Canam joists-and-girders-catalogue-canada

Joist Catalogue

Joists andJoist Girders

A division of Canam Group

Canam is a trademark of Canam Group Inc.

TABLE OF CONTENTS

Products, services and solutions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4

General informationThe advantages of using steel joists . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5Description of a joist girder . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Definition . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Components of a joist girder . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Advantages of joist girders . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6Steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7Design standards . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7Quality assurance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7

AccessoriesMaterial / Metric . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Axes convention . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Section properties . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8Material / Imperial . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 Axes convention . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 Section properties . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10Bridging . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 Specifications . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 Bridging line requirements / Metric . . . . . . . . . . . . . . . . . . . . . . . . . . 14 Bridging line requirements / Imperial . . . . . . . . . . . . . . . . . . . . . . . . 15 Spacing for bridging / Metric . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16 Spacing for bridging / Imperial . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17Knee braces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18Material weights . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19

Standard detailsExtensions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21Maximum duct openings / Metric . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23Maximum duct openings / Imperial . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24Geometry and shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26 Standard shape . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27 Non-standard shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27 Special shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27Minimum depth and span . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28Shoes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28Particularities . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29 Bearing on concrete or masonry wall . . . . . . . . . . . . . . . . . . . . . . . . 29 Bearing on steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29Details . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30 Ceiling extension . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30 Flush shoe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30 Bolted splice . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30 Bottom chord bearing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31 Cantilever joist . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31Joist and joist girder identification . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32Standard connections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32

Surface preparation and paintPaint standards . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33Paint costs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33Colours . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 34Joists exposed to the elements or corrosive conditions . . . . . . . . . . 34

VibrationSteel joist floor vibration comparison . . . . . . . . . . . . . . . . . . . . . . . . . . 35

Special conditionsSpecial joist deflection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39Deflection of cantilevered joists . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39Camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39Special loads and moments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40 Various types of loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40Transfer of axial loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40Unbalanced loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 42Load reduction according to tributary area . . . . . . . . . . . . . . . . . . . . . 42End moments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 43 Gravitational moments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 43 Wind moments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 44 Joist or joist girder analysis and design . . . . . . . . . . . . . . . . . . . . . . 44Joists adjacent to more rigid surfaces . . . . . . . . . . . . . . . . . . . . . . . . . 46Joists with lateral slope . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 46Anchors on joists . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 47Special joists . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 48Joist girder to column connections . . . . . . . . . . . . . . . . . . . . . . . . . . . . 49 Bearing reaction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 49 Bearing on top of the column . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 49 Bearing facing the column . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 50 Bearing facing the column with center reaction . . . . . . . . . . . . . . 50

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

Joist depth selection tables Metric . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 71 Imperial . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 80

Joist girder depth selection . . . . . . . . . . . . . . . . . . . . . . . . . . 89 Graphics / Metric . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 93 Graphics / Imperial . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 95

Joist girder specificationsInformation required from the building designer . . . . . . . . . . . . . . . . 97

Checklist - joistJoist design essential information checklist . . . . . . . . . . . . . . . . . . . . 98

Take-off sheet - quotation . . . . . . . . . . . . . . . . . . . . . . . . . . . . 99

Sales offices and plant certifications . . . . . . . . . . . . . . 103

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 STATemenTAlthough 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

Products, services and solutions

The AdVAnTAGeS of uSinG STeel JoiSTSUsing 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 GirderDEFINITION

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. Top 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.

Top chord

Bottom chordDiagonal

Vertical

Shoe

Components of a joist girder

Appuis sphériques

5

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:

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.

Carrying system

Simple beam

Gerber system

Joist girder

Beam

Joist girder

Mechanical conduits

Passage of mechanical conduits

Appuis sphériques

6

General information

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

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

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

2. Greater depths reduce the size of the top and bottom chords for increased weight savings.

3. Bay 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.

STeelOur 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;

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

deSiGn STAndArdSJoist and joist girder design is based on the latest issue of the design standards in effect:

Canada: United States:

• CAN/CSA S16–01 • SJI

• CAN/CSA S136–07

• NBCC 2005

QuAliTy ASSurAnCeOver 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.

Optimal rectangular bay

Joist girder

Joist girder

Ap

pro

xim

atel

y 1.

5 x

L

Joists

L

Distribution Centre I Cornwall, Ontario

Cold formed angle

Hot rolled angle

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 .

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

General information

XX

Y

Y

XX

Y

Y

y

xx

Y

Y

xx

y

y

mATeriAl meTriC

material (in.)

Grade (mPa) forming mass

(kg/m)Area (mm2)

l (103 mm4)

r (mm)

1/2 350 Hot rolled 0 .99 127 1 .28 3 .2

9/16 350 Hot rolled 1 .26 160 2 .05 3 .6

5/8 350 Hot rolled 1 .55 198 3 .11 4 .0

11/16 350 Hot rolled 1 .88 239 4 .56 4 .4

3/4 350 Hot rolled 2 .24 285 6 .46 4 .8

13/16 350 Hot rolled 2 .62 335 8 .91 5 .2

7/8 350 Hot rolled 3 .05 388 11 .99 5 .6

15/16 350 Hot rolled 3 .49 445 15 .78 6 .0

1 350 Hot rolled 3 .97 507 20 .43 6 .4

1 1/8 350 Hot rolled 5 .03 641 32 .73 7 .1

1 square 350 Hot rolled 5 .06 645 34 .69 7 .3

Axis X-X Axis y-y

material Grade (mPa) forming mass

(kg/m)Area (mm2)

y (mm)

lxx (103 mm4)

rxx (mm)

lyy (103 mm4)

ryy (mm)(in.) (in.) (in.)

1 x 5/8 x 0 .090 350 Cold formed 0 .84 107 5 .1 2 .13 4 .4 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

round And SQuAre BArS

u ShAPeS

SeCTion ProPerTieS

AXeS ConVenTion

8

Accessories

douBle AnGleS (lonG leGS BACk-To-BACk)meTriCAxis X-X ryy with different gaps Axis Z

material Grade (mPa) forming mass

(kg/m)Area (mm2)

y (mm)

lxx (106 mm4)

rxx (mm)

12.7 (mm)

19 (mm)

25 (mm)

35 (mm)

45 (mm)

60 (mm)

rz

(mm)(in.) (in.) (in.)1 x 1 x 0 .090 380 Cold formed 1 .74 215 7 .4 0 .013 7 .8 15 .8 18 .6 21 .4 26 .1 30 .9 38 .2 4 .91 x 1 x 7/64 380 Hot rolled 2 .09 266 7 .4 0 .016 7 .8 15 .8 18 .6 21 .3 26 .1 30 .9 38 .2 5 .01 x 1 x 0 .118 380 Cold formed 2 .22 275 7 .8 0 .017 7 .8 16 .1 19 .0 21 .7 26 .5 31 .3 38 .6 4 .81 x 1 x 1/8 380 Hot rolled 2 .38 296 7 .5 0 .018 7 .7 15 .9 18 .7 21 .5 26 .2 31 .0 38 .3 5 .0

1 1/8 x 1 1/8 x 0 .090 380 Cold formed 1 .97 244 8 .2 0 .019 8 .9 17 .0 19 .8 22 .5 27 .2 31 .9 39 .2 5 .51 1/8 x 1 1/8 x 0 .118 380 Cold formed 2 .53 313 8 .6 0 .024 8 .8 17 .3 20 .1 22 .8 27 .5 32 .3 39 .6 5 .51 1/4 x 1 1/4 x 0 .118 380 Cold formed 2 .84 351 9 .4 0 .034 9 .8 18 .5 21 .3 24 .0 28 .6 33 .3 40 .6 6 .11 1/4 x 1 1/4 x 1/8 380 Hot rolled 3 .00 387 9 .1 0 .037 9 .8 18 .3 21 .0 23 .7 28 .4 33 .1 40 .3 6 .21 1/4 x 1 1/4 x 3/16 380 Hot rolled 4 .40 555 9 .7 0 .051 9 .6 18 .7 21 .4 24 .2 28 .8 33 .6 40 .8 6 .21 3/8 x 1 3/8 x 0 .118 380 Cold formed 3 .14 390 10 .1 0 .046 10 .9 19 .8 22 .5 25 .1 29 .7 34 .4 41 .6 6 .81 1/2 x 1 1/2 x 0 .118 380 Cold formed 3 .45 428 10 .9 0 .061 11 .9 21 .0 23 .6 26 .3 30 .8 35 .5 42 .6 7 .41 1/2 x 1 1/2 x 1/8 380 Hot rolled 3 .66 465 10 .7 0 .065 11 .8 20 .7 23 .4 26 .0 30 .6 35 .2 42 .4 7 .51 1/2 x 1 1/2 x 5/32 380 Hot rolled 4 .49 573 11 .0 0 .079 11 .7 20 .9 23 .6 26 .2 30 .8 35 .5 42 .6 7 .51 1/2 x 1 1/2 x 0 .157 380 Cold formed 4 .47 557 11 .4 0 .077 11 .7 21 .3 24 .0 26 .7 31 .2 35 .9 43 .1 7 .31 1/2 x 1 1/2 x 3/16 380 Hot rolled 5 .36 684 11 .3 0 .092 11 .6 21 .1 23 .8 26 .5 31 .0 35 .7 42 .9 7 .51 5/8 x 1 5/8 x 0 .118 380 Cold formed 3 .76 466 11 .7 0 .078 12 .9 22 .2 24 .9 27 .5 32 .0 36 .6 43 .7 8 .11 5/8 x 1 5/8 x 0 .157 380 Cold formed 4 .87 608 12 .2 0 .099 12 .8 22 .5 25 .2 27 .8 32 .3 37 .0 44 .1 8 .01 3/4 x 1 3/4 x 0 .118 380 Cold formed 4 .06 504 12 .5 0 .098 13 .9 23 .5 26 .1 28 .6 33 .1 37 .7 44 .8 8 .71 3/4 x 1 3/4 x 5/32 380 Hot rolled 5 .31 674 12 .6 0 .128 13 .8 23 .4 26 .0 28 .6 33 .1 37 .7 44 .8 8 .81 3/4 x 1 3/4 x 0 .157 380 Cold formed 5 .28 659 13 .0 0 .126 13 .8 23 .8 26 .4 29 .0 33 .5 38 .1 45 .2 8 .61 3/4 x 1 3/4 x 3/16 380 Hot rolled 6 .31 800 12 .9 0 .149 13 .6 23 .6 26 .2 28 .8 33 .3 37 .9 45 .0 8 .71 7/8 x 1 7/8 x 0 .157 380 Cold formed 5 .69 709 13 .8 0 .156 14 .8 25 .0 27 .6 30 .2 34 .6 39 .2 46 .2 9 .31 7/8 x 1 7/8 x 0 .197 380 Cold formed 6 .96 870 14 .3 0 .188 14 .7 25 .3 27 .9 30 .5 35 .0 39 .6 46 .7 9 .1

2 x 2 x 0 .118 380 Cold formed 4 .66 580 14 .1 0 .148 16 .0 26 .0 28 .5 31 .0 35 .4 39 .9 46 .9 10 .02 x 2 x 0 .157 380 Cold formed 6 .10 760 14 .6 0 .191 15 .8 26 .3 28 .8 31 .4 35 .8 40 .3 47 .3 9 .92 x 2 x 3/16 380 Hot rolled 7 .26 916 14 .5 0 .227 15 .7 26 .1 28 .6 31 .2 35 .6 40 .2 47 .1 10 .02 x 2 x 0 .197 380 Cold formed 7 .46 934 15 .1 0 .231 15 .7 26 .6 29 .2 31 .7 36 .2 40 .7 47 .7 9 .82 x 2 x 7/32 380 Hot rolled 8 .37 1 068 14 .7 0 .259 15 .6 26 .2 28 .8 31 .4 35 .8 40 .4 47 .4 10 .02 x 2 x 1/4 380 Hot rolled 9 .50 1 213 15 .0 0 .289 15 .5 26 .4 29 .0 31 .6 36 .0 40 .6 47 .6 9 .9

2 1/8 x 2 1/8 x 0 .157 380 Cold formed 6 .50 811 15 .4 0 .231 16 .9 27 .5 30 .1 32 .6 37 .0 41 .5 48 .4 10 .62 1/8 x 2 1/8 x 0 .197 380 Cold formed 7 .97 997 15 .9 0 .280 16 .7 27 .8 30 .4 32 .9 37 .3 41 .9 48 .8 10 .42 1/8 x 2 1/8 x 0 .236 380 Cold formed 9 .39 1 181 16 .3 0 .324 16 .6 27 .8 30 .4 33 .0 37 .3 41 .9 48 .9 10 .32 1/4 x 2 1/4 x 0 .197 380 Cold formed 8 .48 1 061 16 .6 0 .335 17 .8 29 .1 31 .6 34 .1 38 .5 43 .0 49 .9 11 .12 1/4 x 2 1/4 x 0 .236 380 Cold formed 9 .99 1 253 17 .1 0 .390 17 .6 29 .4 31 .9 34 .5 38 .9 43 .4 50 .3 11 .02 3/8 x 2 3/8 x 0 .197 380 Cold formed 8 .98 1 124 17 .4 0 .398 18 .8 30 .3 32 .8 35 .3 39 .7 44 .1 51 .0 11 .72 3/8 x 2 3/8 x 0 .236 380 Cold formed 10 .60 1 330 17 .9 0 .463 18 .6 30 .6 33 .2 35 .7 40 .0 44 .5 51 .4 11 .62 1/2 x 2 1/2 x 0 .197 380 Cold formed 9 .49 1 188 18 .2 0 .467 19 .8 31 .6 34 .1 36 .6 40 .9 45 .3 52 .1 12 .42 1/2 x 2 1/2 x 0 .236 380 Cold formed 11 .20 1 406 18 .7 0 .545 19 .7 31 .9 34 .4 36 .9 41 .2 45 .7 52 .5 12 .32 1/2 x 2 1/2 x 1/4 380 Hot rolled 12 .21 1 536 18 .2 0 .585 19 .5 31 .4 33 .9 36 .4 40 .7 45 .2 52 .0 12 .52 1/2 x 2 1/2 x 5/16 380 Hot rolled 14 .89 1 890 18 .8 0 .706 19 .3 31 .7 34 .3 36 .8 41 .1 45 .6 52 .5 12 .42 5/8 x 2 5/8 x 0 .236 380 Cold formed 11 .81 1 482 19 .5 0 .636 20 .7 33 .1 35 .6 38 .1 42 .4 46 .8 53 .7 12 .92 3/4 x 2 3/4 x 0 .236 380 Cold formed 12 .42 1 558 20 .3 0 .737 21 .7 34 .4 36 .9 39 .3 43 .6 48 .0 54 .8 13 .62 7/8 x 2 7/8 x 0 .236 380 Cold formed 13 .02 1 634 21 .1 0 .848 22 .7 35 .6 38 .1 40 .6 44 .8 49 .2 55 .9 14 .2

3 x 3 x 0 .236 380 Cold formed 13 .63 1 711 21 .9 0 .969 23 .8 36 .9 39 .4 41 .8 46 .0 50 .3 57 .1 14 .93 x 2 x 5/16 350 Hot rolled 14 .89 1 882 25 .8 1 .095 24 .1 24 .2 26 .8 29 .4 33 .8 38 .4 45 .5 11 .03 x 3 x 5/16 380 Hot rolled 18 .16 2 291 22 .0 1 .256 23 .4 36 .7 39 .2 41 .7 45 .9 50 .3 57 .0 15 .03 x 3 x 3/8 380 Hot rolled 21 .44 2 722 22 .5 1 .465 23 .2 37 .1 39 .6 42 .0 46 .3 50 .7 57 .4 14 .9

