28.2

32.6

34.5

40.7

44.2

46.4

53.2

53.9

59.3

63.4

68.8

81.0

69

70

67

67

72

69

66

75

69

68

70

70

75

25.3

28.9

31.4

34.4

39.7

43.2

45.8

47.4

51.7

56.4

59.5

65.4

68.1

81

82

79

78

80

83

80

77

79

82

81

83

79

25.5

29.3

31.7

33.8

36.7

42.6

44.6

46.0

50.8

53.8

57.5

65.0

68.0

96

97

93

91

88

96

91

88

92

91

94

100

89

26.3

29.9

32.1

35.2

37.2

42.7

44.8

46.9

47.6

53.0

54.4

64.4

67.2

107

108

103

108

100

109

106

101

99

101

100

108

114

27.8

30.7

33.8

36.5

38.9

43.9

45.5

47.2

49.6

53.5

55.7

59.9

65.1

128

123

127

129

121

121

118

117

111

117

113

114

121

28.1

33.6

36.9

39.6

44.2

45.9

47.0

50.2

53.6

53.7

57.2

60.4

63.0

137

200

150

131

135

136

134

127

127

129

125

131

127

16.5 11.0 63.4

18.0 12.0 72.5

19.5 13.0 75.8

21.0 14.0 79.8

22.5 15.0 84.8

Factored load (kN/m) Service load (kN/m) 4.5 3.0 29.2

6.0 4.0 32.8

7.5 5.0 35.9

9.0 6.0 40.9

10.5 7.0 43.5

12.0 8.0 50.1

13.5 9.0 53.2

15.0 10.0 59.8

69

65

64

66

64

67

66

64

65

70

66

66

66

28.1

31.1

35.1

39.2

43.3

45.6

51.1

55.7

59.3

65.9

68.8

72.6

81.3

87

74

72

74

75

73

76

77

76

77

72

72

78

27.6

30.7

34.0

36.7

43.0

44.8

47.0

52.8

56.7

63.5

68.2

68.8

77.7

87

88

84

82

87

84

80

83

89

87

87

84

89

27.9

31.0

34.7

36.8

43.3

45.6

46.1

52.4

53.3

60.0

61.6

63.8

64.0

101

98

99

94

102

98

92

96

93

106

99

93

88

29.7

33.0

35.7

37.7

44.3

45.9

48.6

52.9

54.7

60.2

62.0

65.4

70.2

115

114

108

105

113

109

107

108

106

109

119

111

111

31.3

36.5

38.2

38.9

45.0

46.4

48.8

53.2

55.2

60.7

62.5

66.9

70.4

131

168

146

118

128

120

117

123

117

121

117

139

123

37.4

37.7

39.3

39.8

46.3

46.9

49.0

53.8

55.9

61.0

62.9

68.3

71.0

200

195

170

151

149

134

131

132

132

132

132

134

130

16.5 11.0 76.1

18.0 12.0 77.9

19.5 13.0 84.7

21.0 14.0 89.1

22.5 15.0 95.0

Factored load (kN/m) Service load (kN/m) 4.5 3.0 33.9

6.0 4.0 41.9

7.5 5.0 50.6

9.0 6.0 51.2

10.5 7.0 54.8

12.0 8.0 59.5

13.5 9.0 64.4

15.0 10.0 70.3

68

72

74

64

71

68

68

67

66

65

66

65

66

33.0

35.1

49.0

49.5

50.7

55.9

61.6

64.5

69.8

72.6

78.7

82.0

86.4

79

73

88

74

74

79

76

70

71

71

75

71

72

33.2

36.0

42.8

45.4

46.5

51.9

61.5

64.0

66.2

71.2

74.3

81.9

82.6

107

83

90

84

80

83

93

85

79

86

80

86

81

33.4

36.3

43.5

45.6

48.1

51.0

59.1

63.5

65.9

67.9

73.1

77.3

80.2

98

96

100

94

92

94

95

102

94

87

96

90

89

33.9

37.0

43.8

45.8

49.1

53.2

58.9

60.5

64.7

67.6

69.4

76.6

79.9

117

117

113

107

102

104

106

103

111

103

96

106

99

35.6

37.5

44.9

46.2

49.9

53.7

62.2

62.2

65.1

65.1

69.0

75.5

79.8

138

115

131

119

114

117

127

113

111

107

111

111

121

49.0

50.1

53.0

55.4

58.9

61.5

65.9

67.2

67.7

69.7

70.5

79.6

87.6

200

200

200

151

159

137

167

153

137

131

126

145

143

Lightest joist

78

XXX

Joist depth selection table Metric

Span (m)

Joist depth (mm) 2 000 2 200 2 400

38

2 600 2 800 3 200 3 600

Span (m)

Joist depth (mm) 2 200 2 400 2 600

42

2 800 3 200 3 600 4 000

Span (m)

Joist depth (mm) 2 400 2 600 2 800

46

3 200 3 600 4 000 4 400

XXX

: Mass of joist (kg/m)

XXX

: % of service load to produce a deflection of L/360 Factored load (kN/m) Service load (kN/m)

4.5 3.0 49.5

6.0 4.0 53.0

7.5 5.0 56.0

9.0 6.0 60.8

10.5 7.0 61.4

12.0 8.0 65.1

13.5 9.0 70.0

15.0 10.0 76.3

16.5 11.0 85.0

18.0 12.0 89.8

19.5 13.0 95.3

21.0 14.0 101.4

22.5 15.0 106.7

78

76

72

75

67

66

64

64

67

66

67

68

67

40.3

52.0

55.0

55.6

60.6

63.2

68.4

75.2

79.6

85.2

87.8

93.6

99.7

95

90

82

78

81

80

73

72

76

70

71

71

67

36.3

43.5

54.0

55.0

58.1

62.8

65.9

74.5

76.1

83.8

85.4

87.0

95.7

82

86

95

89

83

87

79

86

79

84

78

73

80

38.0

55.2

55.4

55.2

58.9

64.3

65.6

66.8

75.9

77.6

83.9

86.2

91.9

134

135

94

93

93

103

93

86

93

86

92

87

87

38.4

56.3

56.3

56.3

61.0

64.9

67.5

69.1

73.6

77.5

80.5

84.5

90.5

113

157

101

105

108

100

109

100

98

100

98

92

95

45.2

60.7

60.7

60.7

69.9

70.1

72.4

74.2

76.1

79.7

81.2

89.0

93.1

170

199

123

123

200

127

116

112

121

119

111

121

114

64.5

66.5

68.5

69.9

71.6

74.1

75.4

76.3

80.4

84.6

89.9

93.1

101.9

200

200

200

200

200

162

147

135

128

151

141

138

130

16.5 11.0 101.5

18.0 12.0 104.9

19.5 13.0 106.9

21.0 14.0 109.7

22.5 15.0 117.2

Factored load (kN/m) Service load (kN/m) 4.5 3.0 51.7

6.0 4.0 59.5

7.5 5.0 65.5

9.0 6.0 65.8

10.5 7.0 70.7

12.0 8.0 71.9

13.5 9.0 96.6

15.0 10.0 98.8

77

79

82

72

71

64

84

70

65

70

68

64

64

43.8

47.5

58.1

63.5

68.1

69.3

81.4

89.7

92.4

99.9

101.2

106.2

113.3

80

73

77

101

72

200

69

73

67

72

67

71

67

53.4

54.4

55.3

59.9

64.4

67.3

75.3

80.1

85.1

93.6

99.0

102.5

107.3

120

93

86

82

85

76

81

78

79

78

79

78

78

54.9

55.3

56.0

59.5

64.2

67.0

74.9

77.0

85.0

90.1

96.4

100.5

106.7

135

91

92

173

98

89

85

87

84

85

85

86

85

57.8

60.2

62.5

63.7

66.1

71.9

77.0

81.6

85.9

87.8

94.5

99.2

106.1

151

147

139

121

105

116

112

103

110

102

101

104

102

67.8

69.4

71.5

78.5

84.4

90.2

95.5

97.4

99.4

101.6

105.9

107.6

108.6

200

200

200

154

137

120

115

130

126

117

128

120

118

73.3

74.2

78.6

87.5

98.4

101.1

102.5

104.2

108.1

110.6

111.7

115.7

117.4

200

200

200

191

170

153

150

138

190

145

175

171

140

16.5 11.0 111.9

18.0 12.0 115.7

19.5 13.0 118.4

21.0 14.0 125.5

22.5 15.0 131.0

Factored load (kN/m) Service load (kN/m) 4.5 3.0 55.1

6.0 4.0 58.8

7.5 5.0 70.1

9.0 6.0 73.6

10.5 7.0 76.9

12.0 8.0 82.4

13.5 9.0 88.1

15.0 10.0 97.0

77

70

109

96

85

66

65

64

70

67

66

65

65

56.4

58.5

66.1

70.9

73.6

78.6

87.0

95.0

102.0

106.7

112.7

123.9

128.3

91

78

129

113

76

81

71

75

70

73

71

73

68

57.6

58.9

62.9

66.4

72.0

76.9

86.1

86.5

99.2

103.0

108.6

116.9

124.5

106

88

83

105

79

79

83

76

81

79

79

78

80

60.8

61.9

64.1

68.0

72.1

77.0

86.6

88.8

98.8

100.1

108.4

116.4

117.1

139

200

106

114

98

94

99

91

98

91

96

95

89

68.7

69.9

71.8

73.2

73.9

82.3

89.1

95.9

99.0

100.8

110.5

118.7

121.4

177

200

200

117

107

119

113

126

113

105

112

110

113

76.1

76.4

76.8

76.9

78.3

84.0

93.3

96.9

100.7

108.4

121.2

123.2

123.5

200

200

200

145

129

126

140

128

125

135

145

136

128

110.9

113.1

114.8

116.3

117.8

118.6

120.3

122.0

125.4

125.7

126.1

127.7

129.2

200

200

200

200

200

200

139

200

200

140

193

165

155

Lightest joist

79

Joist depth selection table imperial

Span (ft.)

