purlins and girts - canam-bâtiments 6 purlins and girts are complementary products to structural...

Purlins and Girts

A division of Canam Group

TABLE OF CONTENTS

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OUR SOLUTIONS AND SERVICES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5Cautionary statement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5

INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6Advantages . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6High-performance steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6Tolerances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6Complete fabrication services . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6

LATERAL STABILITY OF PURLINS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7Through-fastened roof . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7Standing seam roof . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7Definition of discrete bracing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7Anchorage of purlin bracing (anti-roll safeguard) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8Plan view of purlin bracing locations per bay . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9Sample calculations – Metric . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10Loads on discrete bracing lines – Metric . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13

Table 1 – Z sections on a 2/12 roof pitch . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13Table 2 – Z sections on a 4/12 roof pitch . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14Table 3 – C sections on a 2/12 roof pitch . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15 Table 4 – C sections on a 4/12 roof pitch . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16

C SECTIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17New nomenclature . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17Properties – Metric . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18Selection table for factored loads – Metric . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20Properties – Imperial . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22Selection table for factored loads – Imperial . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24Fabrication tolerance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26

Z SECTIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27New nomenclature . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27Properties – Metric . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28Selection table for factored loads – Metric . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30Properties – Imperial . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32Selection table for factored loads – Imperial . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 34

STANDARD FEATURES OF C AND Z SECTIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36Assembly holes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36Sag rod holes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36Fabrication marks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36Overlapping Z sections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 37

CONNECTION DETAILS AND ACCESSORIES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 38Interior girt to column connection details . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 38Interior girt to corner column connection details . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 38Exterior girt to corner column connection details . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 393D view of building corner column . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40Frame attachment angles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 41Angle closures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 42

APPENDIX 1 – Cutting list (order form) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 43

APPENDIX 2 – Fabrication details (order form) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 44

BUSINESS UNITS AND WEB ADDRESSES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 46

PLANTS AND SALES OFFICES ADDRESSES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 47

Canam is a trademark of Canam Group Inc.

OUR SOLUTIONS AND SERVICES

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Canam Canada specializes in the fabrication of steel joists,joist girders, steel deck, and purlins and girts used in theconstruction of commercial, industrial, and institutionalbuildings. We offer customers value-added engineeringand drafting support, architectural flexibility, and cus-tomized solutions and service. Canam Canada is one of the largest steel joist fabricators in North America.

Because product quality, job site management and time-lines are critical to the execution of any project, big orsmall, our reliability makes life easier for our customers.From design to delivery, our products stand out in terms oftheir exceptional quality. It should therefore come as nosurprise that, thanks to our cutting-edge equipment, skilledemployees and top-quality products, Canam Canadaalways delivers on its promises.

Whatever the nature or scope of your project, we will meetyour requirements and comply with all building codesapplicable in your area. At Canam Canada, we know that,for our customers, time is money. This is why we havedeveloped a rigorous job site management process toensure that deadlines are met, period. To further stream-line this process, our fleet of trucks stands ready to assureon-time delivery, regardless of the location.

CAUTIONARY STATEMENTAlthough every effort was made to ensure that all data contained in this catalog is factual and that the numericalvalues are accurate to a degree consistent with currentcold-formed steel design practices, Canam Canada doesnot assume any responsibility whatsoever for errors oroversights that may result from the use of the informationcontained herein. Anyone making use of the contents ofthis catalog assumes all liability arising from such use. Allcomments and suggestions for improvements to this publication are appreciated and will receive full considera-tion in future editions.

INTRODUCTION

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Purlins and girts are complementary products to structural steel and used primarily in the walls and roof of a building. All purlins and girts are cold-formed using high-performance steel in order to minimize weight while maximizing capacity.As with all Canam Canada products, our purlins and girts meet strict quality standards.

Canam Canada fabricates a complete range of C and Z sections for use as purlins and girts at its plant in Boucherville,Quebec. The nominal depth of these sections varies from 6 inches (152 mm) to 14 inches (356 mm).

ADVANTAGESOur automated equipment eliminates waste by cutting sections to exact length, which results in substantial costsavings for our customers. We can also manufacture sec-tions according to your shop drawings.

Canam Canada can equally apply a coat of red or greyprimer to cold-formed sections according to the specifica-tions of CPMA Standard 1-73A. This service is offered at acompetitive price.

HIGH-PERFORMANCE STEELAll purlins and girts are cold-formed from high-strengthsteel in order to minimize weight while maximizing capac-ity. The steel used to fabricate such members complieswith the requirements of ASTM Standard A1011 HSLASGrade 50.

DESIGNThe capacity of all Canam Canada cold-formed C and Z sections complies with the requirements of the CAN/CSA-S136-M07 North American Specification for the Design ofCold Formed Steel Structural Members with a materialgrade of 345 MPa (50 ksi).

TOLERANCESThe fabrication tolerances of all Canam Canada cold-formed C and Z sections comply with those specified in theACNOR CAN/CSA-A660-M04 standard for the Certificationof Manufacturers of Steel Building Systems. Material thickness tolerances comply with standard ACNORCAN/CSA-S136-M07.

COMPLETE FABRICATION SERVICESIn addition to our standard cut-to-length, punching andpainting services, Canam Canada is now pleased to offercustomers a turnkey fabrication solution for purlins andgirts. The installation of connections and punching is per-formed at our plant according to your shop drawings.