3 1/8 x 3 1/8 x 0 .236 380 Cold formed 14 .23 1 787 22 .7 1 .101 24 .8 38 .2 40 .6 43 .0 47 .2 51 .5 58 .2 15 .53 1/2 x 3 1/2 x 3/8 380 Hot rolled 25 .30 3 206 25 .7 2 .384 27 .3 42 .1 44 .6 47 .0 51 .1 55 .4 62 .1 17 .4

4 x 3 x 3/8 380 Hot rolled 25 .31 3 200 32 .6 3 .298 32 .1 34 .4 36 .9 39 .3 43 .5 47 .9 54 .6 16 .44 x 4 x 3/8 380 Hot rolled 29 .19 3 691 28 .9 3 .630 31 .4 47 .2 49 .6 52 .0 56 .0 60 .2 66 .7 20 .04 x 3 x 1/2 380 Hot rolled 33 .05 4 194 33 .7 4 .203 31 .7 35 .1 37 .6 40 .0 44 .3 48 .7 55 .5 16 .24 x 4 x 1/2 380 Hot rolled 38 .12 4 860 30 .1 4 .630 30 .9 47 .8 50 .2 52 .6 56 .7 61 .0 67 .6 19 .94 x 4 x 9/16 380 Hot rolled 42 .56 5 400 30 .6 5 .097 30 .7 48 .1 50 .5 53 .0 57 .1 61 .4 68 .0 19 .85 x 3 1/2 x 1/2 350 Hot rolled 40 .51 5 161 42 .1 8 .313 40 .1 38 .9 41 .4 43 .8 47 .9 52 .2 58 .9 19 .25 x 5 x 1/2 380 Hot rolled 48 .25 6 129 36 .4 9 .365 39 .1 58 .0 60 .3 62 .6 66 .6 70 .7 77 .1 25 .05 x 5 x 9/16 380 Hot rolled 53 .91 6 850 37 .0 10 .353 38 .9 58 .2 60 .6 62 .9 67 .0 71 .1 77 .5 24 .95 x 5 x 5/8 380 Hot rolled 59 .57 7 561 37 .6 11 .300 38 .7 58 .5 60 .9 63 .3 67 .3 71 .4 77 .9 24 .86 x 6 x 9/16 380 Hot rolled 65 .18 8 296 43 .3 18 .232 46 .9 68 .3 70 .6 72 .9 76 .8 80 .8 87 .0 29 .96 x 4 x 5/8 350 Hot rolled 59 .57 7 561 51 .6 17 .539 48 .2 43 .5 45 .9 48 .3 52 .4 56 .6 63 .2 21 .96 x 6 x 5/8 380 Hot rolled 72 .08 9 161 43 .9 20 .105 46 .8 68 .7 71 .1 73 .3 77 .3 81 .3 87 .5 29 .96 x 6 x 3/4 300 Hot rolled 85 .48 10 887 45 .1 23 .438 46 .4 69 .3 71 .6 74 .0 77 .9 82 .0 88 .3 29 .88 x 8 x 3/4 300 Hot rolled 115 .86 14 758 57 .8 58 .054 62 .7 89 .7 92 .0 94 .2 98 .0 101 .9 107 .9 40 .08 x 8 x 1 300 Hot rolled 151 .90 19 355 60 .1 74 .075 61 .9 90 .8 93 .1 95 .4 99 .3 103 .2 109 .3 39 .7

9

Accessories

mATeriAl imPeriAl

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

Axis X-X Axis y-y

material Grade (ksi) forming mass

(plf)Area (in.2)

y (in.)

lxx (in.4)

rxx (in.)

lyy (in.4)

ryy (in.)(in.) (in.) (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

round And SQuAre BArS

u ShAPeS

SeCTion ProPerTieS

AXeS ConVenTion

XX

Y

Y

XX

Y

Y

y

xx

Y

Y

xx

y

y

10

Accessories

douBle AnGleS (lonG leGS BACk-To-BACk)imPeriAlAxis X-X ryy with different gaps Axis Z

material Grade (ksi) forming mass

(plf)Area (in.2)

y (in.)

lxx (in.4)

rxx (in.)

1/2 (in.)

3/4 (in.)

1 (in.)

1 3/8 (in.)

1 3/4 (in.)

2 3/8 (in.)

rz

(in.)(in.)www (in.) (in.)1 x 1 x 0 .090 55 Cold formed 1 .17 0 .33 0 .29 0 .031 0 .31 0 .62 0 .73 0 .84 1 .03 1 .22 1 .50 0 .191 x 1 x 7/64 55 Hot rolled 1 .40 0 .41 0 .29 0 .039 0 .31 0 .62 0 .73 0 .84 1 .03 1 .22 1 .50 0 .201 x 1 x 0 .118 55 Cold formed 1 .49 0 .43 0 .31 0 .040 0 .31 0 .64 0 .75 0 .86 1 .04 1 .23 1 .52 0 .191 x 1 x 1/8 55 Hot rolled 1 .60 0 .46 0 .30 0 .043 0 .30 0 .63 0 .74 0 .84 1 .03 1 .22 1 .51 0 .20

1 1/8 x 1 1/8 x 0 .090 55 Cold formed 1 .32 0 .38 0 .32 0 .046 0 .35 0 .67 0 .78 0 .89 1 .07 1 .26 1 .54 0 .221 1/8 x 1 1/8 x 0 .118 55 Cold formed 1 .70 0 .49 0 .34 0 .059 0 .35 0 .68 0 .79 0 .90 1 .08 1 .27 1 .56 0 .221 1/4 x 1 1/4 x 0 .118 55 Cold formed 1 .91 0 .54 0 .37 0 .082 0 .39 0 .73 0 .84 0 .94 1 .13 1 .31 1 .60 0 .241 1/4 x 1 1/4 x 1/8 55 Hot rolled 2 .02 0 .60 0 .36 0 .088 0 .38 0 .72 0 .83 0 .93 1 .12 1 .30 1 .59 0 .251 1/4 x 1 1/4 x 3/16 55 Hot rolled 2 .96 0 .86 0 .38 0 .123 0 .38 0 .73 0 .84 0 .95 1 .13 1 .32 1 .61 0 .241 3/8 x 1 3/8 x 0 .118 55 Cold formed 2 .11 0 .60 0 .40 0 .111 0 .43 0 .78 0 .88 0 .99 1 .17 1 .35 1 .64 0 .271 1/2 x 1 1/2 x 0 .118 55 Cold formed 2 .32 0 .66 0 .43 0 .145 0 .47 0 .83 0 .93 1 .03 1 .21 1 .40 1 .68 0 .291 1/2 x 1 1/2 x 1/8 55 Hot rolled 2 .46 0 .72 0 .42 0 .156 0 .47 0 .82 0 .92 1 .02 1 .20 1 .39 1 .67 0 .301 1/2 x 1 1/2 x 5/32 55 Hot rolled 3 .02 0 .89 0 .43 0 .189 0 .46 0 .82 0 .93 1 .03 1 .21 1 .40 1 .68 0 .291 1/2 x 1 1/2 x 0 .157 55 Cold formed 3 .00 0 .86 0 .45 0 .185 0 .46 0 .84 0 .94 1 .05 1 .23 1 .41 1 .70 0 .291 1/2 x 1 1/2 x 3/16 55 Hot rolled 3 .60 1 .06 0 .44 0 .220 0 .46 0 .83 0 .94 1 .04 1 .22 1 .41 1 .69 0 .291 5/8 x 1 5/8 x 0 .118 55 Cold formed 2 .52 0 .72 0 .46 0 .187 0 .51 0 .87 0 .98 1 .08 1 .26 1 .44 1 .72 0 .321 5/8 x 1 5/8 x 0 .157 55 Cold formed 3 .28 0 .94 0 .48 0 .239 0 .50 0 .89 0 .99 1 .10 1 .27 1 .46 1 .74 0 .311 3/4 x 1 3/4 x 0 .118 55 Cold formed 2 .73 0 .78 0 .49 0 .236 0 .55 0 .92 1 .03 1 .13 1 .30 1 .48 1 .76 0 .341 3/4 x 1 3/4 x 5/32 55 Hot rolled 3 .57 1 .04 0 .50 0 .307 0 .54 0 .92 1 .02 1 .13 1 .30 1 .48 1 .76 0 .351 3/4 x 1 3/4 x 0 .157 55 Cold formed 3 .55 1 .02 0 .51 0 .302 0 .54 0 .94 1 .04 1 .14 1 .32 1 .50 1 .78 0 .341 3/4 x 1 3/4 x 3/16 55 Hot rolled 4 .24 1 .24 0 .51 0 .358 0 .54 0 .93 1 .03 1 .13 1 .31 1 .49 1 .77 0 .341 7/8 x 1 7/8 x 0 .157 55 Cold formed 3 .82 1 .10 0 .54 0 .375 0 .58 0 .98 1 .09 1 .19 1 .36 1 .54 1 .82 0 .361 7/8 x 1 7/8 x 0 .197 55 Cold formed 4 .68 1 .35 0 .56 0 .452 0 .58 1 .00 1 .10 1 .20 1 .38 1 .56 1 .84 0 .36

2 x 2 x 0 .118 55 Cold formed 3 .13 0 .90 0 .56 0 .357 0 .63 1 .02 1 .12 1 .22 1 .39 1 .57 1 .85 0 .392 x 2 x 0 .157 55 Cold formed 4 .10 1 .18 0 .57 0 .460 0 .62 1 .03 1 .14 1 .24 1 .41 1 .59 1 .86 0 .392 x 2 x 3/16 55 Hot rolled 4 .88 1 .42 0 .57 0 .545 0 .62 1 .03 1 .13 1 .23 1 .40 1 .58 1 .86 0 .392 x 2 x 0 .197 55 Cold formed 5 .02 1 .45 0 .59 0 .555 0 .62 1 .05 1 .15 1 .25 1 .42 1 .60 1 .88 0 .392 x 2 x 7/32 55 Hot rolled 5 .62 1 .66 0 .58 0 .622 0 .61 1 .03 1 .13 1 .24 1 .41 1 .59 1 .87 0 .392 x 2 x 1/4 55 Hot rolled 6 .38 1 .88 0 .59 0 .695 0 .61 1 .04 1 .14 1 .24 1 .42 1 .60 1 .87 0 .39

2 1/8 x 2 1/8 x 0 .157 55 Cold formed 4 .37 1 .26 0 .61 0 .556 0 .66 1 .08 1 .18 1 .28 1 .45 1 .63 1 .91 0 .422 1/8 x 2 1/8 x 0 .197 55 Cold formed 5 .36 1 .55 0 .62 0 .672 0 .66 1 .09 1 .20 1 .30 1 .47 1 .65 1 .92 0 .412 1/8 x 2 1/8 x 0 .236 55 Cold formed 6 .31 1 .831 0 .64 0 .781 0 .65 1 .09 1 .20 1 .30 1 .47 1 .65 1 .93 0 .412 1/4 x 2 1/4 x 0 .197 55 Cold formed 5 .70 1 .64 0 .66 0 .806 0 .70 1 .14 1 .24 1 .34 1 .52 1 .69 1 .96 0 .442 1/4 x 2 1/4 x 0 .236 55 Cold formed 6 .72 1 .94 0 .67 0 .937 0 .69 1 .16 1 .26 1 .36 1 .53 1 .71 1 .98 0 .432 3/8 x 2 3/8 x 0 .197 55 Cold formed 6 .04 1 .74 0 .69 0 .955 0 .74 1 .19 1 .29 1 .39 1 .56 1 .74 2 .01 0 .462 3/8 x 2 3/8 x 0 .236 55 Cold formed 7 .12 2 .06 0 .71 1 .113 0 .73 1 .21 1 .31 1 .40 1 .58 1 .75 2 .02 0 .462 1/2 x 2 1/2 x 0 .197 55 Cold formed 6 .38 1 .84 0 .72 1 .122 0 .78 1 .24 1 .34 1 .44 1 .61 1 .78 2 .05 0 .492 1/2 x 2 1/2 x 0 .236 55 Cold formed 7 .53 2 .18 0 .74 1 .310 0 .77 1 .25 1 .35 1 .45 1 .62 1 .80 2 .07 0 .482 1/2 x 2 1/2 x 1/4 55 Hot rolled 8 .21 2 .38 0 .72 1 .406 0 .77 1 .24 1 .34 1 .43 1 .60 1 .78 2 .05 0 .492 1/2 x 2 1/2 x 5/16 55 Hot rolled 10 .00 2 .93 0 .74 1 .697 0 .76 1 .25 1 .35 1 .45 1 .62 1 .79 2 .07 0 .492 5/8 x 2 5/8 x 0 .236 55 Cold formed 7 .94 2 .30 0 .77 1 .529 0 .81 1 .30 1 .40 1 .50 1 .67 1 .84 2 .11 0 .512 3/4 x 2 3/4 x 0 .236 55 Cold formed 8 .34 2 .42 0 .80 1 .771 0 .86 1 .35 1 .45 1 .55 1 .72 1 .89 2 .16 0 .532 7/8 x 2 7/8 x 0 .236 55 Cold formed 8 .75 2 .53 0 .83 2 .037 0 .90 1 .40 1 .50 1 .60 1 .76 1 .94 2 .20 0 .56

3 x 3 x 0 .236 55 Cold formed 9 .16 2 .65 0 .86 2 .328 0 .94 1 .45 1 .55 1 .65 1 .81 1 .98 2 .25 0 .583 x 2 x 5/16 50 Hot rolled 10 .01 2 .92 1 .02 2 .632 0 .95 0 .95 1 .06 1 .16 1 .33 1 .51 1 .79 0 .433 x 3 x 5/16 55 Hot rolled 12 .20 3 .55 0 .86 3 .017 0 .92 1 .45 1 .54 1 .64 1 .81 1 .98 2 .24 0 .593 x 3 x 3/8 55 Hot rolled 14 .41 4 .22 0 .89 3 .519 0 .91 1 .46 1 .56 1 .65 1 .82 1 .99 2 .26 0 .59

3 1/8 x 3 1/8 x 0 .236 55 Cold formed 9 .56 2 .77 0 .89 2 .646 0 .98 1 .50 1 .60 1 .69 1 .86 2 .03 2 .29 0 .613 1/2 x 3 1/2 x 3/8 55 Hot rolled 17 .00 4 .97 1 .01 5 .728 1 .07 1 .66 1 .75 1 .85 2 .01 2 .18 2 .44 0 .69