Joist depth (in.) 8 10 12

10

14 16 18 20

Span (ft.)

Joist depth (in.) 8 10 12

13

14 16 18 20

Span (ft.)

Joist depth (in.) 10 12 14

16

16 18 20 22

: Mass of joist (lb./ft.)

XXX

: % of service load to produce a deflection of L/360 Factored load (lb./ft.) Service load (lb./ft.)

300 200 5.5

405 270 5.5

510 340 5.5

615 410 5.5

720 480 5.5

200

193

153

127

108

95

84

87

83

79

73

78

77

5.6

5.6

5.6

5.6

5.6

5.6

5.6

5.6

5.8

5.8

6.6

6.6

7.2

200

200

200

200

175

153

136

122

111

101

113

105

103

6.8

6.8

6.8

6.8

6.8

6.8

6.8

6.8

6.8

6.8

6.8

6.8

7.3

200

200

200

200

200

200

200

200

198

181

167

155

145

825 550 5.5

930 620 5.5

1,035 690 5.9

1,140 760 6.4

1,245 830 6.6

1 ,350 900 6.8

1,455 970 7.8

1,560 1,040 8.7

6.9

6.9

6.9

6.9

6.9

6.9

6.9

6.9

6.9

6.9

7.0

7.1

7.4

200

200

200

200

200

200

200

200

200

200

200

200

200

7.0

7.0

7.0

7.0

7.0

7.0

7.0

7.0

7.0

7.0

7.1

7.2

7.5

200

200

200

200

200

200

200

200

200

200

200

200

200

7.1

7.1

7.1

7.1

7.2

7.3

7.6

7.8

8.0

8.3

8.4

8.7

9.0

200

200

200

200

200

200

200

200

200

200

200

200

200

7.2

7.2

7.2

7.2

7.3

7.4

7.7

7.9

8.1

8.4

8.5

8.7

9.1

200

200

200

200

200

200

200

200

200

200

200

200

200

1,140 760 10.6

1,245 830 11.9

1,350 900 12.8

1,455 970 13.8

1,560 1,040 14.6

Factored load (lb./ft.) Service load (lb./ft.) 300 200 5.3

405 270 5.3

510 340 5.3

615 410 5.7

720 480 6.5

825 550 8.2

930 620 8.7

1,035 690 9.5

116

86

68

65

64

71

65

64

65

64

64

65

64

5.4

5.4

5.4

5.4

5.4

6.3

6.5

6.9

8.3

8.4

9.1

9.3

10.4

187

138

110

91

78

82

76

71

76

73

70

68

70

6.5

6.5

6.5

6.5

6.5

6.5

6.5

6.9

7.0

8.4

8.4

9.0

9.0

200

200

197

163

139

122

108

101

92

103

95

93

86

6.6

6.6

6.6

6.6

6.6

6.6

6.7

6.7

6.9

7.1

7.6

8.7

8.7

200

200

200

200

193

168

149

134

122

117

108

123

114

6.7

6.7

6.7

6.7

6.7

6.7

6.9

6.9

6.9

7.0

7.3

7.6

7.8

200

200

200

200

200

200

198

178

161

148

143

132

135

6.8

6.8

6.8

6.8

6.8

7.0

7.0

7.0

7.1

7.2

7.5

7.8

8.0

200

200

200

200

200

200

200

200

200

189

174

162

158

6.9

6.9

6.9

7.1

7.5

8.1

8.2

8.5

8.8

9.1

9.1

9.8

10.1

200

200

200

200

200

200

200

200

200

200

200

200

200

1,140 760 12.0

1,245 830 12.6

1,350 900 14.1

1,455 970 15.3

1,560 1,040 16.7

Factored load (lb./ft.) Service load (lb./ft.) 300 200 5.3

405 270 5.3

510 340 5.8

615 410 6.5

720 480 7.5

825 550 8.8

930 620 9.6

1,035 690 10.4

99

73

67

64

64

67

64

64

65

64

65

64

64

6.3

6.3

6.3

6.5

6.7

7.6

8.2

8.6

9.3

10.3

10.8

11.4

12.5

177

131

104

86

77

78

73

72

70

71

67

67

69

6.4

6.4

6.4

6.6

6.6

7.0

8.0

8.3

8.8

9.2

9.7

10.5

11.0

200

181

144

119

102

93

96

91

87

83

82

84

78

6.5

6.5

6.5

6.7

6.7

7.0

7.2

7.4

8.5

8.9

9.2

9.7

10.4

200

200

191

158

135

118

109

102

104

100

97

94

95

6.6

6.6

6.6

6.8

7.2

7.5

8.0

8.3

8.6

9.2

9.7

10.1

10.7

200

200

200

200

188

175

162

146

136

136

129

126

127

6.9

6.9

6.9

6.9

7.3

7.6

8.0

8.6

8.8

9.3

9.8

10.2

10.8

200

200

200

200

200

200

194

182

165

156

157

146

139

7.2

7.2

7.2

7.4

7.6

8.0

8.4

8.8

9.1

9.5

10.0

10.4

11.1

200

200

200

200

200

200

200

200

200

195

185

179

164

Lightest joist

80

XXX

Joist depth selection table imperial

Span (ft.)

Joist depth (in.) 12 14 16

20

18 20 22 24

Span (ft.)

Joist depth (in.) 14 16 18

23

20 22 24 26

Span (ft.)

Joist depth (in.) 16 18 20

26

22 24 26 28

XXX

: Mass of joist (lb./ft.)

XXX

: % of service load to produce a deflection of L/360 Factored load (lb./ft.) Service load (lb./ft.)

300 200 6.1

405 270 6.4

510 340 7.5

615 410 8.6

720 480 9.9

825 550 11.3

930 620 12.8

1,035 690 14.0

1,140 760 15.8

1,245 830 17.7

1,350 900 18.4

1,455 970 19.9

1,560 1,040 20.3

89

69

64

63

64

64

64

64

65

64

64

64

64

6.2

6.4

6.7

7.9

8.3

9.2

10.1

10.8

12.4

13.6

14.1

15.3

16.2

124

92

76

73

70

66

66

64

66

65

64

65

65

6.3

6.7

6.7

7.1

8.1

8.8

9.4

10.1

10.7

12.0

13.5

13.9

14.5

164

121

96

84

83

81

75

72

72

71

77

74

73

6.7

6.7

6.7

7.1

8.1

8.7

9.3

9.9

10.7

11.8

12.3

13.7

13.9

200

155

123

107

106

98

95

89

87

87

86

89

86

6.8

6.9

7.1

7.3

7.8

8.3

8.9

9.8

10.3

11.1

11.4

11.6

11.8

200

193

153

133

118

115

108

103

101

99

98

94

94

7.2

7.3

7.5

7.5

7.8

8.5

9.1

9.8

10.0

10.9

11.3

11.4

11.7

200

200

187

155

132

121

118

119

114

109

108

106

104

7.2

7.5

7.9

8.7

9.3

9.6

10.4

10.6

10.7

11.0

11.1

11.2

11.2

200

200

200

200

199

178

172

158

146

145

134

124

116

1,140 760 17.2

1,245 830 18.6

1,350 900 19.3

1,455 970 20.8

1,560 1,040 22.1

Factored load (lb./ft.) Service load (lb./ft.) 300 200 6.1

405 270 6.8

510 340 8.2

615 410 9.3

720 480 11.2

825 550 13.4

930 620 14.6

1,035 690 15.5

81

66

64

63

65

66

65

64

64

64

65

64

64

6.5

6.5

7.9

8.4

9.5

10.8

11.8

12.8

14.0

15.2

16.3

16.3

17.2

107

79

76

71

68

65

64

66

64

65

65

64

64

6.6

6.6

7.2

8.4

9.0

10.6

11.1

11.6

13.5

14.0

15.0

15.9

15.9

137

101

84

81

77

76

74

72

77

73

71

71

72

6.7

6.7

7.4

8.5

8.9

10.3

10.9

11.4

12.5

12.5

12.7

13.5

14.7

170

126

109

101

91

87

87

85

83

87

86

84

87

7.0

7.3

7.6

8.6

9.0

9.7

9.9

10.4

12.1

12.4

12.5

12.8

13.7

200

154

128

114

105

101

98

101

95

93

98

97

96

7.2

7.5

8.1

8.7

9.4

10.1

10.3

10.3

12.1

12.1

12.1

12.6

13.1

200

184

153

132

134

117

113

118

107

115

108

112

109

8.1

8.3

8.4

9.4

9.6

10.1

10.5

10.6

10.7

11.0

11.8

11.8

12.9

200

200

200

200

194

169

150

139

129

125

128

119

123

1,140 760 18.2

1,245 830 20.3

1,350 900 22.5

1,455 970 23.1

1,560 1,040 24.5

Factored load (lb./ft.) Service load (lb./ft.) 300 200 6.3

405 270 7.5

510 340 8.7

615 410 11.2

720 480 12.5

825 550 13.6

930 620 15.4

1,035 690 16.9

74

66

64

65

67

65

65

65

64

65

64

64

63

6.3

6.7

8.2

9.2

10.2

11.4

12.8

14.0

15.5

15.7

17.1

18.2

19.2

94

73

71

65

66

64

65

64

65

64

64

64

63

6.5

6.9

7.7

9.0

9.9

10.7

10.8

11.7

12.8

13.7

16.9

16.9

17.1

117

91

84

78

75

72

73

73

73

71

70

72

70

7.2

7.2

7.8

9.5

9.6

9.7

10.1

11.5

12.1

12.8

16.4

16.7

16.7

143

106

88

90

81

82

81

86

81

79

78

77

78

7.2

7.5

8.6

9.6

9.8

9.9

10.0

10.3

11.9

12.2

14.4

14.6

15.9

171

133

122

108

103

99

94

87

93

89

90

88

88

8.3

8.7

9.2

9.7

10.3

10.3

10.4

10.5

10.8

12.0

13.5

13.7

14.5

200

200

189

161

144

117

103

103

96

101

97

96

95

8.4

8.7

9.3

9.8

10.4

10.4

10.5

10.6

10.9

12.1

13.2

13.3

13.8

200

200

200

161

165

136

121

108

109

118

114

105

104

Lightest joist

81

Joist depth selection table imperial

Span (ft.)

Joist depth (in.) 18 20 22

30

24 26 28 30

Span (ft.)

Joist depth (in.) 20 22 24

33

26 28 30 32

Span (ft.)

Joist depth (in.) 22 24 26

36

28 30 32 36

: Mass of joist (lb./ft.)

XXX

: % of service load to produce a deflection of L/360 Factored load (lb./ft.) Service load (lb./ft.)

300 200 6.7

405 270 8.5

510 340 10.7

615 410 13.1

720 480 14.7

825 550 16.4

930 620 18.3

1,035 690 20.1

1,140 760 23.4

1,245 830 23.4

1,350 900 25.0

1,455 970 28.0

1,560 1,040 30.8

64

64

65

68

64

64

64

64

65

64

64

67

68

6.7

8.4

9.7

11.1

11.5

12.5

13.9

15.4

20.7

20.7

20.7

21.6

23.8

76

73

66

65

65

66

64

64

65

65

64

64

65

7.1

7.8

9.4

9.4

10.3

11.8

12.2

13.7

18.5

18.5

18.5

19.8

21.3

92

75

74

72

68

72

66

68

66

66

67

68

68

7.3

7.8

9.0

9.3

10.3

10.7

12.0

13.1

17.9

17.9

17.9

18.3

19.2

111

90

84

80

79

76

77

76

74

74

77

75

73

8.3

9.1

9.3

9.5

9.7

10.6

11.9

12.5

15.3

15.3

16.0

18.1

18.9

183

154

122

101

87

94

92

90

84

80

79

83

85

8.4

9.1

9.7

9.9

9.9

10.7

11.1

12.0

14.1

14.5

15.5

16.9

16.9

200

179

142

122

101

95

93

92

90

88

87

92

84

8.5

9.2

9.8

10.0

10.1

10.8

12.2

13.3

14.2

14.2

14.8

16.2

16.5

200

195

164

140

116

102

114

114

110

100

98

97

99

1,140 760 23.6

1,245 830 24.9

1,350 900 28.4

1,455 970 30.7

1,560 1,040 31.1

Factored load (lb./ft.) Service load (lb./ft.) 300 200 7.3

405 270 9.4

510 340 10.3

615 410 11.9

720 480 14.6

825 550 16.8

930 620 22.7

1,035 690 23.6

65

66

65

64

64

64

65

64

64

65

68

69

65

7.1

8.6

9.1

10.2

12.4

14.2

17.1

19.8

19.8

20.5

22.4

23.5

26.1

73

70

65

64

64

64

64

66

65

64

65

64

64

7.3

8.7

9.0

9.4

11.9

13.2

14.4

15.5

16.8

17.4

20.3

21.3

21.9

83

79

77

71

72

69

68

65

68

64

67

66

64

7.9

8.9

9.1

9.4

11.4

12.5

13.9

14.9

15.7

17.1

18.1

20.4

21.7

137

115

91

78

80

77

77

74

72

74

70

74

72

8.0

9.0

9.2

9.5

10.4

11.5

13.0

14.1

14.8

16.5

17.1

18.4

21.0

160

134

107

88

86

86

82

81

77

83

79

79

82

8.0

9.1

9.2

9.6

10.8

11.6

12.4

13.4

14.4

16.0

16.9

17.8

18.6

185

137

123

102

100

99

91

90

87

88

89

87

86

8.9

9.1

9.2

9.8

10.9

11.7

12.5

14.3

14.3

15.5

16.3

16.8

18.5

200

177

141

117

100

97

101

97

94

95

93

90

93

1,140 760 24.3

1,245 830 26.1

1,350 900 28.5

1,455 970 31.1

1,560 1,040 33.9

Factored load (lb./ft.) Service load (lb./ft.) 300 200 8.3

405 270 9.3

510 340 10.9

615 410 13.2

720 480 15.4

825 550 18.6

930 620 21.9

1,035 690 24.3

65

67

65

64

64

65

64

65

64

64

64

64

66

7.8

9.0

9.4

11.7

13.2

15.8

19.2

19.2

20.6

22.1

24.0

25.7

30.6

70

64

64

64

64

65

64

64

65

65

64

64

69

8.0

9.1

9.1

10.8

12.2

13.9

15.2

16.8

18.5

20.1

21.1

22.6

24.6

106

88

70

69

68

65

67

68

67

66

66

64

66

8.1

9.2

9.2

9.8

12.0

13.3

14.4

15.8

17.0

18.5

20.0

21.5

23.9

123

103

82

73

76

71

74

73

72

73

71

72

75

8.1

9.3

9.3

10.1

10.7

12.0

13.6

15.2

16.8

17.5

18.8

20.4

21.3

142

119

95

84

80

80

80

80

81

78

78

77

75

8.9

9.4

9.4

10.2

10.9

12.7

12.8

14.2

16.1

17.3

18.2

19.2

20.7

184

136

108

90

85

87

86

83

85

85

85

83

82

9.1

9.5

9.5

10.4

11.1

13.0

13.0

14.4

14.8

16.3

17.9

18.7

19.7

200

173

138

114

100

103

99

101

98

96

100

98

96

Lightest joist

82

XXX

Joist depth selection table imperial

Span (ft.)

Joist depth (in.) 24 26 28

40

30 32 36 40

Span (ft.)

Joist depth (in.) 26 28 30

43

32 36 40 44

Span (ft.)

Joist depth (in.) 28 30 32

46

36 40 44 48

XXX

: Mass of joist (lb./ft.)

XXX

: % of service load to produce a deflection of L/360 Factored load (lb./ft.) Service load (lb./ft.)