4 x 3 x 3/8 55 Hot rolled 17 .01 4 .96 1 .28 7 .924 1 .26 1 .36 1 .45 1 .55 1 .71 1 .89 2 .15 0 .644 x 4 x 3/8 55 Hot rolled 19 .62 5 .72 1 .14 8 .721 1 .23 1 .86 1 .95 2 .05 2 .21 2 .37 2 .63 0 .794 x 3 x 1/2 55 Hot rolled 22 .21 6 .50 1 .33 10 .097 1 .25 1 .38 1 .48 1 .58 1 .74 1 .92 2 .19 0 .644 x 4 x 1/2 55 Hot rolled 25 .62 7 .53 1 .18 11 .123 1 .22 1 .88 1 .98 2 .07 2 .23 2 .40 2 .66 0 .784 x 4 x 9/16 55 Hot rolled 28 .60 8 .37 1 .21 12 .246 1 .21 1 .89 1 .99 2 .08 2 .25 2 .42 2 .68 0 .785 x 3 1/2 x 1/2 50 Hot rolled 27 .22 8 .00 1 .66 19 .971 1 .58 1 .53 1 .63 1 .72 1 .89 2 .06 2 .32 0 .755 x 5 x 1/2 55 Hot rolled 32 .42 9 .50 1 .43 22 .501 1 .54 2 .28 2 .37 2 .47 2 .62 2 .78 3 .03 0 .985 x 5 x 9/16 55 Hot rolled 36 .23 10 .62 1 .46 24 .874 1 .53 2 .29 2 .39 2 .48 2 .64 2 .80 3 .05 0 .985 x 5 x 5/8 55 Hot rolled 40 .03 11 .72 1 .48 27 .148 1 .52 2 .30 2 .40 2 .49 2 .65 2 .81 3 .06 0 .986 x 6 x 9/16 55 Hot rolled 43 .80 12 .86 1 .70 43 .802 1 .85 2 .69 2 .78 2 .87 3 .02 3 .18 3 .43 1 .186 x 4 x 5/8 50 Hot rolled 40 .03 11 .72 2 .03 42 .139 1 .90 1 .71 1 .81 1 .90 2 .06 2 .23 2 .49 0 .866 x 6 x 5/8 55 Hot rolled 48 .44 14 .20 1 .73 48 .302 1 .84 2 .71 2 .80 2 .89 3 .04 3 .20 3 .45 1 .186 x 6 x 3/4 44 Hot rolled 57 .44 16 .87 1 .78 56 .310 1 .83 2 .73 2 .82 2 .91 3 .07 3 .23 3 .47 1 .178 x 8 x 3/4 44 Hot rolled 77 .85 22 .87 2 .28 139 .480 2 .47 3 .53 3 .62 3 .71 3 .86 4 .01 4 .25 1 .588 x 8 x 1 44 Hot rolled 102 .07 30 .00 2 .37 177 .970 2 .44 3 .57 3 .67 3 .76 3 .91 4 .06 4 .30 1 .56

11

Accessories

Bombardier Centre I La Pocatière, Quebec

Alphonse-Desjardins Sports Complex I Trois-Rivières, Quebec

Athletic Facility I Terrebonne, Quebec

12

Accessories

BridGinGSPECIFICATIONS

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 rz

• Diagonal bridging 200 x rz

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 ryy

• Bottom chord 240 x ryy

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

Span (m)

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

3 .0 3 .6 4 .2 4 .8 5 .4 6 .0 6 .6 7 .2 7 .8 8 .4 9 .0 9 .6 10 .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

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

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

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

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

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

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

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

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

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

TABle for SeleCTinG The numBer of BridGinG lineS

legend 0 line 2 lines 4 lines

1 line 3 lines

14

Accessories

imPeriAl

Span (ft.)

factored load (plf)

Service load (plf)

300 405 510 615 720 825 930 1,035 1,140 1,245 1,350 1,455 1,560

200 270 340 410 480 550 620 690 760 830 900 970 1,040

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

TABle for SeleCTinG The numBer of BridGinG lineS

legend 0 line 2 lines 4 lines

1 line 3 lines

15

Accessories

SPACING FOR BRIDGING

mAXimum JoiST SPACinG (mm) for horiZonTAl BridGinG

mAXimum JoiST SPACinG (mm) for diAGonAl BridGinG

* To 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.

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 1/2 x 1 1/2 x 0 .118 L 1 3/4 x 1 3/4 x 1/8 L 2 x 2 x 0 .157

1,720 2,240 2,420 2,620 2,970

Joist depth (mm)

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 1/2 x 1 1/2 x 0 .118 L 1 3/4 x 1 3/4 x 1/8 L 2 x 2 x 0 .157

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

350 2,420 2,970 3,220 3,480 3,950

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 2,730 3,000 3,280 3,770

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

meTriC

16

Accessories

mAXimum JoiST SPACinG (ft.) for horiZonTAl BridGinG

mAXimum JoiST SPACinG (ft.) for diAGonAl BridGinG

* To 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.

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 1/2 x 1 1/2 x 0 .118 L 1 3/4 x 1 3/4 x 1/8 L 2 x 2 x 0 .157

5’ - 7” 7’ - 4” 7’ - 11” 8’ - 7” 9’ - 9”

Joist depth (in.)

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 1/2 x 1 1/2 x 0 .118 L 1 3/4 x 1 3/4 x 1/8 L 2 x 2 x 0 .157

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

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’’

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

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’’

imPeriAl

17

Accessories

knee BrACeSTo 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 rz.

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 mid-length 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.

mAXimum knee BrACe lenGTh l (mm)

mAXimum knee BrACe lenGTh l (ft.)

Brace angle size

L 1 1/2 x 1 1/2 x 0 .157 L 2 x 2 x 0 .157 L 2 1/2 x 2 1/2 x 3/16 L 3 x 3 x 0 .236

L 1 1/2 x 1 1/2 x 5/32 L 2 x 2 x 5/32 L 2 1/2 x 2 1/2 x 0 .197 L 3 x 3 x 1/4

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

1,470 1,990 2,480 2,980

Brace angle size

L 1 1/2 x 1 1/2 x 0 .157 L 2 x 2 x 0 .157 L 2 1/2 x 2 1/2 x 3/16 L 3 x 3 x 0 .236

L 1 1/2 x 1 1/2 x 5/32 L 2 x 2 x 5/32 L 2 1/2 x 2 1/2 x 0 .197 L 3 x 3 x 1/4

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

4’ - 10” 6’ - 6” 8’ - 2” 9’ - 9”

meTriC

imPeriAl

JoistTYP.

Joist girder

By Canam

Joist

APPROX.45°

Knee braces - detail 2

Joist

Joist girder

Joist


Joist

Joistgirder

TYP. By Canam

Joist


18

Accessories

mATeriAl weiGhTSThe 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.

eSTimATed Self-weiGhT of JoiSTS And JoiST GirderS (kPa)

eSTimATed Self-weiGhT of JoiSTS And JoiST GirderS (psf)

meTriC

imPeriAl

Bay area (m2)

Joist/Joist girder Span ratio

factored uniform load (kPa) Joist (m)

J.G. (m)

2 3 4 5 6 7 8 9 1050 0 .5 0 .09 0 .11 0 .13 0 .14 0 .17 0 .20 0 .23 0 .25 0 .28 5 .0 10 .050 1 0 .08 0 .09 0 .10 0 .13 0 .16 0 .18 0 .21 0 .24 0 .26 7 .1 7 .150 2 0 .07 0 .08 0 .11 0 .14 0 .16 0 .19 0 .22 0 .25 0 .27 10 .0 5 .0

100 0 .5 0 .10 0 .12 0 .15 0 .19 0 .22 0 .26 0 .30 0 .34 0 .37 7 .1 14 .1100 1 0 .08 0 .10 0 .14 0 .17 0 .21 0 .24 0 .28 0 .31 0 .35 10 .0 10 .0100 2 0 .07 0 .11 0 .14 0 .18 0 .22 0 .25 0 .29 0 .33 0 .36 14 .1 7 .1150 0 .5 0 .11 0 .14 0 .18 0 .23 0 .27 0 .32 0 .37 0 .41 0 .46 8 .7 17 .3150 1 0 .09 0 .13 0 .17 0 .21 0 .25 0 .30 0 .34 0 .38 0 .42 12 .2 12 .2150 2 0 .09 0 .13 0 .18 0 .22 0 .27 0 .31 0 .35 0 .40 0 .44 17 .3 8 .7200 0 .5 0 .12 0 .16 0 .21 0 .26 0 .32 0 .37 0 .42 0 .48 0 .53 10 .0 20 .0200 1 0 .10 0 .15 0 .20 0 .25 0 .29 0 .34 0 .39 0 .44 0 .49 14 .1 14 .1200 2 0 .10 0 .15 0 .20 0 .26 0 .31 0 .36 0 .41 0 .46 0 .51 20 .0 10 .0250 0 .5 0 .13 0 .18 0 .24 0 .30 0 .35 0 .41 0 .47 0 .53 0 .59 11 .2 22 .4250 1 0 .11 0 .16 0 .22 0 .27 0 .33 0 .38 0 .44 0 .49 0 .55 15 .8 15 .8250 2 0 .11 0 .17 0 .23 0 .29 0 .34 0 .40 0 .46 0 .51 0 .57 22 .4 11 .2300 0 .5 0 .13 0 .19 0 .26 0 .32 0 .39 0 .45 0 .52 0 .58 0 .65 12 .2 24 .5300 1 0 .12 0 .18 0 .24 0 .30 0 .36 0 .42 0 .48 0 .54 0 .60 17 .3 17 .3300 2 0 .13 0 .19 0 .25 0 .31 0 .38 0 .44 0 .50 0 .56 0 .63 24 .5 12 .2

Bay area (ft.2)

Joist/Joist girder Span ratio

factored uniform load (psf) Joist (ft.)

J.G. (ft.)

42 63 83 104 125 146 167 188 209 500 1/2 2 .0 2 .6 3 .1 3 .6 4 .2 4 .9 5 .6 6 .3 7 .0 15 .8 31 .6 500 1 1 .7 2 .1 2 .5 3 .0 3 .7 4 .3 4 .9 5 .5 6 .1 22 .4 22 .4 500 2 1 .5 1 .8 2 .4 3 .0 3 .6 4 .2 4 .8 5 .4 6 .0 31 .6 15 .8

1,100 1/2 2 .4 3 .2 3 .9 4 .9 5 .8 6 .8 7 .8 8 .8 9 .8 23 .5 46 .91,100 1 2 .0 2 .6 3 .4 4 .2 5 .1 6 .0 6 .8 7 .7 8 .5 33 .2 33 .21,100 2 1 .7 2 .5 3 .3 4 .1 5 .0 5 .8 6 .6 7 .5 8 .3 46 .9 23 .51,600 1/2 2 .7 3 .6 4 .7 5 .9 7 .1 8 .2 9 .4 10 .6 11 .8 28 .3 56 .61,600 1 2 .2 3 .1 4 .1 5 .1 6 .1 7 .2 8 .2 9 .2 10 .3 40 .0 40 .01,600 2 2 .0 3 .0 4 .0 5 .0 6 .0 7 .0 8 .0 9 .0 10 .0 56 .6 28 .32,200 1/2 3 .0 4 .2 5 .5 6 .9 8 .3 9 .7 11 .0 12 .4 13 .8 33 .2 66 .32,200 1 2 .4 3 .6 4 .8 6 .0 7 .2 8 .4 9 .6 10 .8 12 .1 46 .9 46 .92,200 2 2 .4 3 .5 4 .7 5 .8 7 .0 8 .2 9 .4 10 .6 11 .7 66 .3 33 .22,700 1/2 3 .3 4 .6 6 .1 7 .6 9 .2 10 .7 12 .2 13 .8 15 .3 36 .7 73 .52,700 1 2 .7 4 .0 5 .3 6 .6 8 .0 9 .3 10 .7 12 .0 13 .4 52 .0 52 .02,700 2 2 .6 3 .9 5 .2 6 .5 7 .8 9 .1 10 .4 11 .7 13 .0 73 .5 36 .73,200 1/2 3 .5 5 .0 6 .6 8 .3 10 .0 11 .6 13 .3 15 .0 16 .7 40 .0 80 .03,200 1 2 .9 4 .4 5 .8 7 .2 8 .7 10 .2 11 .6 13 .1 14 .5 56 .6 56 .63,200 2 2 .8 4 .3 5 .6 7 .0 8 .5 9 .9 11 .3 12 .7 14 .2 80 .0 40 .0

19

Accessories

mASS/wwCeS To uSe for deSiGn(Using normal density concrete)

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.

kg/m3 kn/m3 material pcf 7,850 77 .0 Steel 490 2,640 25 .9 Aluminum 165 2,580 25 .3 Glass (plate) 161 2,400 23 .5 Concrete (stone, reinforced) 150 2,000 19 .6 Brick (common) 125 801 7 .9 Wood (hard or treated) maximum 50 352 3 .5 Wood (soft or dry) minimum 22 1,000 9 .8 Water (fresh, 4°C) 62 897 8 .8 Ice 56 641 6 .3 Snow (wet) maximum 40 400 3 .9 Snow (dry, packed) maximum 25 128 1 .3 Snow (dry, fresh fallen) 8 1,100 10 .8 Paint (52% of weight solids) 69 929 9 .1 Oils 58 785 7 .7 Alcohol 49 673 6 .6 Gasoline 42 1,920 18 .8 Sand and gravel (wet) 120

kg/m2 kn/m2 material psf10 .1 0 .10 Steel deck P-3615 (up to 0 .91 mm) 2 .116 .3 0 .16 Steel deck P-3615 (1 .21 to 1 .52 mm) 3 .314 .0 0 .14 Steel deck P-2436 (up to 0 .91 mm) 2 .922 .7 0 .22 Steel deck P-2436 (1 .21 to 1 .52 mm) 4 .8

193 .7 1 .90 Steel deck P-3615 composite (100 mm total slab) 39 .7313 .0 3 .07 Steel deck P-3615 composite (150 mm total slab) 64 .3259 .0 2 .54 Steel deck P-2432 composite (140 mm total slab) 53 .5402 .7 3 .95 Steel deck P-2432 composite (200 mm total slab) 82 .9

15 .3 0 .15 Roofing 3 ply asphalt (no gravel) 3 .15 .1 0 .05 Fiberglass insulation (batts 100 mm) 1 .04 .1 0 .04 Fiberglass insulation (blown 100 mm) 0 .87 .1 0 .07 Fiberglass insulation (rigid 100 mm) 1 .53 .1 0 .03 Urethane (rigid foam 100 mm) 0 .66 .1 0 .06 Insulating concrete (100 mm) 1 .3

13 .3 0 .13 Gypsum wallboard (16 mm) 2 .77 .1 0 .07 Sprayed fire protection (average) 1 .5

25 .5 0 .25 Ducts, pipes, and wiring (average) 5 .040 .8 0 .40 Plaster on lath/furring (20 mm) 8 .4

265 .1 2 .60 Tiled ceiling with suspension and fixtures (average) 54 .3356 .9 3 .50 Hollow core precast (200 mm N .D . no topping) 73 .1

14 .3 0 .14 Hollow core precast (300 mm N .D . no topping) 2 .912 .2 0 .12 Plywood or chipboard (20 mm) 2 .516 .3 0 .16 Hardwood floor (20 mm) 3 .310 .2 0 .10 Wood joists 38 mm x 286 mm (400 mm c/c) 2 .181 .6 0 .80 Carpeting 16 .720 .4 0 .20 Ceramic (20 mm) on Mortar bed (12 mm) 4 .2

178 .4 1 .75 Hollow concrete block 150 mm thick (cells empty) 36 .6214 .1 2 .10 Hollow concrete block 200 mm thick (cells empty) 43 .9295 .7 2 .90 Hollow concrete block 300 mm thick (cells empty) 60 .6221 .8 2 .18 Hollow concrete block 150 mm thick (1 of 4 cells filled) 45 .4277 .8 2 .73 Hollow concrete block 200 mm thick (1 of 4 cells filled) 56 .9397 .6 3 .90 Hollow concrete block 300 mm thick (1 of 4 cells filled) 81 .5

20

Accessories

eXTenSionSAn 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.

Top chord extension

Variable

Bearing

Section reinforced with 2 angles

A

A

B

B

C

C

Section ASection B

BearingSection C

Section reinforced with 4 angles

A

A

B

B

C

C

Bearing

Section CSection ASection B

Section reinforced with 1 channel

A

A

B

B

C

C

Bearing

Section B Section CSection A

Section without reinforcement

A

A

B

B

C

C

Section ASection BSection C

Bearing

Section reinforced with 2 channels

A

A

B

B

C

C

Bearing

Section CSection ASection B

Cantilever joist

Bearing

Variable

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.

meTriCmAXimum 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

imPeriAlmAXimum 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.

Clear depth

Shoe depth

22

Standard details

ING of Canada I Saint-Hyacinthe, Quebec

mAXimum duCT oPeninGS

meTriCdimenSionS of free oPeninGS

for VAriouS JoiSTS And JoiST Girder ConfiGurATionS

Configuration (mm) opening (mm)

h P d S l rJoist

War

ren

Ge

omet

ry 200 250 110 95 70 150 250 250 150 120 90 182 300 305 190 150 110 232 350 305 220 175 120 258

Mod

ified

War

ren

Geom

etry

400 610 240 220 140 410 450 610 320 265 200 420 500 610 360 290 220 454 550 610 390 315 240 484 600 610 420 340 250 512 650 610 440 350 260 526 700 610 460 375 270 550 750 610 490 395 280 572 800 610 510 410 290 592 900 610 550 440 310 622 1,000 610 580 465 320 646 1,100 650 630 505 340 694 1,200 700 690 555 380 762 1,300 800 750 605 410 838 1,500 900 880 705 480 972

Joist girder 750 600 430 345 240 500 900 600 500 400 280 564 1,050 600 560 450 300 616 1,200 600 610 490 330 658 1,350 600 650 530 340 694 1,500 600 680 560 360 726

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.

D

L

RS

S

P

305 mm

12 in.

H

Warren Geometry; H � 350 mm (14 in.)

D

L

RS

S

610 mm (TYP)

24 in. (TYP)

H

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

Location must be greater than:2.5 x H

H

100 mm (4 in.) min.

100 mm (4 in.) min.

Modified Warren Geometry


H

100 mm (4 in.) min.

100 mm (4 in.) min.

Pratt Geometry

23

Standard details

mAXimum duCT oPeninGS

imPeriAldimenSionS of free oPeninGS

for VAriouS JoiSTS And JoiST Girder ConfiGurATionS

Configuration (in.) opening (in.)

h P d S l rJoist

8 10 4 .5 3 .5 2 .5 5 .5

War

ren

Geom

etry

10 10 6 .0 4 .5 3 .5 7 .012 12 7 .5 6 .0 4 .5 9 .014 12 8 .5 7 .0 5 .0 10 .016 24 9 .5 8 .5 5 .5 16 .0

Mod

ified

War

ren

Geom

etry

18 24 13 .0 10 .5 8 .0 16 .520 24 14 .5 11 .5 9 .0 18 .022 24 15 .5 12 .5 9 .5 19 .024 24 17 .0 13 .5 10 .0 20 .526 24 17 .5 14 .0 10 .5 21 .028 24 18 .5 15 .0 11 .0 22 .030 24 19 .5 15 .5 11 .0 23 .032 24 20 .5 16 .5 11 .5 23 .536 24 22 .0 17 .5 12 .0 24 .540 24 23 .5 18 .5 12 .5 25 .544 26 25 .0 20 .0 13 .5 27 .548 28 27 .5 22 .0 15 .0 30 .554 32 31 .0 24 .5 17 .0 34 .060 36 35 .0 28 .0 19 .5 39 .0

Joist girder30 24 17 .0 13 .5 10 .0 20 .036 24 20 .0 16 .0 11 .0 22 .542 24 22 .5 18 .0 12 .0 24 .548 24 24 .5 19 .5 13 .0 26 .554 24 26 .0 21 .0 13 .5 27 .560 24 27 .5 22 .5 14 .5 29 .0

Note: Final dimensions of free openings should be verified with 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.

D

L

RS

S

P

305 mm

12 in.

H

Warren Geometry; H � 350 mm (14 in.)

D

L

RS

S

610 mm (TYP)

24 in. (TYP)

H

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


H

100 mm (4 in.) min.

100 mm (4 in.) min.

Modified Warren Geometry


H

100 mm (4 in.) min.

100 mm (4 in.) min.

Pratt Geometry

24

Standard details

Avon Canada I Pointe-Claire, Quebec

Agora, Collège Saint-Sacrement I Terrebonne, QuebecTransAlta Rainforest I Calgary, Alberta

25

Standard details

GeomeTry And ShAPeSThe geometry refers to the web profile system. The standard geometry types are presented below:

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.

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

PrattWarrenModified Warren

Combined geometries

Type G configuration

Type VG configuration

26

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.

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

NON-STANDARD SHAPES **

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.

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

Type BG configuration

1 slope 1 slope

2 slopes

Variable

4 slopes

Variable (typ.)

2 slopes

Variable

3 slopes

Variable (typ.)

4 slopes

Variable (typ.)

3 slopes

Variable (typ.)

3 slopes

Variable (typ.)

Parallel chords

Scissor *

BowstringR

Barrel *R1

R 2

Scissor

27

Standard details

minimum dePTh And SPAnFor 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.

ShoeSThe 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 .)

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 .)

Joist girder 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.

Shoe

dep

th a

t grid

line

Exte

rior s

hoe

dept

h

Inte

rior s

hoe

dept

h

Sho

e de

pth

at g

ridl

ine

Exte

rior

sho

e de

pth

Inte

rior

sho

e de

pth

Dep

th a

t g

rid

linex

Clearance

250 (metric)

12 (imperial)

28

Standard details

meTriC

imPeriAl

Clearance of bearing (mm)

Sloped joist (x/250)

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

Clearance of bearing (in.)

Sloped joist (x/12)

1 2 3 4 5 6 7 8

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

3 4 4 4 4 4 5 6 6

4 4 4 4 5 6 6 7 8

5 4 4 5 6 7 8 9 10

6 4 5 6 7 8 9 11 12

minimum Shoe dePTh (mm)

minimum Shoe dePTh (in.)

PArTiCulAriTieSBEARING 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

deTAilSCEILING ExTENSION

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 A

Section A

A

A

B B

Section A

Section B

Bolted splice at top chord

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:

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:

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.

Top chord bearing requires bolted splices on the bottom chord.

Bottom chord bearing Top chord bearing

Erection drawingmark tag

T1

Male and female section tags

T1-1 T1-1

Erection drawingmark tag

T1

Male and female section tags

T1-L T1-R

31

Standard details

JoiST And JoiST Girder idenTifiCATionJoists 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 ConneCTionSUse 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

Nemaska First Nation Sports Complex I Nemiscau, Quebec

32

Standard details

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 STAndArdSIn 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 CoSTSCanam 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 type

Surface preparation

Paint application cost factor

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.

ColourSStandard paint colour is gray. Red paint is optional.

JoiSTS eXPoSed To The elemenTS or CorroSiVe CondiTionSA 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

Surface preparation and paint

STeel JoiST floor ViBrATion ComPAriSonThe 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 0.50 kPa (10 psf)Partitions 1.00 kPa (21 psf)

DEAD LOAD TOTAL 3.82 kPa (79 psf)

LIVE LOAD 2.40 kPa (50 psf)

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

wf = 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 0.50 kPa (10 psf)Partitions 1.00 kPa (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 3⁄8 in.) span to support the following load:

wf = 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

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.

ComPAriSon of VAriouS ArrAnGemenTS

Parameter BaseAlternative 1

(increased thickness of slab by 30 mm)

Alternative 2 (increased joist moment

of inertia)Peak acceleration ao (% g) 0 .80 % 0 .50 % 0 .57 %

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

Composite joist moment of inertia (106 mm4) 198 256 372

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

Beam size W530 x 74 W530 x 82 W530 x 74

Beam span (mm) 7,500 7,500 7,500

38

Vibration

SPeCiAl JoiST defleCTionAppendix 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 Specified loading Application maximum

Industrial 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

All others 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.

Please note that the concrete cover at the centre line of the joist will be 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 JoiSTSIt 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.).

CAmBerCamber 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.

1,000 mm (3 ft.-3 in.)

39

Special conditions

SPeCiAl loAdS And momenTSCanadian 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.

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.

TrAnSfer of AXiAl loAdSWind 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.

Transfer of axial loads

Jois

t (a

xial

)

A Lateral load

Section A-A

Axial: an additionalload specified bythe building designermust be considered.

Jois

t (a

xial

)

Jois

t (a

xial

)

Jois

t (a

xial

)

A

UniformTriangular

At any panel pointAnywhereAt a specific

location

VARIOuS TYPES OF LOADS

Moment load

Axial load

Concentrated load

Snow pile up load

Partial load

uniform load

40

Special conditions

41

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.

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);

• 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);

• Without a transfer piece using the capacity of the joist girder 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.

Transfer on an axial load by two anglesplaced under the top chord

Suggestion 1

Section A-A

A

A

Supplied by thesteel contractorunless otherwisenoted.

Transfer of an axial load by a plateplaced on the top of the top chord

Suggestion 2

Supplied by the steelcontractor unless otherwise noted.

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

A

A

Section A-A

Supplied by thesteel contractor unless otherwise noted.

Transfer of an axial load using the shoesSuggestion 4

Transfer of an axial load at the bottom chord

and

42

Special conditions

unBAlAnCed loAdSAs 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:

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

loAd reduCTion ACCordinG To TriBuTAry AreAAlthough 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).

Unbalanced loading

R1 R2

Joist girder

Joist girder

R1R2

Joist girder

Staggered joists

New spacings for staggered joists

2.2 m7’ - 2”

2 m6’ - 8”

2 m6’ - 8”

2 m6’ - 8”

2 m6’ - 8”

1.9 m6’ - 2”

2 m6’ - 8”

2 m6’ - 8”

2 m6’ - 8”

2 m6’ - 8”

2 m6’ - 8”

2 m6’ - 8”

Joist girder

Joist

Joist

Centre of reaction

CL

Joists are staggeredas required

Joist girder

Joist girder

Joist girder top chord

Gravitational moments

end momenTSGRAVITATIONAL 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.

meTriC

I = 1,596 MfD

where 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

I = 0.132 MfD

where 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.

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 = Cf = Mf

de

where Tf = Cf = Axial force (kN or kip)

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

de = Effective joist girder depth (m or ft.)

Wind moments

Connection at bottom chordwith a tie joist plate

Transfer of the loads via a transfer plate

Transfer plate supplied bythe steel contractor unlessotherwise noted.

Stabilizer plate supplied bythe steel contractor unlessotherwise noted.

Mf

Tf or Cf

de

Tf or Cf

44

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 = Cf = Mf

de

where Tf = Cf = Axial force (kN or kip)

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

de = Effective joist girder depth (m or ft.)

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.

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

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.

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.

Vertical eccentricity at bearing due to the axial load

e

Transfer of the loads by the shoe base

Tf or Cf

de

Tf or Cf

Mf

Joist girder shoe

Stabilizer plate supplied bythe steel contractor unlessotherwise noted.

Mf

Different types of reinforcement of the first panel

e

A- Addition of a strut

e

B- Addition of stiffener plate

e

C- Shoe extension

Standard connection at bottom chord with a stabilizer plate

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

Section A-AA

A

45

Special conditions

JoiSTS AdJACenT To more riGid SurfACeSJoists 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 joistdeflection 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

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.

JoiSTS wiTh lATerAl SloPeBuilding 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.

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

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.

CBA

21

Bridging linesHorizontal bracings

Slope Slope Joists

1st joist

2nd joist

3rd joist

4th joist

Criterion = 25,000 / 50 = 500

Criterion = 25,000 / 70 = 357

Criterion = 25,000 / 90 = 278

Criterion = 25,000 / 110 = 227

L/500

L/360

L/280

L/240 min.

25,000

Line with increased stiffness

Typ.

Wind column

Wind thrust given by the designer.

46

Special conditions

First Alliance Church I Calgary, Alberta

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.

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.

Not recommended Recommended

Joists

Anchorage

47

Special conditions

SPeCiAl JoiSTSCanam 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 ConneCTionSBEARING 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

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.

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

Joist girder reaction

R

Joist girder reaction on top of the column

R

C

Reactions of two joist girders on top of the column

R1R2

C

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

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.

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.

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.

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.

Bearing facing the column on either sides

R1R2

C

Bearing facing the column with centre reaction

R

C

Joist girder sitting on a column bracket

R

C

Model 1 – End plate

RC

Model 2 – Knife plate

R

C

50

Special conditions

“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 JoiSTS16.1 SCoPeClause 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 GenerAlOpen-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 mATeriAlSSteel 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 doCumenTSThe 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.

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.

8.9 kN1.5 kN/m

12,0003 m

12,0003 m

10.2 kN/m

12,000

4.38kN/m

-2.4 kN/m live =span240

live =span320

2,000700J2

1,300 2.4 kPajoint

2.6 kPa600J1

MarkDepth(mm)

Spacing(mm)

Specifieddead load

Specifiedlive load

Specifiedsnow load

Specifiedwind load

Remarks

Suggested lxfor vibration

=

Figure 2-36Joist schedule

Maximum clear opening

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

Thicknessvaries

Figure 2-37Sizes 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 doCumenTSJoist 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 JoiSTSThe 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.

54

Standards

16.5.2 deSiGn ASSumPTionSOpen-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 deSiGnWhen 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 reSiSTAnCeMember 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.

55

Standards

16.5.6 BoTTom Chord16.5.6 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.

16.5.6.1The 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.

16.5.6.2The 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).)

Bracingor bridging Bracing

Figure 2-38Bracing and bridging of cantilever joists

Reinforced to resistuplift, if necessary.

Reinforced to resistuplift, if necessary.

56

Standards

16.5.7 ToP Chord16.5.7 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.

16.5.7.1The 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.

16.5.7.2The 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, Lx 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, Lz 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

16.5.7.3Compression chords shall be proportioned such that:

Cf + Mf # 1.0 Cr 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.

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

16.5.7.5When 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 weBS16.5.8 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.

Length ofweb member

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

Figure 2-39Length of joist web members

58

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.

16.5.8.1Webs 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.

16.5.8.2The 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.

16.5.8.3The 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.

16.5.8.4The 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.

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

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

16.5.9 SPACerS And BATTenSCompression 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 SPliCeS16.5.10 CONNECTIONS AND SPLICES

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.

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.)

16.5.10.1Component members of joists shall be connected by welding, bolting, or other approved means.

16.5.10.2Connections 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.

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

16.5.10.4Members 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

16.5.11.1Bearings 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.

e

Full eccentricity emust be considered.

e e1

(a)Continuous web member

(b)Non-continuous web member

(c)Non-continuous web member

Chordweb

Chordweb

Chordweb

Figure 2-40Eccentricity limits

at panel points of joists

y1y

Eccentricity limit Eccentricity e can beneglected when e ≤ e1.

Distance equal to y1 or ywhichever is greater.

Eccentricity limit

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Standards

16.5.11.2Where 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

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.

16.5.11.3Where 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.

16.5.11.4The 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.