300 200 9.3

405 270 10.0

510 340 12.8

615 410 14.7

720 480 18.0

825 550 22.5

930 620 22.6

1,035 690 25.0

1,140 760 29.1

1,245 830 31.1

1,350 900 33.4

1,455 970 37.2

1,560 1,040 40.0

66

65

65

65

63

65

64

65

67

67

67

68

66

8.8

9.3

11.3

12.7

15.7

17.6

19.6

21.5

23.5

27.1

29.4

32.1

34.3

87

64

65

64

64

64

65

64

64

65

67

67

69

9.1

9.1

10.3

11.8

14.2

15.2

16.8

18.5

20.4

22.0

24.1

26.5

30.5

101

75

66

67

66

65

64

64

65

64

65

64

70

9.2

9.1

9.5

10.8

12.2

14.5

15.9

17.7

19.9

21.0

24.0

25.0

28.5

117

87

74

75

69

70

68

70

71

68

73

70

73

9.3

9.3

9.7

11.2

12.5

13.3

15.2

17.0

18.2

20.3

22.3

23.7

25.5

133

99

79

85

76

77

74

76

73

74

76

72

74

9.4

9.5

9.9

11.6

12.7

13.4

14.4

15.6

17.5

19.0

20.0

21.8

22.9

170

126

100

92

93

90

85

87

86

86

83

86

84

9.5

9.6

10.0

11.8

12.9

13.6

14.6

15.7

17.6

18.4

19.5

21.6

22.1

200

156

124

103

107

101

102

97

103

100

98

98

97

1,140 760 29.0

1,245 830 31.1

1,350 900 34.4

1,455 970 36.8

1,560 1,040 42.8

Factored load (lb./ft.) Service load (lb./ft.) 300 200 9.0

405 270 11.3

510 340 13.3

615 410 15.4

720 480 17.8

825 550 21.0

930 620 23.5

1,035 690 26.4

70

64

64

63

64

65

64

64

64

64

64

65

67

8.9

10.3

12.0

13.6

16.2

17.8

20.2

22.6

26.3

28.7

31.0

31.3

34.0

81

65

65

64

65

63

64

64

66

68

67

64

65

9.0

9.3

10.2

12.2

14.5

16.8

18.2

20.0

22.1

24.2

26.1

31.3

31.3

94

70

66

65

65

67

65

65

65

65

64

72

69

9.1

9.7

10.3

11.6

14.2

15.2

17.2

19.2

21.4

22.6

24.6

28.1

29.5

107

79

70

71

72

67

68

70

69

68

69

72

72

9.2

10.0

10.5

11.9

13.0

14.1

15.8

17.6

19.6

20.9

22.7

25.1

26.5

137

101

87

87

83

80

78

78

81

77

78

80

78

9.3

10.4

10.6

12.0

13.2

14.3

16.0

17.0

18.3

20.5

22.4

23.1

25.6

170

129

100

100

93

92

91

91

91

88

90

88

93

9.5

10.7

10.9

12.2

13.3

14.5

16.1

17.2

18.4

20.3

21.2

22.8

23.6

200

157

125

104

113

105

102

102

101

103

101

101

99

1,140 760 30.9

1,245 830 33.5

1,350 900 35.8

1,455 970 39.2

1,560 1,040 42.2

Factored load (lb./ft.) Service load (lb./ft.) 300 200 9.3

405 270 11.7

510 340 13.6

615 410 16.1

720 480 18.9

825 550 21.8

930 620 24.9

1,035 690 28.3

66

65

65

64

64

65

66

67

66

66

66

65

64

9.2

10.0

12.0

14.3

16.9

19.3

21.8

25.1

27.0

28.8

31.6

33.7

36.7

77

65

63

64

65

65

65

67

64

64

65

65

67

9.5

9.7

11.6

13.1

15.5

17.4

19.2

21.2

24.2

25.4

28.5

31.9

31.9

87

70

67

64

65

65

64

64

67

64

65

69

64

9.7

10.1

10.7

12.6

14.4

16.1

17.8

20.0

21.4

23.1

26.0

28.3

29.6

111

83

78

76

75

74

73

73

72

71

74

76

75

10.2

10.2

10.8

11.7

13.5

15.7

17.1

18.5

20.1

22.5

24.6

26.0

28.3

143

103

91

88

84

83

86

84

82

82

85

83

86

10.3

10.3

10.9

11.9

13.7

15.0

16.3

18.3

19.5

21.6

23.4

25.5

26.1

168

125

99

100

98

97

92

94

95

92

94

96

92

10.4

10.4

11.2

12.0

13.9

15.2

16.5

18.4

19.7

21.8

22.5

23.6

25.8

200

149

132

119

113

108

106

108

104

106

103

101

107

Lightest joist

83

Joist depth selection table imperial

Span (ft.)

Joist depth (in.) 30 32 36

49

40 44 48 52

Span (ft.)

Joist depth (in.) 30 32 36

52

40 44 48 52

Span (ft.)

Joist depth (in.) 32 36 40

56

44 48 52 56

: Mass of joist (lb./ft.)

XXX

: % of service load to produce a deflection of L/360 Factored load (lb./ft.) Service load (lb./ft.)

300 200 9.4

405 270 12.0

510 340 14.2

615 410 17.0

720 480 20.0

825 550 23.0

930 620 26.1

1,035 690 28.5

1,140 760 31.5

1,245 830 36.1

1,350 900 36.7

1,455 970 42.8

1,560 1,040 45.9

68

64

64

64

64

64

65

64

64

69

64

66

66

9.3

10.9

12.9

15.4

18.0

20.5

23.0

25.2

29.1

31.3

34.4

37.0

40.3

72

64

64

64

65

64

64

63

66

67

67

68

67

9.5

9.8

12.1

13.7

16.1

17.7

20.4

21.5

25.4

28.3

31.6

32.3

34.7

92

73

74

70

70

68

69

67

70

73

74

73

74

9.6

10.0

11.3

13.2

15.1

16.9

18.4

21.2

22.6

25.2

29.1

31.7

32.7

114

85

88

81

79

80

77

77

76

78

82

86

83

10.0

10.1

11.5

12.8

14.2

15.7

18.1

20.2

22.6

23.6

28.1

28.1

31.9

139

103

91

89

90

89

86

87

85

84

95

90

95

10.5

10.4

11.6

12.9

14.4

15.8

18.5

20.0

21.3

22.2

25.0

26.3

28.5

166

123

101

106

100

98

99

98

96

96

99

97

101

10.6

10.8

11.8

13.0

15.0

15.9

18.7

20.2

21.5

22.5

23.9

25.6

28.5

200

149

119

116

115

109

113

108

112

106

106

108

112

1,140 760 25.4

1,245 830 28.3

1,350 900 30.4

1,455 970 33.2

1,560 1,040 33.5

Factored load (lb./ft.) Service load (lb./ft.) 300 200 10.5

405 270 12.4

510 340 14.1

615 410 15.6

720 480 17.9

825 550 19.8

930 620 21.7

1,035 690 23.7

65

64

65

64

65

65

64

64

65

66

67

68

64

9.4

11.3

12.8

14.4

16.1

17.7

19.2

21.1

22.7

25.1

26.2

28.6

30.8

65

64

65

65

65

65

64

65

64

67

65

66

68

9.1

10.0

11.4

12.1

13.3

15.0

16.0

17.6

18.6

19.9

21.4

24.2

24.6

77

69

72

66

64

66

64

65

64

64

65

68

66

9.3

9.6

10.1

11.5

13.0

13.8

15.1

16.3

17.5

18.5

20.2

21.9

22.6

96

80

76

78

75

74

72

73

73

71

72

73

72

9.5

9.8

10.3

11.7

12.4

13.2

13.7

16.1

17.3

18.0

19.4

20.1

21.3

116

97

85

88

85

85

82

82

83

82

81

80

80

9.8

9.8

10.5

11.8

12.6

13.4

14.0

15.1

16.9

17.8

19.1

20.0

20.8

139

116

99

105

101

94

95

92

91

92

91

90

90

10.6

10.6

11.4

12.0

12.7

13.5

14.4

15.4

17.2

18.2

19.3

19.8

20.7

163

140

130

105

110

110

107

105

103

107

104

101

102

1,140 760 28.6

1,245 830 30.4

1,350 900 33.3

1,455 970 36.0

1,560 1,040 36.2

Factored load (lb./ft.) Service load (lb./ft.) 300 200 11.2

405 270 13.3

510 340 15.4

615 410 17.7

720 480 19.4

825 550 21.4

930 620 23.9

1,035 690 25.6

64

65

65

65

64

64

64

65

65

66

67

68

64

9.7

11.4

12.6

14.5

16.0

17.8

19.3

21.0

23.0

25.0

25.9

28.8

31.6

66

67

64

64

64

64

64

65

64

67

64

67

68

9.4

10.0

11.8

13.3

14.4

15.7

17.3

18.8

20.8

20.8

21.8

26.6

26.6

76

71

71

70

69

67

69

68

68

65

64

73

67

9.6

10.3

11.4

12.4

13.2

15.1

16.0

17.4

18.9

20.0

21.5

23.2

25.1

93

80

80

79

77

77

75

74

75

75

74

73

78

9.7

10.4

11.6

12.6

13.3

14.0

15.8

17.3

18.5

19.9

21.1

22.5

23.5

111

92

91

91

87

83

86

86

84

85

84

83

82

10.1

10.7

11.8

12.7

13.5

15.0

15.9

17.0

18.2

19.1

20.4

21.3

22.6

131

109

96

99

98

94

95

93

93

92

91

90

92

10.7

11.4

12.0

13.1

14.2

15.1

16.3

17.2

18.8

19.5

20.7

21.6

22.0

152

130

115

115

114

105

106

106

104

103

102

101

101

Lightest joist

84

XXX

Joist depth selection table imperial

Span (ft.)