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

Centre of bearing

Intersection of axes of chord and end diagonal

Bearing width

Figure 2-41Joist end bearing eccentricity

e

Steel plate with anchor

Reinforced to resist uplift, if necessary.

Depth of bearing shoes vary, check with manufacturer.

Figure 2-42Joists bearing on steel plate anchored

to concrete and masonry

1/3 b

b(a)

Normal shoe

(b)Deeper than normal shoe

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

May vary

Figure 2-43Joists bearing on steel

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Standards

16.5.12 AnChorAGe16.5.12.1

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.

16.5.12.2Tie 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 2-44Tie joists

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Standards

16.5.12.3Where 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 defleCTion16.5.13 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.

16.5.13.1Steel 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.

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

16.5.14 CAmBerUnless 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 nominal camber (mm)

minimum camber (mm)

maximum camber (mm)

Up to 6 000 12 + 4 20

7,000 14 6 22

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 ViBrATionThe 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

16.5.16.1Welding 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).

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

16.5.16.3Flux 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 ConSTruCTionMeans 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

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 BridGinG16.7 BRIDGING

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

16.7.1 GenerAlBridging 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.

16.7.2 inSTAllATionAll 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 TyPeSUnless 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 BridGinGDiagonal 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 BridGinGA 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 BridGinGAttachment 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.

Bridging welded to chord.

Figure 2-46Horizontal bridging

connections to the joist’s top chord

Figure 2-45Diagonal bridging of joists

L

Bridging weldedto diagonals.

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

Figure 2-47Horizontal bridging connections

to the joist’s bottom chord

A

A A-A

65

Standards

16.7.7 AnChorAGe of BridGinGEach 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

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 SySTemSBridging 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 BridGinGDiagonal 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:

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.

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) Anchorage of bridging to steel beam (bolted)

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

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

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

Figure 2-48Anchorage of joist bridging

(a) diagonal bridging with horizontal bridging

(b) horizontal bridging with diagonal bridging

Figure 2-49Bracing of joist bridging

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Standards

16.8 deCkinG

16.8.1 deCkinG To ProVide lATerAl SuPPorTDecking 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 ATTAChmenTSAttachments 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 ACTionWhere 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 SlABSCast-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

16.8.5.1To 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.

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Standards

16.8.5.2The 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 CoATinGJoists 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 TolerAnCeS16.10 MANUFACTURING TOLERANCES

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

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

16.10.2The 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).

16.10.3The 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.

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

16.10.5The 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.

Lenght+- 7 mm (1/4 in.)

Specified depth

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

Nominal or specified camber (see 6.2.9).

Panel point location

ShoeW

Specifiedshoedepth

+- 3 mm (1/8 in.)

+- 25 mm(1 in.)

+- 7 mm(1/4 in.)

1/50 W max.

Figure 2-50Joist manufacturing tolerances

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Standards

16.10.6The 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.

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

16.10.8The 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.

16.10.9The tolerance in millimetres on the nominal or specified camber shall be

L± ( 6 + 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 inSPeCTionMaterial 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 STeelSteel 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 ConTrolUpon 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 GenerAlCare 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 TolerAnCeS16.12.2 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.

16.12.2.1The 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.

16.12.2.2All members shall be free from twists, sharp kinks, and bends.

16.12.2.3The deviation of joists as erected from the location in the plan shown on the erection diagrams shall not exceed 15 mm.

16.12.2.4The 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

16.12.2.5The 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.

1/500 L1 max.

L1

Plan viewof joists

Lenght = L

1/500 L max.

Sweep

1/50 d

d

90°

1/50 dd Parrallel

to roof deck

Figure 2-51Joist erection tolerances

70

Standards

meTriC

Span (m)

Joist 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 22.53 .0 4 .0 5 .0 6 .0 7 .0 8 .0 9 .0 10 .0 11 .0 12 .0 13 .0 14 .0 15 .0

3

200 8 .2 8 .2 8 .2 8 .2 8 .2 8 .2 8 .2 8 .2 9 .5 9 .8 10 .2 10 .6 12 .0200 192 154 128 110 96 86 77 85 81 75 72 79

250 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 .8200 200 200 200 178 155 138 124 113 104 116 108 101

300 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 .1200 200 200 200 200 200 200 200 200 186 171 159 149

350 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 .6200 200 200 200 200 200 200 200 200 200 200 200 200

400 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 .8200 200 200 200 200 200 200 200 200 200 200 200 200

450 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 .1200 200 200 200 200 200 200 200 200 200 200 200 200

500 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 .3200 200 200 200 200 200 200 200 200 200 200 200 200

Span (m)

Joist depth (mm)


4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.53 .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

4

200 7 .8 7 .8 8 .4 8 .8 10 .3 11 .5 12 .8 14 .4 15 .8 17 .3 18 .8 20 .4 22 .1105 79 73 64 65 64 65 65 65 64 64 65 64

250 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 .4170 128 102 85 73 74 68 75 72 69 67 66 66

300 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 .7200 200 183 153 131 115 102 96 90 98 95 88 86

350 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 .6200 200 200 200 181 159 141 127 121 111 112 116 114

400 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 .0200 200 200 200 200 200 187 168 153 140 135 126 128

450 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 .2200 200 200 200 200 200 200 200 195 179 165 153 150

500 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 .6200 200 200 200 200 200 200 200 200 200 200 191 178

Span (m)

Joist depth (mm)


4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.53 .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

5

250 8 .0 8 .0 9 .4 11 .4 12 .4 13 .8 15 .6 17 .4 19 .0 20 .1 22 .9 24 .6 25 .986 64 65 70 65 65 64 64 65 63 65 65 64

300 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 .5154 115 92 80 72 74 69 67 67 64 66 67 64

350 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 .2200 160 128 107 96 87 86 82 78 81 79 76 76

400 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 .9200 200 169 141 121 111 99 103 99 95 92 92 91

450 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 .9200 200 200 180 155 135 126 113 120 116 107 105 102

500 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 .5200 200 200 200 200 196 182 169 154 144 145 135 136

550 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 .7200 200 200 200 200 200 200 200 187 182 173 165 154

Lightest joist

: mass of joist (kg/m): % of service load to produce a deflection of l/360

XXXXXX

71

Joist depth selection table

meTriC

Span (m)

Joist depth (mm)


4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.53 .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

6

300 9 .1 9 .7 11 .2 12 .8 14 .6 16 .8 18 .9 20 .8 22 .7 24 .7 26 .3 30 .8 30 .888 69 64 64 65 65 65 65 64 64 63 64 64

350 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 .1122 92 77 74 71 67 68 66 68 64 66 65 64

400 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 .6162 121 97 85 84 82 76 74 74 73 76 74 71

450 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 .7200 155 124 108 97 94 93 91 86 87 83 83 88

500 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 .9200 193 154 129 116 101 104 105 100 98 96 93 93

550 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 .4200 200 188 157 134 123 120 121 110 106 103 103 107

600 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 .5200 200 200 200 196 177 172 158 147 146 138 142 119

Span (m)

Joist depth (mm)


4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.53 .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

7

350 9 .1 10 .5 12 .6 14 .3 17 .1 20 .1 21 .8 23 .7 26 .1 28 .4 28 .7 31 .6 33 .676 66 65 64 65 64 63 64 64 64 64 64 64

400 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 .1101 79 74 68 66 64 65 64 65 63 64 64 65

450 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 .8129 97 81 83 75 74 72 70 75 71 70 70 69

500 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 .8161 121 105 98 89 85 85 84 82 85 84 86 85

550 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 .4196 147 123 111 102 98 96 98 93 92 96 95 94

600 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 .3200 176 148 128 130 114 110 115 105 112 115 110 107

600 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 .0200 200 200 200 189 165 147 136 127 123 126 117 121

Span (m)

Joist depth (mm)


4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.53 .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

8

400 9 .2 11 .5 14 .0 16 .0 20 .5 20 .6 24 .0 26 .5 28 .3 31 .6 34 .4 36 .5 38 .067 65 66 65 65 63 65 65 64 64 64 65 66

450 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 .386 70 70 66 65 66 65 65 65 64 64 65 63

500 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 .0107 84 78 73 70 68 74 69 69 68 65 67 68

550 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 .8131 98 86 84 80 80 76 81 77 77 77 74 73

600 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 .5156 117 98 101 91 86 92 91 88 84 81 83 82

650 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 .8200 200 176 151 126 110 98 98 104 96 92 98 94

700 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 .0200 200 200 176 158 128 114 106 106 112 106 108 107

Lightest joist


XXXXXX

72


meTriC

Span (m)

Joist depth (mm)


4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.53 .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

9

450 10 .7 12 .7 15 .3 19 .9 21 .0 23 .7 26 .6 30 .0 34 .7 34 .7 36 .3 38 .1 42 .466 64 66 67 65 64 65 63 65 64 66 64 64

500 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 .279 73 64 64 66 64 63 64 64 65 64 64 64

550 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 .191 75 74 70 67 71 68 68 65 65 67 64 65

600 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 .0109 86 85 78 79 78 79 73 80 80 76 75 75

650 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 .5181 154 123 106 95 83 94 90 87 88 83 84 82

700 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 .9200 179 143 123 108 111 88 101 91 95 93 94 91

750 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 .6200 195 165 142 125 103 114 114 106 94 96 92 92

Span (m)

Joist depth (mm)


4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.53 .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

10

500 11 .6 13 .5 16 .8 18 .2 21 .8 24 .7 31 .5 33 .1 33 .6 37 .0 42 .0 45 .5 45 .566 65 64 65 65 64 64 64 64 65 68 69 64

550 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 .470 68 68 65 65 63 65 65 64 64 64 67 64

600 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 .283 77 76 70 71 69 67 65 67 65 64 65 68

650 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 .8132 112 89 83 78 76 74 72 72 73 69 70 72

700 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 .9153 14 104 87 85 85 81 80 76 83 75 75 80

750 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 .3177 133 120 100 95 98 90 90 87 88 88 89 87

800 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 .4200 172 137 114 98 95 100 96 93 95 93 94 93

Span (m)

Joist depth (mm)


4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.53 .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

11

550 12 .9 13 .7 17 .7 20 .1 23 .1 26 .1 34 .6 34 .6 36 .8 42 .3 45 .1 49 .8 50 .564 63 66 65 64 65 63 64 65 68 68 69 64

600 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 .672 71 65 64 65 64 63 64 64 64 64 64 67

650 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 .4112 84 72 67 67 65 64 66 65 64 64 67 66

700 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 .8115 98 78 70 76 69 72 71 70 71 69 70 73

750 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 .4133 113 90 81 77 77 77 75 78 78 76 74 75

800 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 .7172 129 103 86 89 88 83 85 82 82 82 81 79

900 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 .1200 164 131 109 104 107 95 98 95 96 97 95 94

Lightest joist


XXXXXX

73


meTriC

Span (m)

Joist depth (mm)


4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.53 .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

12

600 13 .9 15 .0 18 .4 21 .4 26 .6 32 .8 32 .8 36 .7 42 .4 46 .1 50 .8 50 .8 54 .665 65 66 64 64 64 64 66 68 68 68 64 65

650 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 .486 64 64 65 65 65 65 64 64 64 68 65 65

700 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 .5100 75 67 68 64 64 66 66 65 64 66 65 67

750 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 .9115 87 74 75 70 70 70 68 69 70 68 71 74

800 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 .4132 99 79 79 77 76 75 72 75 75 74 72 76

900 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 .5168 126 101 93 94 88 87 89 88 85 85 84 82

1 000 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 .4200 156 125 107 108 102 100 99 97 100 98 96 94

Span (m)

Joist depth (mm)


4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.53 .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

13

650 13 .5 16 .6 20 .4 23 .6 27 .3 31 .5 35 .6 39 .5 43 .2 46 .4 51 .1 54 .9 63 .567 64 65 64 65 64 64 64 63 64 64 65 67

700 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 .379 68 64 65 65 65 64 64 64 64 69 64 65

750 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 .991 68 65 64 65 64 66 65 65 65 64 65 69

800 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 .4103 78 69 70 71 68 68 66 67 68 69 67 69

900 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 .5132 99 85 86 85 80 77 78 79 77 77 80 77

1 000 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 .2164 127 98 99 92 92 90 91 91 88 88 88 90

1 100 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 .1199 154 123 103 112 108 102 102 101 101 101 98 100

Span (m)

Joist depth (mm)


4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.53 .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

14

700 14 .8 18 .0 20 .9 25 .8 28 .9 33 .0 36 .8 42 .1 46 .0 49 .8 53 .5 58 .4 67 .168 66 65 65 64 64 64 65 65 65 65 64 68

750 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 .572 65 66 64 65 65 65 67 64 69 64 64 65

800 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 .583 67 68 65 65 65 64 64 65 64 64 68 69

900 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 .9105 79 83 74 73 72 72 72 70 69 72 74 74

1 000 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 .0135 98 87 86 82 81 86 82 81 80 83 82 84

1 100 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 .7164 119 98 104 96 95 94 92 93 90 92 94 90

1 200 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 .2190 143 114 115 110 105 103 106 102 104 101 99 105

Lightest joist


XXXXXX

74


meTriC

Span (m)

Joist depth (mm)


4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.53 .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

15

750 14 .8 18 .5 22 .3 26 .5 31 .1 35 .4 42 .2 45 .7 50 .0 53 .5 58 .8 63 .7 67 .568 64 64 65 65 64 68 67 66 66 65 63 64

800 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 .867 64 65 65 64 65 64 64 64 64 64 65 64

900 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 .786 71 70 69 67 67 65 66 68 65 69 76 71

1 000 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 .8106 80 84 77 76 76 74 74 75 83 79 77 75

1 100 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 .7129 97 94 93 86 86 88 83 84 83 85 90 86

1 200 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 .1154 116 103 101 99 98 95 97 95 92 96 94 97

1 300 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 .9182 140 122 110 108 112 111 108 106 105 102 105 112

Span (m)

Joist depth (mm)


4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.53 .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

16

750 16 .5 19 .9 22 .6 25 .5 28 .4 31 .5 35 .2 37 .7 41 .4 45 .9 49 .1 53 .7 53 .764 65 65 65 64 63 64 64 65 66 67 68 64

800 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 .264 65 64 65 64 64 65 65 66 69 64 66 67

900 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 .770 65 66 64 65 64 65 65 65 65 65 64 64

1 000 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 .587 73 82 74 71 72 70 72 70 69 70 70 68

1 100 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 .1106 89 85 87 83 82 80 78 79 80 78 78 77

1 200 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 .2127 106 93 96 92 89 90 90 91 89 86 85 87

1 300 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 .0154 125 110 113 101 101 98 99 98 99 98 100 97

Span (m)

Joist depth (mm)


4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.53 .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

17

800 18 .3 20 .4 24 .2 26 .8 30 .3 34 .0 37 .0 41 .5 45 .2 49 .0 50 .4 53 .8 58 .567 64 65 64 64 65 65 67 68 68 64 65 65

900 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 .768 64 66 65 66 65 64 65 64 64 68 64 66

1 000 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 .873 68 71 66 67 66 66 65 65 66 69 66 64

1 100 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 .889 82 83 78 76 75 73 73 73 74 73 71 74

1 200 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 .5106 88 92 87 85 84 82 85 83 81 80 81 80

1 300 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 .3125 104 102 94 93 93 90 93 92 91 89 90 89

1 400 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 .0145 124 107 116 111 109 101 99 104 102 101 102 101

Lightest joist


XXXXXX

75


meTriC

Span (m)

Joist depth (mm)


4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.53 .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

18

900 17 .0 21 .7 26 .7 31 .9 35 .4 39 .6 42 .1 44 .6 46 .5 47 .4 49 .1 51 .2 52 .965 71 76 80 85 86 94 94 91 98 99 98 97

1 000 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 .868 72 78 80 84 87 87 90 91 92 93 100 101

1 100 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 .275 81 83 89 91 92 96 100 109 103 104 98 115

1 200 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 .989 97 95 98 101 101 105 106 111 108 125 117 110

1 300 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 .7105 106 105 109 112 113 114 121 128 125 119 138 130

1 400 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 .0122 108 117 117 126 127 126 128 130 138 136 130 152

1 600 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 .3160 149 143 142 152 156 150 153 172 165 165 159 169

Span (m)

Joist depth (mm)


4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.53 .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

19

1 000 17 .0 19 .7 22 .0 25 .7 28 .1 30 .8 33 .7 37 .3 40 .3 44 .5 47 .4 52 .9 53 .968 65 64 66 64 64 64 66 65 65 67 68 64

1 100 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 .370 69 68 66 68 66 66 65 67 66 68 67 71

1 200 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 .278 83 76 73 74 73 72 71 72 75 74 77 74

1 300 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 .492 90 86 83 84 83 83 80 78 80 82 79 83

1 400 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 .1104 91 100 93 89 88 87 88 88 86 87 90 87

1 600 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 .4140 123 121 118 107 107 106 110 112 106 104 107 104

1 800 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 .5187 152 141 141 139 132 129 126 124 123 121 120 124

Span (m)

Joist depth (mm)


4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.53 .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

20

1 000 18 .5 21 .7 26 .0 28 .1 31 .9 35 .6 39 .2 42 .8 46 .4 51 .7 55 .1 55 .2 59 .865 64 67 64 64 64 65 65 66 67 68 64 64

1 100 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 .771 66 64 65 65 64 64 68 64 64 64 66 67

1 200 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 .474 73 72 72 69 68 70 66 71 68 72 69 67

1 300 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 .779 83 79 76 79 78 76 74 74 78 74 77 77

1 400 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 .391 90 85 85 84 82 84 81 82 80 82 88 85

1 600 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 .6120 108 104 101 102 104 103 98 96 97 108 98 102

1 800 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 .1157 141 123 123 119 122 118 115 118 115 113 124 122

Lightest joist


XXXXXX

76


meTriC

Span (m)

Joist depth (mm)


4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.53 .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

22

1 100 20 .1 23 .7 27 .6 31 .3 35 .3 38 .7 43 .9 47 .3 52 .4 55 .7 59 .8 65 .5 69 .264 64 65 64 64 64 65 66 66 67 66 66 67

1 200 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 .566 65 63 64 65 65 65 66 64 67 68 64 66

1 300 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 .475 72 70 69 68 67 67 68 72 70 67 76 71

1 400 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 .381 80 76 77 75 76 72 77 73 77 79 74 83

1 600 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 .797 98 92 89 92 88 88 85 91 93 93 89 86

1 800 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 .2124 115 115 107 106 106 104 103 101 103 107 104 104

2 000 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 .8149 134 128 124 120 123 119 121 118 128 124 125 121

Span (m)

Joist depth (mm)


4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.53 .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

24

1 200 22 .2 25 .5 30 .9 33 .7 42 .0 42 .8 47 .4 52 .1 55 .3 60 .4 69 .1 70 .7 75 .465 64 65 64 71 64 66 66 66 65 70 66 67

1 300 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 .666 65 64 64 64 64 65 65 66 66 68 72 68

1 400 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 .274 68 70 69 68 66 68 69 67 71 72 68 80

1 600 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 .891 83 84 83 80 78 77 86 82 80 77 89 84

1 800 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 .6107 101 96 98 96 91 92 93 98 94 100 90 93

2 000 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 .5126 117 117 113 112 111 107 119 114 110 109 113 109

2 200 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 .3200 142 135 131 127 122 118 134 129 128 124 120 125

Span (m)

Joist depth (mm)


4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.53 .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

26

1 300 24 .2 28 .6 32 .5 41 .1 44 .3 48 .1 52 .9 55 .6 60 .9 71 .1 71 .4 75 .8 81 .665 64 64 72 68 67 66 67 65 70 65 66 66

1 400 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 .464 65 64 64 64 66 65 65 65 66 66 66 67

1 600 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 .078 77 75 73 72 73 76 74 72 80 75 79 77

1 800 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 .093 88 88 87 84 82 91 86 84 82 86 89 95

2 000 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 .6108 105 104 101 97 96 106 100 99 95 100 96 94

2 200 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 .5134 122 116 115 118 112 119 118 113 108 107 111 107

2 400 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 .6160 136 147 131 135 124 137 131 130 125 128 124 121

Lightest joist


XXXXXX

77


meTriC

Span (m)

Joist depth (mm)


4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.53 .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

28

1 400 27 .7 31 .4 35 .9 40 .3 47 .2 52 .1 56 .0 60 .8 67 .1 71 .6 75 .1 81 .9 94 .565 65 64 65 70 68 68 66 66 65 66 65 70

1 600 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 .069 70 67 67 72 69 66 75 69 68 70 70 75

1 800 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 .181 82 79 78 80 83 80 77 79 82 81 83 79

2 000 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 .096 97 93 91 88 96 91 88 92 91 94 100 89

2 200 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 .2107 108 103 108 100 109 106 101 99 101 100 108 114

2 400 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 .1128 123 127 129 121 121 118 117 111 117 113 114 121

2 600 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 .0137 200 150 131 135 136 134 127 127 129 125 131 127

Span (m)

Joist depth (mm)


4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.53 .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

30

1 600 29 .2 32 .8 35 .9 40 .9 43 .5 50 .1 53 .2 59 .8 63 .4 72 .5 75 .8 79 .8 84 .869 65 64 66 64 67 66 64 65 70 66 66 66

1 800 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 .387 74 72 74 75 73 76 77 76 77 72 72 78

2 000 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 .787 88 84 82 87 84 80 83 89 87 87 84 89

2 200 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 .0101 98 99 94 102 98 92 96 93 106 99 93 88

2 400 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 .2115 114 108 105 113 109 107 108 106 109 119 111 111

2 600 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 .4131 168 146 118 128 120 117 123 117 121 117 139 123

2 800 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 .0200 195 170 151 149 134 131 132 132 132 132 134 130

Span (m)

Joist depth (mm)


4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.53 .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

34

1 800 33 .9 41 .9 50 .6 51 .2 54 .8 59 .5 64 .4 70 .3 76 .1 77 .9 84 .7 89 .1 95 .068 72 74 64 71 68 68 67 66 65 66 65 66

2 000 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 .479 73 88 74 74 79 76 70 71 71 75 71 72

2 200 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 .6107 83 90 84 80 83 93 85 79 86 80 86 81

2 400 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 .298 96 100 94 92 94 95 102 94 87 96 90 89

2 600 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 .9117 117 113 107 102 104 106 103 111 103 96 106 99

2 800 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 .8138 115 131 119 114 117 127 113 111 107 111 111 121

3 200 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 .6200 200 200 151 159 137 167 153 137 131 126 145 143

Lightest joist


XXXXXX

78


meTriC

Span (m)

Joist depth (mm)


4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.53 .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

38

2 000 49 .5 53 .0 56 .0 60 .8 61 .4 65 .1 70 .0 76 .3 85 .0 89 .8 95 .3 101 .4 106 .778 76 72 75 67 66 64 64 67 66 67 68 67

2 200 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 .795 90 82 78 81 80 73 72 76 70 71 71 67

2 400 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 .782 86 95 89 83 87 79 86 79 84 78 73 80

2 600 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 .9134 135 94 93 93 103 93 86 93 86 92 87 87

2 800 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 .5113 157 101 105 108 100 109 100 98 100 98 92 95

3 200 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 .1170 199 123 123 200 127 116 112 121 119 111 121 114

3 600 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 .9200 200 200 200 200 162 147 135 128 151 141 138 130

Span (m)

Joist depth (mm)


4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.53 .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

42

2 200 51 .7 59 .5 65 .5 65 .8 70 .7 71 .9 96 .6 98 .8 101 .5 104 .9 106 .9 109 .7 117 .277 79 82 72 71 64 84 70 65 70 68 64 64

2 400 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 .380 73 77 101 72 200 69 73 67 72 67 71 67

2 600 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 .3120 93 86 82 85 76 81 78 79 78 79 78 78

2 800 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 .7135 91 92 173 98 89 85 87 84 85 85 86 85

3 200 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 .1151 147 139 121 105 116 112 103 110 102 101 104 102

3 600 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 .6200 200 200 154 137 120 115 130 126 117 128 120 118

4 000 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 .4200 200 200 191 170 153 150 138 190 145 175 171 140

Span (m)

Joist depth (mm)


4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.53 .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

46

2 400 55 .1 58 .8 70 .1 73 .6 76 .9 82 .4 88 .1 97 .0 111 .9 115 .7 118 .4 125 .5 131 .077 70 109 96 85 66 65 64 70 67 66 65 65

2 600 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 .391 78 129 113 76 81 71 75 70 73 71 73 68

2 800 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 .5106 88 83 105 79 79 83 76 81 79 79 78 80

3 200 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 .1139 200 106 114 98 94 99 91 98 91 96 95 89

3 600 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 .4177 200 200 117 107 119 113 126 113 105 112 110 113

4 000 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 .5200 200 200 145 129 126 140 128 125 135 145 136 128

4 400 110 .9 113 .1 114 .8 116 .3 117 .8 118 .6 120 .3 122 .0 125 .4 125 .7 126 .1 127 .7 129 .2200 200 200 200 200 200 139 200 200 140 193 165 155

Lightest joist


XXXXXX

79


imPeriAl

Span (ft.)

Joist depth (in.)

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

300 405 510 615 720 825 930 1,035 1,140 1,245 1 ,350 1,455 1,560200 270 340 410 480 550 620 690 760 830 900 970 1,040

10

8 5 .5 5 .5 5 .5 5 .5 5 .5 5 .5 5 .5 5 .9 6 .4 6 .6 6 .8 7 .8 8 .7200 193 153 127 108 95 84 87 83 79 73 78 77

10 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 .2200 200 200 200 175 153 136 122 111 101 113 105 103

12 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 .3200 200 200 200 200 200 200 200 198 181 167 155 145

14 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 .4200 200 200 200 200 200 200 200 200 200 200 200 200

16 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 .5200 200 200 200 200 200 200 200 200 200 200 200 200

18 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 .0200 200 200 200 200 200 200 200 200 200 200 200 200

20 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 .1200 200 200 200 200 200 200 200 200 200 200 200 200

Span (ft.)

Joist depth (in.)


300 405 510 615 720 825 930 1,035 1,140 1,245 1,350 1,455 1,560200 270 340 410 480 550 620 690 760 830 900 970 1,040

13

8 5 .3 5 .3 5 .3 5 .7 6 .5 8 .2 8 .7 9 .5 10 .6 11 .9 12 .8 13 .8 14 .6116 86 68 65 64 71 65 64 65 64 64 65 64

10 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 .4187 138 110 91 78 82 76 71 76 73 70 68 70

12 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 .0200 200 197 163 139 122 108 101 92 103 95 93 86

14 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 .7200 200 200 200 193 168 149 134 122 117 108 123 114

16 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 .8200 200 200 200 200 200 198 178 161 148 143 132 135

18 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 .0200 200 200 200 200 200 200 200 200 189 174 162 158

20 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 .1200 200 200 200 200 200 200 200 200 200 200 200 200

Span (ft.)

Joist depth (in.)


300 405 510 615 720 825 930 1,035 1,140 1,245 1,350 1,455 1,560200 270 340 410 480 550 620 690 760 830 900 970 1,040

16

10 5 .3 5 .3 5 .8 6 .5 7 .5 8 .8 9 .6 10 .4 12 .0 12 .6 14 .1 15 .3 16 .799 73 67 64 64 67 64 64 65 64 65 64 64

12 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 .5177 131 104 86 77 78 73 72 70 71 67 67 69

14 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 .0200 181 144 119 102 93 96 91 87 83 82 84 78

16 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 .4200 200 191 158 135 118 109 102 104 100 97 94 95

18 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 .7200 200 200 200 188 175 162 146 136 136 129 126 127

20 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 .8200 200 200 200 200 200 194 182 165 156 157 146 139

22 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 .1200 200 200 200 200 200 200 200 200 195 185 179 164

Lightest joist

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

XXXXXX

80


imPeriAl

Span (ft.)

Joist depth (in.)


300 405 510 615 720 825 930 1,035 1,140 1,245 1,350 1,455 1,560200 270 340 410 480 550 620 690 760 830 900 970 1,040

20

12 6 .1 6 .4 7 .5 8 .6 9 .9 11 .3 12 .8 14 .0 15 .8 17 .7 18 .4 19 .9 20 .389 69 64 63 64 64 64 64 65 64 64 64 64

14 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 .2124 92 76 73 70 66 66 64 66 65 64 65 65

16 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 .5164 121 96 84 83 81 75 72 72 71 77 74 73

18 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 .9200 155 123 107 106 98 95 89 87 87 86 89 86

20 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 .8200 193 153 133 118 115 108 103 101 99 98 94 94

22 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 .7200 200 187 155 132 121 118 119 114 109 108 106 104

24 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 .2200 200 200 200 199 178 172 158 146 145 134 124 116

Span (ft.)

Joist depth (in.)


300 405 510 615 720 825 930 1,035 1,140 1,245 1,350 1,455 1,560200 270 340 410 480 550 620 690 760 830 900 970 1,040

23

14 6 .1 6 .8 8 .2 9 .3 11 .2 13 .4 14 .6 15 .5 17 .2 18 .6 19 .3 20 .8 22 .181 66 64 63 65 66 65 64 64 64 65 64 64

16 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 .2107 79 76 71 68 65 64 66 64 65 65 64 64

18 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 .9137 101 84 81 77 76 74 72 77 73 71 71 72

20 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 .7170 126 109 101 91 87 87 85 83 87 86 84 87

22 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 .7200 154 128 114 105 101 98 101 95 93 98 97 96

24 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 .1200 184 153 132 134 117 113 118 107 115 108 112 109

26 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 .9200 200 200 200 194 169 150 139 129 125 128 119 123

Span (ft.)

Joist depth (in.)


300 405 510 615 720 825 930 1,035 1,140 1,245 1,350 1,455 1,560200 270 340 410 480 550 620 690 760 830 900 970 1,040

26

16 6 .3 7 .5 8 .7 11 .2 12 .5 13 .6 15 .4 16 .9 18 .2 20 .3 22 .5 23 .1 24 .574 66 64 65 67 65 65 65 64 65 64 64 63

18 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 .294 73 71 65 66 64 65 64 65 64 64 64 63

20 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 .1117 91 84 78 75 72 73 73 73 71 70 72 70

22 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 .7143 106 88 90 81 82 81 86 81 79 78 77 78

24 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 .9171 133 122 108 103 99 94 87 93 89 90 88 88

26 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 .5200 200 189 161 144 117 103 103 96 101 97 96 95

28 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 .8200 200 200 161 165 136 121 108 109 118 114 105 104

Lightest joist


XXXXXX

81


imPeriAl

Span (ft.)

Joist depth (in.)