Joist depth (in.) 36 40 44

59

48 52 56 64

Span (ft.)

Joist depth (in.) 40 44 48

62

52 56 64 72

Span (ft.)

Joist depth (in.) 40 44 48

65

52 56 64 72

XXX

: Mass of joist (lb./ft.)

XXX

: % of service load to produce a deflection of L/360 Factored load (lb./ft.) Service load (lb./ft.)

300 200 10.7

405 270 12.4

510 340 14.6

615 410 16.2

720 480 18.3

825 550 20.3

930 620 22.3

1,035 690 24.7

1,140 760 26.4

1,245 830 28.9

1,350 900 31.4

1,455 970 33.8

1,560 1,040 34.5

65

64

65

63

65

65

65

67

65

66

67

69

65

9.9

11.6

13.0

14.4

15.7

17.3

18.6

20.1

22.1

25.1

26.0

28.5

28.9

70

71

68

66

64

65

64

64

65

65

65

67

65

9.6

10.8

12.6

13.2

15.0

16.0

17.7

19.1

21.1

22.0

23.0

25.9

26.2

79

76

74

72

73

70

72

69

71

70

68

72

70

9.8

10.2

12.2

13.0

14.2

15.9

16.9

18.9

19.6

20.6

22.2

23.6

25.6

95

81

89

83

79

79

80

80

78

77

78

77

79

10.0

10.5

12.0

12.9

14.0

15.7

16.8

18.6

19.4

20.2

21.4

22.6

25.2

112

96

97

94

89

89

86

86

88

86

84

83

95

11.2

11.4

12.6

13.3

14.5

16.0

16.7

18.3

19.2

20.1

21.1

21.9

23.5

130

115

103

101

100

102

96

97

99

97

95

94

93

11.4

11.6

12.9

13.6

14.9

16.4

16.9

18.6

19.4

20.2

22.0

23.9

26.7

170

146

136

122

123

126

117

117

120

118

121

125

130

1,140 760 25.5

1,245 830 27.1

1,350 900 31.1

1,455 970 32.0

1,560 1,040 32.4

Factored load (lb./ft.) Service load (lb./ft.) 300 200 10.7

405 270 12.2

510 340 14.1

615 410 15.7

720 480 17.4

825 550 19.5

930 620 21.3

1,035 690 22.8

67

64

65

64

64

64

65

63

64

65

66

66

64

10.3

11.9

13.2

14.8

15.8

17.5

19.2

21.2

22.8

23.6

25.8

28.8

29.1

76

75

71

71

67

68

69

68

66

65

66

71

68

9.8

11.7

12.6

13.9

15.3

16.8

18.4

19.7

22.0

22.8

25.0

25.9

28.6

82

83

79

76

75

76

76

73

75

72

75

75

78

10.2

11.3

12.5

13.5

15.0

16.6

17.9

19.4

20.8

22.3

23.4

25.2

26.0

96

92

90

87

85

82

84

84

81

82

81

83

81

11.1

11.8

13.0

14.2

14.8

16.4

17.8

19.3

20.4

21.5

22.8

23.8

25.7

112

99

97

94

96

91

94

92

90

88

89

88

91

11.4

12.2

13.1

14.4

15.5

16.1

17.7

19.1

20.1

21.0

22.0

22.8

25.4

151

129

120

120

118

111

114

112

110

108

107

105

116

12.9

14.1

14.9

15.3

15.8

17.8

19.3

20.0

21.4

22.0

22.9

27.0

27.8

197

164

148

133

132

132

134

133

130

129

128

140

137

1,140 760 29.0

1,245 830 31.3

1,350 900 34.4

1,455 970 34.7

1,560 1,040 37.1

Factored load (lb./ft.) Service load (lb./ft.) 300 200 11.6

405 270 13.6

510 340 15.5

615 410 17.4

720 480 19.8

825 550 22.0

930 620 24.0

1,035 690 26.4

64

64

64

64

63

65

64

66

66

67

68

64

66

10.9

12.5

13.7

15.8

17.7

19.2

20.8

22.5

25.1

26.5

28.4

30.0

32.6

68

67

66

65

65

65

65

64

65

65

66

65

68

10.7

12.2

13.3

15.1

16.4

18.3

19.6

21.2

22.6

25.5

26.6

29.2

30.6

79

77

76

73

69

72

71

69

70

72

69

74

71

10.3

11.9

12.8

14.6

16.2

17.9

19.3

20.8

21.9

23.3

25.6

28.9

30.0

86

84

80

80

79

80

77

79

77

75

79

82

80

11.4

12.1

13.7

14.5

16.1

17.6

18.9

20.0

21.3

22.6

24.4

28.3

28.7

100

13

93

87

86

90

87

84

85

83

93

84

90

11.7

12.6

14.0

15.2

15.9

16.9

18.7

19.8

20.9

22.3

23.3

27.4

28.1

135

112

116

115

107

104

103

101

101

102

100

111

101

13.5

14.7

14.9

15.6

17.6

18.3

19.5

21.1

21.7

23.5

26.3

27.7

29.2

171

150

132

129

127

122

121

123

121

126

135

123

128

Lightest joist

85

Joist depth selection table imperial

Span (ft.)

Joist depth (in.) 44 48 52

72

56 64 72 80

Span (ft.)

Joist depth (in.) 48 52 56

79

64 72 80 88

Span (ft.)

Joist depth (in.) 52 56 64

85

72 80 88 96

: Mass of joist (lb./ft.)

XXX

: % of service load to produce a deflection of L/360 Factored load (lb./ft.) Service load (lb./ft.)