300 405 510 615 720 825 930 1,035 1,140 1,245 1,350 1,455 1,560200 270 340 410 480 550 620 690 760 830 900 970 1,040

30

18 6 .7 8 .5 10 .7 13 .1 14 .7 16 .4 18 .3 20 .1 23 .4 23 .4 25 .0 28 .0 30 .864 64 65 68 64 64 64 64 65 64 64 67 68

20 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 .876 73 66 65 65 66 64 64 65 65 64 64 65

22 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 .392 75 74 72 68 72 66 68 66 66 67 68 68

24 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 .2111 90 84 80 79 76 77 76 74 74 77 75 73

26 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 .9183 154 122 101 87 94 92 90 84 80 79 83 85

28 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 .9200 179 142 122 101 95 93 92 90 88 87 92 84

30 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 .5200 195 164 140 116 102 114 114 110 100 98 97 99

Span (ft.)

Joist depth (in.)


300 405 510 615 720 825 930 1,035 1,140 1,245 1,350 1,455 1,560200 270 340 410 480 550 620 690 760 830 900 970 1,040

33

20 7 .3 9 .4 10 .3 11 .9 14 .6 16 .8 22 .7 23 .6 23 .6 24 .9 28 .4 30 .7 31 .165 66 65 64 64 64 65 64 64 65 68 69 65

22 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 .173 70 65 64 64 64 64 66 65 64 65 64 64

24 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 .983 79 77 71 72 69 68 65 68 64 67 66 64

26 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 .7137 115 91 78 80 77 77 74 72 74 70 74 72

28 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 .0160 134 107 88 86 86 82 81 77 83 79 79 82

30 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 .6185 137 123 102 100 99 91 90 87 88 89 87 86

32 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 .5200 177 141 117 100 97 101 97 94 95 93 90 93

Span (ft.)

Joist depth (in.)


300 405 510 615 720 825 930 1,035 1,140 1,245 1,350 1,455 1,560200 270 340 410 480 550 620 690 760 830 900 970 1,040

36

22 8 .3 9 .3 10 .9 13 .2 15 .4 18 .6 21 .9 24 .3 24 .3 26 .1 28 .5 31 .1 33 .965 67 65 64 64 65 64 65 64 64 64 64 66

24 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 .670 64 64 64 64 65 64 64 65 65 64 64 69

26 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 .6106 88 70 69 68 65 67 68 67 66 66 64 66

28 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 .9123 103 82 73 76 71 74 73 72 73 71 72 75

30 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 .3142 119 95 84 80 80 80 80 81 78 78 77 75

32 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 .7184 136 108 90 85 87 86 83 85 85 85 83 82

36 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 .7200 173 138 114 100 103 99 101 98 96 100 98 96

Lightest joist


XXXXXX

82


imPeriAl

Span (ft.)

Joist depth (in.)


300 405 510 615 720 825 930 1,035 1,140 1,245 1,350 1,455 1,560200 270 340 410 480 550 620 690 760 830 900 970 1,040

40

24 9 .3 10 .0 12 .8 14 .7 18 .0 22 .5 22 .6 25 .0 29 .1 31 .1 33 .4 37 .2 40 .066 65 65 65 63 65 64 65 67 67 67 68 66

26 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 .387 64 65 64 64 64 65 64 64 65 67 67 69

28 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 .5101 75 66 67 66 65 64 64 65 64 65 64 70

30 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 .5117 87 74 75 69 70 68 70 71 68 73 70 73

32 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 .5133 99 79 85 76 77 74 76 73 74 76 72 74

36 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 .9170 126 100 92 93 90 85 87 86 86 83 86 84

40 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 .1200 156 124 103 107 101 102 97 103 100 98 98 97

Span (ft.)

Joist depth (in.)


300 405 510 615 720 825 930 1,035 1,140 1,245 1,350 1,455 1,560200 270 340 410 480 550 620 690 760 830 900 970 1,040

43

26 9 .0 11 .3 13 .3 15 .4 17 .8 21 .0 23 .5 26 .4 29 .0 31 .1 34 .4 36 .8 42 .870 64 64 63 64 65 64 64 64 64 64 65 67

28 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 .081 65 65 64 65 63 64 64 66 68 67 64 65

30 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 .394 70 66 65 65 67 65 65 65 65 64 72 69

32 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 .5107 79 70 71 72 67 68 70 69 68 69 72 72

36 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 .5137 101 87 87 83 80 78 78 81 77 78 80 78

40 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 .6170 129 100 100 93 92 91 91 91 88 90 88 93

44 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 .6200 157 125 104 113 105 102 102 101 103 101 101 99

Span (ft.)

Joist depth (in.)


300 405 510 615 720 825 930 1,035 1,140 1,245 1,350 1,455 1,560200 270 340 410 480 550 620 690 760 830 900 970 1,040

46

28 9 .3 11 .7 13 .6 16 .1 18 .9 21 .8 24 .9 28 .3 30 .9 33 .5 35 .8 39 .2 42 .266 65 65 64 64 65 66 67 66 66 66 65 64

30 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 .777 65 63 64 65 65 65 67 64 64 65 65 67

32 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 .987 70 67 64 65 65 64 64 67 64 65 69 64

36 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 .6111 83 78 76 75 74 73 73 72 71 74 76 75

40 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 .3143 103 91 88 84 83 86 84 82 82 85 83 86

44 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 .1168 125 99 100 98 97 92 94 95 92 94 96 92

48 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 .8200 149 132 119 113 108 106 108 104 106 103 101 107

Lightest joist


XXXXXX

83


imPeriAl

Span (ft.)

Joist depth (in.)


300 405 510 615 720 825 930 1,035 1,140 1,245 1,350 1,455 1,560200 270 340 410 480 550 620 690 760 830 900 970 1,040

49

30 9 .4 12 .0 14 .2 17 .0 20 .0 23 .0 26 .1 28 .5 31 .5 36 .1 36 .7 42 .8 45 .968 64 64 64 64 64 65 64 64 69 64 66 66

32 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 .372 64 64 64 65 64 64 63 66 67 67 68 67

36 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 .792 73 74 70 70 68 69 67 70 73 74 73 74

40 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 .7114 85 88 81 79 80 77 77 76 78 82 86 83

44 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 .9139 103 91 89 90 89 86 87 85 84 95 90 95

48 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 .5166 123 101 106 100 98 99 98 96 96 99 97 101

52 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 .5200 149 119 116 115 109 113 108 112 106 106 108 112

Span (ft.)

Joist depth (in.)


300 405 510 615 720 825 930 1,035 1,140 1,245 1,350 1,455 1,560200 270 340 410 480 550 620 690 760 830 900 970 1,040

52

30 10 .5 12 .4 14 .1 15 .6 17 .9 19 .8 21 .7 23 .7 25 .4 28 .3 30 .4 33 .2 33 .565 64 65 64 65 65 64 64 65 66 67 68 64

32 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 .865 64 65 65 65 65 64 65 64 67 65 66 68

36 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 .677 69 72 66 64 66 64 65 64 64 65 68 66

40 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 .696 80 76 78 75 74 72 73 73 71 72 73 72

44 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 .3116 97 85 88 85 85 82 82 83 82 81 80 80

48 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 .8139 116 99 105 101 94 95 92 91 92 91 90 90

52 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 .7163 140 130 105 110 110 107 105 103 107 104 101 102

Span (ft.)

Joist depth (in.)


300 405 510 615 720 825 930 1,035 1,140 1,245 1,350 1,455 1,560200 270 340 410 480 550 620 690 760 830 900 970 1,040

56

32 11 .2 13 .3 15 .4 17 .7 19 .4 21 .4 23 .9 25 .6 28 .6 30 .4 33 .3 36 .0 36 .264 65 65 65 64 64 64 65 65 66 67 68 64

36 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 .666 67 64 64 64 64 64 65 64 67 64 67 68

40 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 .676 71 71 70 69 67 69 68 68 65 64 73 67

44 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 .193 80 80 79 77 77 75 74 75 75 74 73 78

48 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 .5111 92 91 91 87 83 86 86 84 85 84 83 82

52 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 .6131 109 96 99 98 94 95 93 93 92 91 90 92

56 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 .0152 130 115 115 114 105 106 106 104 103 102 101 101

Lightest joist


XXXXXX

84


imPeriAl

Span (ft.)

Joist depth (in.)


300 405 510 615 720 825 930 1,035 1,140 1,245 1,350 1,455 1,560200 270 340 410 480 550 620 690 760 830 900 970 1,040

59

36 10 .7 12 .4 14 .6 16 .2 18 .3 20 .3 22 .3 24 .7 26 .4 28 .9 31 .4 33 .8 34 .565 64 65 63 65 65 65 67 65 66 67 69 65

40 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 .970 71 68 66 64 65 64 64 65 65 65 67 65

44 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 .279 76 74 72 73 70 72 69 71 70 68 72 70

48 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 .695 81 89 83 79 79 80 80 78 77 78 77 79

52 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 .2112 96 97 94 89 89 86 86 88 86 84 83 95

56 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 .5130 115 103 101 100 102 96 97 99 97 95 94 93

64 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 .7170 146 136 122 123 126 117 117 120 118 121 125 130

Span (ft.)

Joist depth (in.)


300 405 510 615 720 825 930 1,035 1,140 1,245 1,350 1,455 1,560200 270 340 410 480 550 620 690 760 830 900 970 1,040

62

40 10 .7 12 .2 14 .1 15 .7 17 .4 19 .5 21 .3 22 .8 25 .5 27 .1 31 .1 32 .0 32 .467 64 65 64 64 64 65 63 64 65 66 66 64

44 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 .176 75 71 71 67 68 69 68 66 65 66 71 68

48 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 .682 83 79 76 75 76 76 73 75 72 75 75 78

52 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 .096 92 90 87 85 82 84 84 81 82 81 83 81

56 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 .7112 99 97 94 96 91 94 92 90 88 89 88 91

64 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 .4151 129 120 120 118 111 114 112 110 108 107 105 116

72 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 .8197 164 148 133 132 132 134 133 130 129 128 140 137

Span (ft.)

Joist depth (in.)


300 405 510 615 720 825 930 1,035 1,140 1,245 1,350 1,455 1,560200 270 340 410 480 550 620 690 760 830 900 970 1,040

65

40 11 .6 13 .6 15 .5 17 .4 19 .8 22 .0 24 .0 26 .4 29 .0 31 .3 34 .4 34 .7 37 .164 64 64 64 63 65 64 66 66 67 68 64 66

44 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 .668 67 66 65 65 65 65 64 65 65 66 65 68

48 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 .679 77 76 73 69 72 71 69 70 72 69 74 71

52 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 .086 84 80 80 79 80 77 79 77 75 79 82 80

56 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 .7100 13 93 87 86 90 87 84 85 83 93 84 90

64 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 .1135 112 116 115 107 104 103 101 101 102 100 111 101

72 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 .2171 150 132 129 127 122 121 123 121 126 135 123 128

Lightest joist


XXXXXX

85


imPeriAl

Span (ft.)

Joist depth (in.)


300 405 510 615 720 825 930 1,035 1,140 1,245 1,350 1,455 1,560200 270 340 410 480 550 620 690 760 830 900 970 1,040

72

44 13 .0 15 .2 17 .3 19 .7 22 .1 26 .0 27 .0 29 .4 32 .0 35 .1 37 .4 40 .6 43 .663 65 64 64 64 67 64 64 65 65 67 66 67

48 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 .968 65 66 65 64 64 64 65 67 66 67 68 64

52 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 .674 74 73 71 69 69 69 71 69 73 70 68 76

56 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 .386 80 78 76 78 77 75 75 76 81 77 76 74

64 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 .7104 97 92 92 93 92 91 90 88 90 96 93 90

72 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 .5129 116 120 112 106 111 107 106 105 114 103 111 108

80 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 .9159 143 142 133 131 124 125 122 119 124 128 128 133

Span (ft.)

Joist depth (in.)


300 405 510 615 720 825 930 1,035 1,140 1,245 1,350 1,455 1,560200 270 340 410 480 550 620 690 760 830 900 970 1,040

79

48 14 .2 16 .6 19 .2 21 .6 27 .7 28 .7 31 .8 32 .1 35 .4 37 .5 41 .3 45 .5 47 .464 64 64 64 73 64 69 64 64 65 64 69 65

52 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 .067 66 65 64 63 64 67 64 69 70 65 67 67

56 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 .373 72 71 70 68 68 70 73 69 73 76 71 67

64 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 .588 87 83 84 82 82 79 82 84 82 79 84 88

72 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 .4103 106 97 98 97 96 92 92 100 99 95 92 97

80 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 .1127 123 123 119 118 113 108 121 115 115 111 108 104

88 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 .7200 136 128 129 128 128 124 121 135 130 126 122 119

Span (ft.)

Joist depth (in.)


300 405 510 615 720 825 930 1,035 1,140 1,245 1,350 1,455 1,560200 270 340 410 480 550 620 690 760 830 900 970 1,040

85

52 15 .1 18 .4 20 .5 23 .9 27 .1 29 .9 32 .1 35 .9 37 .6 41 .0 44 .5 48 .2 50 .964 65 64 65 65 66 66 65 66 65 70 66 65

56 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 .766 67 64 65 64 68 66 64 70 65 67 71 67

64 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 .278 77 77 76 73 76 80 77 75 77 80 75 80

72 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 .992 91 94 88 86 85 95 90 88 84 89 86 90

80 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 .0116 107 107 104 102 97 102 108 103 99 97 100 97

88 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 .7144 122 127 118 122 116 123 122 116 112 112 115 112

96 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 .3172 146 151 141 130 136 126 135 134 129 125 129 126

Lightest joist


XXXXXX

86


imPeriAl

Span (ft.)

Joist depth (in.)


300 405 510 615 720 825 930 1,035 1,140 1,245 1,350 1,455 1,560200 270 340 410 480 550 620 690 760 830 900 970 1,040

92

56 17 .3 20 .0 23 .2 25 .7 28 .9 32 .5 34 .9 38 .1 42 .0 45 .1 49 .7 51 .7 56 .064 65 65 64 65 66 65 66 65 64 65 66 65

64 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 .073 71 70 68 69 71 68 71 73 68 74 74 70

72 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 .984 86 82 80 82 85 82 79 81 86 85 80 89

80 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 .6100 98 94 91 90 98 96 91 89 93 90 100 94

88 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 .3113 114 109 106 105 111 108 107 102 107 103 99 121

96 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 .2135 125 125 136 123 127 120 119 114 120 116 112 117

104 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 .6200 178 155 138 143 144 136 135 129 132 132 128 130

Span (ft.)

Joist depth (in.)


300 405 510 615 720 825 930 1,035 1,140 1,245 1,350 1,455 1,560200 270 340 410 480 550 620 690 760 830 900 970 1,040

98

64 19 .2 21 .4 22 .9 26 .9 29 .4 31 .1 35 .6 36 .5 43 .7 44 .0 48 .1 52 .0 53 .973 64 65 69 67 66 71 65 70 65 65 66 66

72 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 .978 76 76 76 78 75 72 75 77 76 78 78 77

80 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 .690 90 86 84 90 87 84 87 86 94 88 87 85

88 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 .4104 101 100 98 106 102 96 94 98 93 107 100 94

96 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 .0114 115 109 108 117 114 111 105 110 106 110 127 119

104 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 .8134 135 133 140 120 129 121 120 122 121 122 127 141

112 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 .0200 200 152 160 160 144 136 137 136 142 137 133 135

Span (ft.)