300 200 13.0

405 270 15.2

510 340 17.3

615 410 19.7

720 480 22.1

825 550 26.0

930 620 27.0

1,035 690 29.4

1,140 760 32.0

1,245 830 35.1

1,350 900 37.4

1,455 970 40.6

1,560 1,040 43.6

63

65

64

64

64

67

64

64

65

65

67

66

67

12.4

13.6

15.6

17.6

19.6

21.4

23.4

26.0

28.3

30.2

32.6

35.6

37.9

68

65

66

65

64

64

64

65

67

66

67

68

64

12.1

13.4

15.3

17.5

18.9

20.4

21.8

24.7

25.6

29.4

29.5

31.2

35.6

74

74

73

71

69

69

69

71

69

73

70

68

76

12.9

13.6

15.4

16.4

18.7

20.2

21.4

23.2

25.1

28.4

29.2

30.4

31.3

86

80

78

76

78

77

75

75

76

81

77

76

74

13.2

13.7

15.6

16.9

18.4

19.4

20.6

21.9

23.7

26.0

29.0

30.0

30.7

104

97

92

92

93

92

91

90

88

90

96

93

90

14.2

14.9

16.8

17.8

18.8

20.7

21.0

22.9

24.1

27.9

28.7

29.7

30.5

129

116

120

112

106

111

107

106

105

114

103

111

108

14.6

15.2

17.0

18.1

19.4

21.0

21.4

23.2

24.7

28.5

29.7

29.9

32.9

159

143

142

133

131

124

125

122

119

124

128

128

133

1,140 760 35.4

1,245 830 37.5

1,350 900 41.3

1,455 970 45.5

1,560 1,040 47.4

Factored load (lb./ft.) Service load (lb./ft.) 300 200 14.2

405 270 16.6

510 340 19.2

615 410 21.6

720 480 27.7

825 550 28.7

930 620 31.8

1,035 690 32.1

64

64

64

64

73

64

69

64

64

65

64

69

65

13.8

15.7

18.3

19.8

21.5

24.7

28.1

28.9

32.7

34.8

36.2

38.4

41.0

67

66

65

64

63

64

67

64

69

70

65

67

67

13.6

15.5

17.6

19.3

20.8

23.5

26.0

28.6

29.5

33.3

35.9

36.0

37.3

73

72

71

70

68

68

70

73

69

73

76

71

67

13.7

15.0

16.3

18.8

20.2

21.7

24.6

25.7

29.3

30.0

31.3

34.1

36.5

88

87

83

84

82

82

79

82

84

82

79

84

88

15.3

16.4

17.8

19.6

21.1

22.0

23.9

25.2

28.9

29.6

30.8

31.5

34.4

103

106

97

98

97

96

92

92

100

99

95

92

97

15.4

16.7

18.3

19.7

21.4

22.7

24.0

27.5

29.1

29.9

30.4

31.1

32.1

127

123

123

119

118

113

108

121

115

115

111

108

104

16.0

18.1

19.6

21.2

22.9

23.7

24.9

29.5

30.5

30.9

31.1

31.5

31.7

200

136

128

129

128

128

124

121

135

130

126

122

119

1,140 760 37.6

1,245 830 41.0

1,350 900 44.5

1,455 970 48.2

1,560 1,040 50.9

Factored load (lb./ft.) Service load (lb./ft.) 300 200 15.1

405 270 18.4

510 340 20.5

615 410 23.9

720 480 27.1

825 550 29.9

930 620 32.1

1,035 690 35.9

64

65

64

65

65

66

66

65

66

65

70

66

65

15.0

17.2

19.4

21.4

23.9

28.0

28.9

30.9

35.2

35.8

38.9

45.3

45.7

66

67

64

65

64

68

66

64

70

65

67

71

67

14.4

16.1

18.4

20.2

22.0

24.8

28.4

29.7

30.6

33.5

36.4

36.6

45.2

78

77

77

76

73

76

80

77

75

77

80

75

80

15.8

17.3

19.2

21.1

21.9

24.2

27.9

29.4

30.4

31.2

34.4

35.5

37.9

92

91

94

88

86

85

95

90

88

84

89

86

90

16.3

17.5

19.9

21.2

22.5

24.1

26.7

28.9

29.9

30.7

32.3

34.6

36.0

116

107

107

104

102

97

102

108

103

99

97

100

97

17.6

17.7

20.1

21.5

23.5

25.0

27.7

29.4

30.1

30.8

32.7

34.9

35.7

144

122

127

118

122

116

123

122

116

112

112

115

112

18.4

19.0

21.3

22.6

23.9

25.5

28.9

29.8

31.3

32.2

33.8

35.8

36.3

172

146

151

141

130

136

126

135

134

129

125

129

126

Lightest joist

86

XXX

Joist depth selection table imperial

Span (ft.)

Joist depth (in.) 56 64 72

92

80 88 96 104

Span (ft.)

Joist depth (in.) 64 72 80

98

88 96 104 112

Span (ft.)

Joist depth (in.) 72 80 88

112

96 104 112 128

XXX

: Mass of joist (lb./ft.)

XXX

: % of service load to produce a deflection of L/360 Factored load (lb./ft.) Service load (lb./ft.)

300 200 17.3

405 270 20.0

510 340 23.2

615 410 25.7

720 480 28.9

825 550 32.5

930 620 34.9

1,035 690 38.1

1,140 760 42.0

1,245 830 45.1

1,350 900 49.7

1,455 970 51.7

1,560 1,040 56.0

64

65

65

64

65

66

65

66

65

64

65

66

65

16.0

18.4

20.4

22.7

26.0

29.4

30.1

33.5

36.0

37.5

44.5

46.9

48.0

73

71

70

68

69

71

68

71

73

68

74

74

70

16.6

19.0

20.8

22.5

25.6

29.0

29.9

31.5

34.3

36.7

42.4

43.2

47.9

84

86

82

80

82

85

82

79

81

86

85

80

89

16.8

19.3

21.2

22.6

24.1

28.7

29.6

30.9

31.7

35.2

37.2

41.4

45.6

100

98

94

91

90

98

96

91

89

93

90

100

94

17.0

19.6

21.9

22.8

24.3

28.9

29.5

30.7

31.5

35.0

36.3

37.2

44.3

113

114

109

106

105

111

108

107

102

107

103

99

121

18.7

20.1

22.3

24.7

25.7

29.9

30.3

31.5

33.0

35.5

37.3

37.6

42.2

135

125

125

136

123

127

120

119

114

120

116

112

117

19.6

21.4

23.6

25.3

26.3

30.2

31.3

32.1

33.6

35.7

37.8

39.2

42.6

200

178

155

138

143

144

136

135

129

132

132

128

130

1,140 760 43.7

1,245 830 44.0

1,350 900 48.1

1,455 970 52.0

1,560 1,040 53.9

Factored load (lb./ft.) Service load (lb./ft.) 300 200 19.2

405 270 21.4

510 340 22.9

615 410 26.9

720 480 29.4

825 550 31.1

930 620 35.6

1,035 690 36.5

73

64

65

69

67

66

71

65

70

65

65

66

66

18.2

20.7

22.4

25.9

29.0

30.5

32.4

35.0

38.7

41.8

44.8

48.5

51.9

78

76

76

76

78

75

72

75

77

76

78

78

77

17.8

20.6

22.1

24.2

28.6

29.9

31.0

34.2

36.7

40.8

44.0

46.5

49.6

90

90

86

84

90

87

84

87

86

94

88

87

85

18.3

20.5

22.0

24.1

28.0

29.5

30.6

31.8

36.0

37.6

43.2

45.7

48.4

104

101

100

98

106

102

96

94

98

93

107

100

94

18.8

21.4

22.7

25.3

28.2

30.5

31.2

32.9

36.8

37.4

42.3

45.4

48.0

114

115

109

108

117

114

111

105

110

106

110

127

119

19.9

22.5

24.1

26.5

28.6

31.0

31.5

33.6

37.4

37.8

42.4

44.6

47.8

134

135

133

140

120

129

121

120

122

121

122

127

141

24.3

24.7

25.6

27.4

30.6

31.5

32.0

35.0

38.9

41.0

42.6

45.4

49.0

200

200

152

160

160

144

136

137

136

142

137

133

135

1,140 760 47.1

1,245 830 51.1

1,350 900 54.2

1,455 970 57.2

1,560 1,040 60.2

Factored load (lb./ft.) Service load (lb./ft.) 300 200 22.5

405 270 23.8

510 340 28.5

615 410 31.5

720 480 37.3

825 550 38.5

930 620 40.9

1,035 690 44.2

71

64

69

64

70

67

64

65

64

65

63

65

65

21.1

23.4

26.4

30.9

33.8

35.1

39.4

43.6

45.1

48.7

52.5

53.8

54.5

77

75

89

75

73

75

80

73

75

74

75

74

70

21.7

22.8

26.2

30.3

32.4

34.8

37.3

42.0

44.3

46.8

49.6

50.3

54.0

94

83

91

86

84

85

82

89

82

84

84

79

85

21.9

23.6

26.9

30.6

31.9

34.6

37.0

41.6

43.8

44.1

45.6

49.8

53.4

98

99

101

98

94

96

92

107

98

91

85

94

89

22.9

24.6

27.2

30.9

32.2

35.4

37.4

42.1

44.2

45.5

46.0

49.1

52.6

150

118

113

108

103

106

103

105

116

108

100

100

104

24.0

27.4

29.2

31.1

34.6

36.8

41.9

42.6

44.8

45.7

47.0

50.7

53.6

171

120

122

120

115

119

133

119

113

125

117

110

114

25.6

30.2

33.4

37.4

39.9

41.8

44.4

45.2

45.9

46.5

47.8

54.0

56.6

200

200

200

158

195

136

175

160

148

137

128

153

144

Lightest joist

87

Joist depth selection table imperial

Span (ft.)

Joist depth (in.) 80 88 96

125

104 112 128 144

Span (ft.)

Joist depth (in.) 88 96 104

138

112 128 144 160

Span (ft.)