Joist depth (in.)


300 405 510 615 720 825 930 1,035 1,140 1,245 1,350 1,455 1,560200 270 340 410 480 550 620 690 760 830 900 970 1,040

112

72 22 .5 23 .8 28 .5 31 .5 37 .3 38 .5 40 .9 44 .2 47 .1 51 .1 54 .2 57 .2 60 .271 64 69 64 70 67 64 65 64 65 63 65 65

80 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 .577 75 89 75 73 75 80 73 75 74 75 74 70

88 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 .094 83 91 86 84 85 82 89 82 84 84 79 85

96 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 .498 99 101 98 94 96 92 107 98 91 85 94 89

104 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 .6150 118 113 108 103 106 103 105 116 108 100 100 104

112 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 .6171 120 122 120 115 119 133 119 113 125 117 110 114

128 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 .6200 200 200 158 195 136 175 160 148 137 128 153 144

Lightest joist


XXXXXX

87


imPeriAl

Span (ft.)

Joist depth (in.)


300 405 510 615 720 825 930 1,035 1,140 1,245 1,350 1,455 1,560200 270 340 410 480 550 620 690 760 830 900 970 1 ,040

125

80 32 .7 34 .3 36 .1 40 .8 42 .8 45 .3 46 .6 51 .1 52 .8 57 .3 60 .7 64 .7 69 .583 80 73 79 70 70 68 67 65 66 65 66 67

88 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 .4100 85 75 76 133 77 70 75 70 74 69 70 71

96 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 .0140 91 100 91 81 92 84 77 83 77 83 77 84

104 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 .2113 142 95 95 93 93 98 90 88 91 89 91 86

112 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 .0104 165 107 107 114 102 98 105 97 95 104 97 100

128 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 .6200 200 180 168 200 134 122 115 127 125 117 115 120

144 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 .5200 200 200 200 200 200 155 142 131 136 148 146 137

Span (ft.)

Joist depth (in.)


300 405 510 615 720 825 930 1,035 1,140 1,245 1,350 1,455 1,560200 270 340 410 480 550 620 690 760 830 900 970 1,040

138

88 34 .2 39 .3 41 .0 43 .5 45 .0 47 .9 59 .9 61 .6 62 .4 65 .6 69 .5 72 .5 77 .773 84 74 122 67 67 81 74 69 64 69 68 67

96 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 .6108 87 79 85 76 75 73 77 71 76 71 75 70

104 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 .1127 95 86 157 89 80 86 79 83 77 84 79 77

112 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 .9142 92 94 101 89 94 90 92 89 90 89 84 90

128 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 .6160 156 147 128 114 106 112 109 105 108 101 110 104

144 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 .5200 200 200 163 145 130 119 138 162 123 128 127 120

160 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 .2200 200 200 200 179 161 159 141 200 186 185 134 170

Span (ft.)

Joist depth (in.)


300 405 510 615 720 825 930 1,035 1,140 1,245 1,350 1,455 1,560200 270 340 410 480 550 620 690 760 830 900 970 1,040

151

96 37 .0 38 .6 41 .9 65 .8 66 .3 66 .4 66 .8 71 .6 73 .1 71 .1 75 .6 80 .1 85 .782 73 74 101 90 81 74 74 67 65 64 65 65

104 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 .686 80 137 119 106 72 87 69 74 72 72 71 72

112 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 .1112 94 85 89 79 84 80 80 79 80 78 82 77

128 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 .8147 200 200 98 104 99 133 96 94 96 93 96 94

144 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 .7187 200 200 124 111 126 120 110 119 111 119 116 109

160 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 .7200 200 200 154 137 129 148 136 132 137 133 144 136

176 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 .9200 200 200 200 200 149 200 200 152 200 200 191 165

Lightest joist


XXXXXX

88


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: You 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

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:

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:

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

Example 1

18.3 m (60 ft.)G2

12.2 m (40 ft.)G1

12.2 m (40 ft.)G1

12.2 m (40 ft.)G1

18.3 m (60 ft.)G2

18.3

m (

60 f

t.)

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

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

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

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 Total weight

(kg/m) (kg) (kg)

depth (mm) Alt. 1 Alt. 2 Alt. 1 Alt. 2 Alt. 1 Alt. 2

610 0 .99 1,234 3,701

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 4,899

1,120 0 .58 1 .23 726 2,286 2,177 4,572

1,220 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 Total weight

(plf) (lb.) (lb.)

depth (in.) Alt. 1 Alt. 2 Alt. 1 Alt. 2 Alt. 1 Alt. 2

24 68 2,720 8,160

28 60 2,400 7,200

32 49 1,960 5,880

36 45 1,800 5,400

40 42 90 1,680 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


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:

∆ = ( WLL4 )154,667 MfD

∆alt1 = 55 x 30 x 404 154,667 x 645 x 24

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

∆alt2 = 55 x 30 x 604

154,667 x 1,450 x 40

= 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

live load: 10 kip

Example 2

4.6 m (15 ft.)

Jois

t g

ird

er 1

m (

40 f

t.)

15.2 m (50 ft.)

11 m

(36

ft.

) P.L.

A

B

Jois

ts e

qu

ally

sp

aced

at

1.8

m (

6 ft

.) c

/c

91


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

Pf = (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,

RA= 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 22.62 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 364 x 123 + 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

= 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


93


195

180

165

150

135

120

105 90 75 60 45 30 15 0

030

060

090

01

200

1 50

01

800

2 10

02

400

2 70

0

Jois

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epth

(mm

) Sel

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Too

l - G

rap

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ME

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IC

Fact

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d G

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(kN

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Weight (kg/m)

3 00

03

300

3 60

03

900

2 15

0

2 00

0

1 65

0

1 50

01

350

1 20

0

1 10

0

1 00

0

900

800

700

600

500

1 80

0

94


420

405

390

375

360

345

330

315

300

285

270

255

240

225

210

195

180

165

150

4 60

0

Fact

ore

d G

lob

al M

om

ent

(kN

•m)

5 20

05

800

6 40

07

000

7 60

08

200

8 80

09

400

10 0

0010

600

11 2

0011

800

12 4

0013

000

Weight (kg/m)

Jois

t G

ird

er D

epth

(mm

) Sel

ecti

on

Too

l - G

rap

h 2

ME

TR

IC

1 50

01

650

1 80

0

2 00

0

2 15

0

2 30

0

2 45

0

2 60

0

95


140

130

120

110

100 90 80 70 60 50 40 30 20 10 0

025

050

075

01,

000

1,25

01,

500

1,75

02,

000

2,25

02,

500

2,75

03,

000

Fact

ore

d G

lob

al M

om

ent

(kip

•ft.)

Weight (plf)

20

24

28

3236

40

4448

5460 66

7278

84

Jois

t G

ird

er D

epth

(in.

) Sel

ecti

on

Too

l - G

rap

h 3

IMP

ER

IAL

96


280

270

260

250

240

230

220

210

200

190

180

170

160

150

140

130

120

110

100 3,

000

3,50

04,

000

4,50

05,

000

5,50

06,

000

6,50

07,

000

7,50

08,

000

8,50

09,

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9,50

010

,000

Fact

ore

d G

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al M

om

ent

(kip

•ft.)

Weight (plf)

6066

72

78

84

90

96

102

Jois

t G

ird

er D

epth

(in.

) Sel

ecti

on

Too

l - G

rap

h 4

IMP

ER

IAL

97

Joist girder specifications

informATion reQuired from The BuildinG deSiGnerThe 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: No 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.

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

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 noteThis 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 .

A. loads

A .1 - Uniform dead and live loads acting on roof, floor and mezzanines:

•Specifyifjoistselfweightisincludedornotintheuniform dead load;

•Showtheareaofvariousloading(examples:concretepavers,corridors, etc) .

A .2 - Gross wind uplift load at the roof: •Includealoaddistributiondiagram.

A .3 - Concentrated, distributed or unbalanced loads: •Breakdownthecontentoftheloadandspecifyifitappliesto

top or bottom chord (examples: moveable partition, hanger, roof anchor, etc .) .

A .4 - Snow pile up loads: •Showmaximumaccumulationanddistributionlengthon

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 .) •Specifytheposition,dimensionsandloadaffectingthejoist.

A .6 - Sprinkler system loads: •Specifylinearload,positionand(ifany)obstructions

clearance requirements; •ESFRsprinklersystem.

A .7 - Loads on joist cantilever ends: (examples: canopy, brick wall, etc .) .

A .8 - Ponding load on flow control drain roofs: •Indicateiftherainloadisconcurrentwiththesnowload.

A .9 - Crane/monorail load: •Pecifyloadstobeappliedtojoist;

•Considercomponentweights(hoist,bridge,rail) ,wheelaxisc/c,capacity and impact coefficient .

B. forces

B .1 - Axial loads (wind or seismic ) in joist top or bottom chord coming from building bracing system (horizontal, vertical and/or diaphragm) .

B .2 - Knee brace axial loads attached to joist top or bottom chord .

B .3 - Joist end moment connection: •Indicatethemagnitudeandtheloadtypeforeachtypeofload

or combination of loads (dead, live, wind or seismic) .

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

C. design criteria

C .1 - Maximum allowable deflections on roof and floor under live load and (if required) total load: •Specifydeflectionsforspecialconditionsatmid-spanandat

the end of cantilever (masonry, brick wall, cranes, etc .) .

C .2 - Floor vibration criteria (if any): •Specifyminimumjoistinertiaormaximumallowabledeflection.

C .3 - Roof drain slopes: •Identifythejoistaffectedandspecifyinsulationwhere

required .

C .4 - Special camber (if any): •Specifytotalcamberorresidualcamber(afterinstallation);

•Identifythejoistsaffected.

C .5 - ULC Fire rating resistance requirement (if any) .

C .6 - Duct opening passing through joists (if any): •Specifydimensions.Freeopening,andposition.

C .7 - Minimal material thickness for corrosion resistance (if applicable) .

98

Checklist - joist

99

Take-off sheet - quotation

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TL defl.

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floor

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101


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Quotation No:

Type Size Quantity

Bridging Steel deck

Project Name:

Type Quantity

Steel deck accessory

Page of

Type Quantity

102


heAd offiCe, AdminiSTrATiVe CenTer And mAnAGemenT

GrouPe CAnAm inC.www.groupecanam.ws

CAnAm STeel CorPorATionwww.canam-construction.com

CAnAm SAleS offiCeS

CAnAm PlAnTS

CAnAdACalgary, Alberta – BCS, SJI Mississauga, Ontario – BCS, SJI Saint-Gédéon-de-Beauce, Québec – ISO 9001:2000, BCS, SJI, AISC, ICCA Boucherville, Québec – ISO 9001:2000, BCS, ICCA

uniTed STATeSJacksonville, Florida – AISC, SJI Peru, Illinois – SDI Point of Rocks, Maryland – AISC, SJI Washington, Missouri – AISC, SJI South Plainfield, New Jersey – SDI Sunnyside, Washington – AISC, SJI, ICC

quebec

Head Office11535, 1re Avenue, bureau 500 Saint-Georges (Québec) G5Y 7H5 Telephone: 418-228-8031 Toll-free: 1-877-499-6049 Fax: 418-228-1750

Administrative Center270, chemin Du Tremblay Boucherville (Québec) J4B 5X9 Telephone: 450-641-4000 Toll-free: 1-866-506-4000 Fax: 450-641-4001

Point of Rocks

Management4010 Clay Street, PO Box 285 Point of Rocks, Maryland 21777-0285 Telephone: 301-874-5141 Toll-free: 1-800-638-4293 Fax: 301-874-5685

CAnAdAwww.canam-construction.com

Alberta323 - 53rd Avenue South East Calgary, Alberta T2H 0N2 Telephone: 403-252-7591 Toll-free: 1-866-203-2001 Fax: 403-253-7708

British Columbia95 Schooner Street Coquitlam, British Columbia V3K 7A8 Telephone: 403-252-7591 Toll-free: 1-866-203-2001 Fax: 604-523-2181

New Brunswick95, rue FoundryHeritage Court, Suite 417Moncton, Nouveau-Brunswick E1C 5H7Telephone: 506-857-3164Toll-free: 1-800-210-7833Fax: 506-857-3253

Ontario1739 Drew RoadMississauga, Ontario L5S 1J5Telephone: 905-671-3460Toll-free: 1-800-446-8897Fax: 905-671-3924

quebec200, boulevard IndustrielBoucherville (Québec) J4B 2X4Telephone: 450-641-8770Toll-free: 1-800-463-1582Fax: 450-641-8769

270, chemin Du TremblayBoucherville (Québec) J4B 5X9Telephone: 450-641-4000Toll-free: 1-866-466-8769Fax: 450-641-9585

uniTed STATeSwww.canam-construction.com

Florida140 South Ellis Road Jacksonville, Florida 32254 Telephone: 904-781-0898 Toll-free: 1-888-781-0898 Fax: 904-781-4090

450 East Hillsboro Boulevard Deerfield Beach, Florida 33441 Telephone: 954-571-3030 Toll-free: 1-800-546-9008 Fax: 954-571-3031

Illinois9 Unytite Drive Peru, Illinois 61354 Telephone: 815-224-9588 Fax: 815-224-9590

Indiana3425 Old Highway 135 Southwest Corydon, Indiana 47112 Telephone: 812-734-1080 Toll-free: 1-800 546-9008 Fax: 812-734-1081

Massachusetts50 Eastman Street South Easton, Massachusetts 02375 Telephone: 508-238-4500 Fax: 508-238-8253

Mississsippi4925 24th Place Meridian, Mississippi 39305 Telephone: 601-483-3345 Fax: 601-483-3070

Missouri2000 West Main Street Washington, Missouri 63090-1008 Telephone: 636-239-6716 Fax: 636-239-4135

New jersey14 Harmich Road South Plainfield, New Jersey 07080 Telephone: 908-561-3484 Toll-free: 1-800-631-1215 Fax: 908-561-6772

Pennsylvania1401 North Cedar Crest Boulevard, Suite 50 Allentown, Pennsylvania 18104 Telephone: 610-432-1600 Fax: 610-432-6900

Washington2002 Morgan Road Sunnyside, Washington 98944 Telephone: 509-837-7008 Toll-free: 1-800-359-7308 Fax: 509-839-0383

240 North West Gilman Boulevard, Suite G Issaquah, Washington 98027 Telephone: 425-392-2935 Fax: 425-392-3149

CanadianWeldingBureau

www.cwbgroup.com

Canada GreenBuilding Council

www.cagbc.org

A

P P R O V A L CANA

DIAN

WELDING BUREAU

AmericanInstitute of SteelConstruction Inc.

www.aisc.org

UnderwritersLaboratories

Inc.®www.ul.com

UnderwritersLaboratories

of Canadawww.ulc.ca

Association dela construction

du Québec

www.acq.org

Steel DeckInstitute

www.sdi.org

InternationalCode Council

www.iccsafe.org

Factory MutualSystem

www.fmglobal.com

CanadianInstitute of Steel

Constructionwww.cisc.ca

Steel JoistInstitute

www.steeljoist.org

Canadian SheetSteel Building

Institutewww.cssbi.ca

Steel PlusNetwork®

www.steelplus.com

103

Sales offices and plant certifications

www.fsc.org

The mark ofresponsible forestry

© C

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1 877 499-6049www.canam-construction.com

Canam joists-and-girders-catalogue-canada

Engineering

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