Joist depth (in.) 96 104 112

151

128 144 160 176

XXX

Factored load (lb./ft.) Service load (lb./ft.) 300 200 32.7

405 270 34.3

510 340 36.1

615 410 40.8

720 480 42.8

825 550 45.3

930 620 46.6

1,035 690 51.1

1,140 760 52.8

1,245 830 57.3

1,350 900 60.7

1,455 970 64.7

1,560 1 ,040 69.5

83

80

73

79

70

70

68

67

65

66

65

66

67

30.2

33.5

34.9

38.6

39.2

44.0

45.6

49.6

51.9

55.4

59.6

62.1

64.4

100

85

75

76

133

77

70

75

70

74

69

70

71

32.6

34.0

34.5

37.9

38.0

43.1

44.5

45.4

50.3

53.5

56.4

57.9

64.0

140

91

100

91

81

92

84

77

83

77

83

77

84

34.0

35.6

36.4

37.2

37.4

40.5

43.4

45.2

47.5

52.0

54.8

57.2

59.2

113

142

95

95

93

93

98

90

88

91

89

91

86

36.2

37.0

37.8

38.9

41.0

41.9

44.4

45.6

46.7

50.2

53.9

56.9

59.0

104

165

107

107

114

102

98

105

97

95

104

97

100

38.6

40.6

41.3

43.2

44.6

46.9

48.1

49.6

50.9

53.1

55.5

57.8

63.6

200

200

180

168

200

134

122

115

127

125

117

115

120

45.6

45.8

46.7

47.3

49.4

51.2

56.9

59.9

62.2

67.2

69.6

71.0

73.5

200

200

200

200

200

200

155

142

131

136

148

146

137

1,140 760 62.4

1,245 830 65.6

1,350 900 69.5

1,455 970 72.5

1,560 1,040 77.7

Factored load (lb./ft.) Service load (lb./ft.) 300 200 34.2

405 270 39.3

510 340 41.0

615 410 43.5

720 480 45.0

825 550 47.9

930 620 59.9

1,035 690 61.6

73

84

74

122

67

67

81

74

69

64

69

68

67

36.5

36.7

38.6

41.9

43.8

46.8

50.4

55.2

58.2

63.0

64.9

70.7

71.6

108

87

79

85

76

75

73

77

71

76

71

75

70

37.0

37.2

37.4

41.5

43.4

44.8

50.1

52.0

57.1

59.4

64.8

65.6

69.1

127

95

86

157

89

80

86

79

83

77

84

79

77

37.2

38.0

38.8

42.5

43.1

45.3

49.2

51.8

55.4

58.4

62.9

64.9

68.9

142

92

94

101

89

94

90

92

89

90

89

84

90

41.0

41.4

42.1

43.5

43.8

45.6

49.3

52.0

55.9

59.8

60.4

64.7

68.6

160

156

147

128

114

106

112

109

105

108

101

110

104

43.8

46.2

47.0

48.9

49.1

49.9

51.7

55.9

60.1

62.6

63.9

67.6

68.5

200

200

200

163

145

130

119

138

162

123

128

127

120

48.5

49.9

50.2

51.0

51.6

52.1

53.9

56.3

67.8

68.6

72.1

74.4

78.2

200

200

200

200

179

161

159

141

200

186

185

134

170

1,140 760 73.1

1,245 830 71.1

1,350 900 75.6

1,455 970 80.1

1,560 1,040 85.7

Factored load (lb./ft.) Service load (lb./ft.) 300 200 37.0

405 270 38.6

510 340 41.9

615 410 65.8

720 480 66.3

825 550 66.4

930 620 66.8

1,035 690 71.6

82

73

74

101

90

81

74

74

67

65

64

65

65

36.2

38.5

41.4

55.1

57.0

59.1

60.6

61.9

64.6

68.7

72.6

78.0

83.6

86

80

137

119

106

72

87

69

74

72

72

71

72

37.9

38.7

41.2

43.2

45.9

51.9

54.8

59.1

63.8

66.5

70.6

77.5

79.1

112

94

85

89

79

84

80

80

79

80

78

82

77

40.8

41.4

42.6

44.2

48.0

52.5

56.2

58.4

63.5

66.4

70.4

73.7

78.8

147

200

200

98

104

99

133

96

94

96

93

96

94

46.6

47.2

48.6

49.2

49.5

56.1

60.1

61.2

67.5

68.0

73.4

78.1

79.7

187

200

200

124

111

126

120

110

119

111

119

116

109

50.7

51.2

52.0

52.3

53.2

56.6

63.3

64.9

67.7

69.8

73.8

81.6

82.7

200

200

200

154

137

129

148

136

132

137

133

144

136

69.1

74.6

78.4

79.0

79.2

79.7

80.0

81.9

82.7

83.8

84.1

85.1

85.9

200

200

200

200

200

149

200

200

152

200

200

191

165

Lightest joist

88

: Mass of joist (lb./ft.) : % of service load to produce a deflection of L/360

XXX

Joist girder depth selection Selecting a joist girder can be done using graphs on pages 93 to 96 inclusive. The horizontal axis gives the factored moment of the joist girder, while the vertical axis indicates the joist girder weight. The various lines indicate different joist girder depths. The building designer must calculate the factored moment of the joist girder in order to use the graphs. To select the depth, it is unnecessary to calculate the bending moment from the concentrated loads of the joists bearing on the joist girder. Considering an equivalent uniform load is sufficiently accurate. When designing the joist girders, the designer will consider the actual loadings, as well as other forces and special conditions, if applicable. Unless advised otherwise, Canam will consider that the weight of the joist girders is included in the loads specified in the documents and on the drawings. The two following examples explain how to select the depth of a joist girder. Note: Y  ou will find an interactive engineering tool at www.canam-construction.com, allowing you to select the economical depth of trusses. This solution will save you time.

IMPERIAL Example 1 – Comparisons

Alternative 1: 3 joist girders (G1), 12.2 m (40 ft.) span, depths allowed: 0.6 to 1.1 m (24 to 44 in.) 12.2 m (40 ft.) G1

For the building conditions below, use one or two intermediate columns on the two longest exterior walls. Here is the impact comparison of the weight of joist girders G1 versus G2:

12.2 m (40 ft.) G1

Joists equally spaced at 1.5 m (50 ft.) c/c

18.3 m (60 ft.)

12.2 m (40 ft.) G1

Uniform dead load (DL):

20 psf

Uniform live load (LL):

55 psf

Maximum allowable deflection under the service load:

L /240

Solution The total moment of the joist girder can be calculated as follows:

G2 18.3 m (60 ft.)

G2 18.3 m (60 ft.) Alternative 2: 2 joist girders (G2), 18.3 m (60 ft.) span, depths allowed: 1 to 1.7 m (40 to 66 in.)

Example 1

Mf =(1.25DL + 1.5 LL) x girder tributary width x girder span2 8,000 The two joist girder lengths to be used are 12.2 m (40 ft.) and 18.3 m (60 ft.). The tributary width of the joist girder is 9.1 m (30 ft.); one-half the length of the joists. Mf alt 1 =(1.25 x 20 + 1.5 x 55) x 30 x 402 = 645 kip •ft. 8,000 Mf alt 2 =(1.25 x 20 + 1.5 x 55) x 30 x 602 = 1,450 kip •ft. 8,000

89

Joist girder depth selection From the table on page 95, select the weight of the joist girders for the different depths permitted. Then calculate the unit weight of the joist girders and the total weight for each alternative. The results are presented below.

metric JOIST GIRDER WEIGHT Unit weight (kg/m) Depth (mm)

Alt. 1

 610

0.99

Total weight (kg)

Alt. 2

Alt. 1

(kg) Alt. 2

1,234

Alt. 1

 710

0.88

1,089

3,266

 810

0.71

  889

2,667

 914

0.66

  816

2,449

1,015

0.61

1.31

  762

2,449

2,286

1,120

0.58

1.23

  726

2,286

2,177

1,220

Alt. 2

3,701

4,899 4,572

1.15

2,150

4,300

1,370

1.08

2,014

4,028

1,524

0.99

1,851

3,701

1,675

0.93

1,742

3,484

Alternative 1: 3 joist girders Alternative 2: 2 joist girders

IMPerIal JOIST GIRDER WEIGHT Unit weight (plf) Depth (in.)

Alt. 1

Total weight (lb.)

Alt. 2

Alt. 1

(lb.) Alt. 2

Alt. 1

24

68

2,720

8,160

28

60

2,400

7,200

32

49

1,960

5,880

1,800

Alt. 2

36

45

40

42

90

1,680

5,400

5,400 5,040

10,800

44

40

84

1,600

5,040

4,800

10,080

48

79

4,740

 9,480

54

74

4,440

 8,880

60

68

4,080

 8,160

66

64

3,840

 7,680

Alternative 1: 3 joist girders Alternative 2: 2 joist girders For both alternatives, the greater the depth of the joist girder, the less it weighs. In addition, alternative 1 requires three joist girders but the total weight is generally less than that of alternative 2. However, in making a choice, the building designer should also consider the cost of the intermediate columns (including the foundations) on the overall building costs.

90

Joist girder depth selection Alternatives 1 and 2 can be verified to see if the maximum deflection under the service load is respected in the worst case scenario for a depth of 0,6 m (24 in.) (alternative 1) and a depth of 1 m (40 in.) (alternative 2).

Ialt 1 = 0.132 MfD



= 0.132 x 645 x 24



= 2,043 in.4



Ialt 2 = 0.132 MfD



= 0.132 x 1,450 x 40



= 7,656 in.4

The joist girder deflection can be estimated by using the deflection equation of a simple beam, increased by 10% to include the elongation of web members.

(

)

∆ = 1.10 5WLL4  384 EI

By integrating the above formula of inertia and by simplifying the equation for deflection, we obtain: ∆ =

(

∆alt1 =

55 x 30 x 404 154,667 x 645 x 24



)

= 1.76 in. < 2.0 in. (40 x 12/240)

∆alt2 =

W LL4 154,667 MfD

OK

55 x 30 x 60 154,667 x 1,450 x 40 4

= 2.38 in. < 3.0 in. (60 x 12/240)

OK

Example 2 – Special loading Here is the weight evaluation of the joist girder for the conditions below: Uniform dead load:

15 psf

Uniform live load:

45 psf

Maximal deflection allowed under live load:

L/240

Concentrated (P.L.) dead load:

5 kip



10 kip

live load:

4.6 m (15 ft.)

P.L.

Joists equally spaced at 1.8 m (6 ft.) c/c

Joist girder 1 m (40 ft.)

11 m (36 ft.)

B

A

15.2 m (50 ft.)

Example 2

91

Joist girder depth selection Solution Contrary to the previous example, the maximum moment of the joist girder does not occur at mid-span. Therefore the maximum moment must be located first. Then it’s value is calculated and the unit weight (plf) of the joist girder is selected from the vertical axis. 1. Calculate the loading on the joist girder: a) uniformly distributed loads Wf = (1.25 x 15 + 1.5 x 45) x 25 = 2,156 plf b) concentrated loads P f = (1.25 x 5 + 1.5 x 10) x 35 =149 kip = 14,875 lb. 50 2. Locate the maximum moment: The maximum moment is produced at the location where shear is zero. Starting from point A, R A = 2,156 x 36 + 14,875 x 24 = 48,725 lb. 2 36 Lvo = 48,725 = 22.6 ft. 2,156 3. Calculate the maximum moment and determine the weight of the joist girder: Mfmax = 2,156 x 22.6 x (36 – 22.6) + 14,875 x 12 x 22.6 2 36

= 438,520 lb.•ft. = 438.5 kip •ft.

A moment of 438.5 kip-ft. and a depth of 1 m (40 in.) result in a joist girder with a weight of approximately 30 plf or 1,080 lb. total. 4. Verify the maximum deflection criteria under the service load: I = 0.132 MfD = 0.132 x 438.5 x 40 = 2,315 in.4

[ [

]

∆ = 1.10 5WL x L4 + PL x a x Lvo (L2 – a2 – Lvo2) 384 EI 6EI L

]

= 1.10 5 x 45 x 25 x 36 x 12 + 10 x 35 x 12 x 22.6 (362 – 122 – 22.62) x 123  384 x 29 x 106 x 2,315 50 3 x 29,000 x 2,315 x 36 4

3

= 1.10 [0.63 + 0.15] = 0.86 in. < 1.8 in. (36 x 12/240)

OK

Note:  Calculations for example 2 can be simplified by adding separately the maximum moments under the uniform and concentrated loads. A value of 468.3 kip •ft. is then obtained which corresponds to a weight of 32 plf.

92

Weight (kg/m)

0

15

30

45

60

75

90

105

120

135

150

165

180

195

0

METRIC

300

600

900

1 200

500

1 800

2 100

900

2 400

1 800

800

Factored Global Moment (kN•m)

1 500

600

700

2 700

2 000

1 000

3 000

3 300

2 150

1 100

Joist Girder Depth (mm) Selection Tool - Graph 1

3 600

1 350

1 200

3 900

1 650

1 500

Joist girder depth selection

93

94

Weight (kg/m)

150

165

180

195

210

225

240

255

270

285

300

315

330

345

360

375

390

405

420

4 600

5 200

1 500 1 650

METRIC

5 800

1 800

6 400

7 000

8 200

8 800

9 400

10 600

2 450

10 000

Factored Global Moment (kN•m)

7 600

2 000

2 150

2 300

11 200

2 600

Joist Girder Depth (mm) Selection Tool - Graph 2

11 800

12 400

13 000

Joist girder depth selection

Weight (plf)

0

10

20

30

40

50

60

70

80

90

100

110

120

130

140

0

IMPERIAL

250

500

750

1,000

20

1,500

72

1,750

32

36

Factored Global Moment (kip•ft.)

1,250

24

28

2,000

78

40

2,250

Joist Girder Depth (in.) Selection Tool - Graph 3 44

84

2,500

48

2,750

54

3,000

66

60

Joist girder depth selection

95

96

Weight (plf)

3,000

100

110

120

130

140

150

160

170

180

190

200

210

220

230

240

250

260

270

280

3,500

60

IMPERIAL

66

4,000

72

4,500

5,000

5,500

6,500

7,000

Factored Global Moment (kip•ft.)

6,000

78

84

90

7,500

96

8,000

102

Joist Girder Depth (in.) Selection Tool - Graph 4

8,500

9,000

9,500

10,000

Joist girder depth selection

Joist girder specifications INFORMATION REQUIRED FROM THE BUILDING DESIGNER The building designer using joist girders shall consider the following, and provide all the required information in the specification documents and on the drawings: • The loads that are carried by the joist girders can be specified by area (kPa or psf), or calculated as point loads (kN or lb.) by the building designer. For special loading conditions, a loading diagram is recommended. • The building engineer shall indicate the possible live load reduction of a floor. • The horizontal forces, applied to the joist girders and the steel joists that will affect the building’s lateral stability, shall be indicated on the drawing for consideration in designing the joist girders. • The building designer shall indicate special conditions, such as net uplift or fixed ends, that will produce compression forces in the bottom chord for consideration in determining chord size or number of knee braces required for stability of that chord. • The depth of the joist girders must be specified. • The connection of joist girders to the columns is economical if a bearing shoe is used, usually 190 mm (7.5 in.) deep, bolted to the top of the column or on a bearing bracket on the web or the flange of the column. This bracket is designed by the building designer to safely support the reaction. • Joist girder bearing must be large enough to allow a minimum bearing length on steel 100 mm (4 in.) and concrete 150 mm (6 in.). • The maximum deflection under the live loads and the total load must be given, if required. • All special cambers to be specified, if applicable. • Minimum and maximum inertias must be given to ensure that they follow the analysis model for a rigid frame or the vibration calculations made by the building designer. • The types of geometry Pratt, Warren or modified Warren, and the panel point configurations G, BG or VG, if required, is to be specified by the building designer. Otherwise, Canam will use the most economical geometry and panel point configuration. Notes: N  o perforating or cutting of the joist girders shall be performed without the authorization of the building designer. All loads or forces specified on the plans and specifications are considered unfactored unless otherwise indicated.

97

Checklist - joist The following joist design information checklist was created to assist the building designer in the preparation of the building design drawings. (Reference: CAN/CSA S16-01 clause 16.4.1)

JOIST DESIGN ESSENTIAL INFORMATION CHECKLIST A. Loads   A.1 - Uniform dead and live loads acting on roof, floor and mezzanines: • Specify if joist self weight is included or not in the uniform dead load; • Show the area of various loading (examples: concrete pavers, corridors, etc).

B. Forces   B.1 - A  xial loads (wind or seismic ) in joist top or bottom chord coming from building bracing system (horizontal, vertical and/or diaphragm).   B.2 - K nee brace axial loads attached to joist top or bottom chord.

  A.2 - Gross wind uplift load at the roof: • Include a load distribution diagram.

  B.3 - Joist end moment connection: • Indicate the magnitude and the load type for each type of load or combination of loads (dead, live, wind or seismic).

  A.3 - C  oncentrated, distributed or unbalanced loads: • Break down the content of the load and specify if it applies to top or bottom chord (examples: moveable partition, hanger, roof anchor, etc.).

  B.4 - Lateral  loads in joist top or bottom chord (wind post column, roof anchors, etc.).

  A.4 - S  now pile up loads: • Show maximum accumulation and distribution length on a lower roof or in area adjacent to obstructions such as mechanical units, screen wall, etc.   A.5 - Mechanical units and openings: (stairs, skylight opening, etc.) • Specify the position, dimensions and load affecting the joist.   A.6 - Sprinkler system loads: • Specify linear load, position and (if any) obstructions clearance requirements; • E SFR sprinkler system.   A.7 - L oads on joist cantilever ends: (examples: canopy, brick wall, etc.).   A.8 - Ponding load on flow control drain roofs: • Indicate if the rain load is concurrent with the snow load.   A.9 - C  rane/monorail load: • Pecify loads to be applied to joist; • C onsider component weights (hoist, bridge, rail), wheel axis c/c,capacity and impact coefficient.

C. Design criteria   C.1 - Maximum allowable deflections on roof and floor under live load and (if required) total load: • Specify deflections for special conditions at mid-span and at the end of cantilever (masonry, brick wall, cranes, etc.).   C.2 - F loor vibration criteria (if any): • Specify minimum joist inertia or maximum allowable deflection.   C.3 - Roof drain slopes: • Identify the joist affected and specify insulation where required.   C.4 - Special camber (if any): • Specify total camber or residual camber (after installation); • Identify the joists affected.   C.5 - U  LC Fire rating resistance requirement (if any).   C.6 - Duct opening passing through joists (if any): • Specify dimensions. Free opening, and position.   C.7 - M  inimal material thickness for corrosion resistance (if applicable).

Notes: All loads on plans are considered service loads unless otherwise indicated. Pictorial representations of the items in this list can be downloaded in the Documentation center at www.canam-construction.com. Disclaimer note This document is provided as a customer service to facilitate the provision of information required for joist design in connection with an order for joists placed with Canam, a business unit of Canam Group Inc. This document is not intended to provide engineering advice, and all joist orders are subject to the terms and provisions specified in the actual order, including Canam’s Standard Terms and Conditions for Joists and Decking. Canam shall have no liability for the use of this document, and in no event shall Canam be liable for any direct, consequential or incidental damages or cost resulting from the use of this document.

98

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99

100

Inclusion:

Bridging:

Total:

Mark

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Qty

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Exclusion:

Project Name:

DL

LL

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TL defl.

Div.

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Page of

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Take-off sheet - quotation

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Project Name:

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TL defl.

Roof floor

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Take-off sheet - quotation

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