Customers who entrust the fabrication of their purlins andgirts to Canam Canada benefit from multiple advantages:

• A finished product that is delivered directly to the jobsite

• Time savings (no changes or deliveries to the customer’sfacility)

• Lower manpower costs• Reduced shipping and handling costs (no deliveries to

the job site from the customer’s facility)

To obtain a quote or for additionalinformation, please contact one of oursales representatives.

LATERAL STABILITY OF PURLINS

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Cope angles attop flange

Ridge channel

Eave strut

Angle crossbrace at eaves

Symmetrical aboutthe ridge


Ridge brace

Purlin brace

Angle topand bottom

(typical)Fasteners ateach purlin

(typical)

THROUGH-FASTENED ROOFThe use of a through-fastened roof does not preclude theneed for proper purlin bracing. The roof structure can provide lateral stability but supplies no torsional stabilitywhatsoever for Z or C sections. Discrete bracing shouldtherefore be incorporated in the design phase in order tocontrol torsional–flexural buckling.

STANDING SEAM ROOFThe use of a standing seam roof does not preclude the needfor adequate purlin bracing. The roof structure can onlyprovide partial lateral stability and supplies no torsional stability whatsoever for Z or C sections. Discrete bracingshould therefore be incorporated in the design phase inorder to control torsional–flexural buckling.

DEFINITION OF DISCRETE BRACINGA discrete brace can take a multitude of different forms asseen in the figures below. All of these types of bracing arediscrete because the movement is controlled only at theparticular brace point (Galambos 1998). The required brac-ing force and stiffness for this type of brace is dependantupon the number of braces provided

EXAMPLES OF LATERAL STABILITY:

TYPE 2

TYPE 1


8

Ridge channel

Clip angle

Eavestrut


Purlin

Structuralbolts

C sectionfor discrete bracing

Channel bracing

Steel deck

Purlin

Anti-roll clip Purlin Purlin

Structuralfastener

Structuralfastener Structural

fastenerAnti-roll stiffener

Anti-rollU section

Horizontal plate

Shopweld

Shopweld

Structuralbolts

Structural bolts

Horizontal plate

Structural bolts

ANCHORAGE OF PURLIN BRACING (ANTI-ROLL SAFEGUARD)If no discrete bracing line is used, anchorage is required at each purlin support, which must be designed to resist in-planeforces. In certain instances, anti-roll clips may also be necessary.

If one or more discrete bracing lines are used between purlin supports, the supports must be designed to resist in-planeforces as explained in the paragraph above. Substantial anchorage is required for the discrete bracing line at each eave andridge end. The applied load on each line can be calculated according to standard S136.

TYPE 3

EXAMPLES:


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1) A minimum of two rows of purlin bracing is required for long spans, regardless of the length of the bay (see the tables on pages 13-16).2) The purlin bracings are spaced as shown in the diagram below.

X purlin brace

X purlin brace

Purlin

Singlepurlin brace

Single purlin brace

(1) Fastener

Steel deck roof(1) Fastener

Purlin

Single purlin brace(every other span)

NOTE: The purlin bracing is alwaysinstalled in the same way regardless of the secondary member being used,including C and Z sections, struts,angles, etc.

VIEW A-A

A

A

Location of purlin bracing on a pitch � 2/12

= = = =

Rafter RafterPurlin Purlin

Single purlinbrace

Single purlinbrace

X purlin brace

X purlin brace

0.38 x span 0.24 x span 0.38 x span

Span Span

Spacing for two rows Spacing for three rows

Purlin lap

Purlin lap

EXAMPLES:

PLAN VIEW OF PURLIN BRACING LOCATIONS PER BAY

Example:

Single span of Lx = 6,000 mm with a 1,100 mm spacing between Z sections.

There are 9 sections (7 spaces of 1,100 mm) per building slope with a roof pitch of 41.67 in 250 mm (angle of a = 9.46 degrees).

The sloped length of one side is 8,000 mm with 300 mm between the ridge and the last section.

Loads: Dead load (dl) of 1.0 kPaSnow load (sl) = 2.4 kPaGross wind load in pressure (wp) = 0.6 kPa and 1.2 kPa of wind uplift (wu)

STEP 1: CALCULATION OF Z SECTION WN AND WT LOADS FOR EACH LOAD

wn dl = dl cos (a) Spacing = 1.09 kN/mwn sl = sl [cos (a)]2 Spacing = 2.57 kN/m

wn wp = wp Spacing = 0.66 kN/mwn wu = wu Spacing = 1.32 kN/m

wt dl = dl sin (a) Spacing = 0.18 kN/mwt sl = sl [sin (a)]2 Spacing = 0.07 kN/m

STEP 2: LOAD COMBINATIONS ACCORDING TO THE 2005 NATIONAL BUILDING CODE

Gravity: the greater of: 1.25 wn dl + 1.5 wn sl + 0.4 wn wp = 5.48 kN/m control1.25 wn dl + 0.5 wn sl + 1.4 wn wp = 3.57 kN/m

total wn = 5.48 kN/m

total wt = 0.33 kN/m

Uplift: 0.90 wn dl – 1.4 wn wu = – 0.87 kN/m


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Dead load = 1 kPa

Wind pressure = 0.6 kPa

Snow load = 2.4 kPa

Wind (uplift) = 1.2 kPa

Ridge channel

Z section

8,000 mm7 spaces of 1,100 mm

212

}}

wn

wt

SAMPLE CALCULATIONS – METRIC


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STEP 3: CALCULATION OF LOADS ACCORDING TO WT AND WN

Single span: Mf x = total wn Lx2 / 8 = 24.66 kN•mMf y = total wt Lt2 / 8 = 0.37 kN•m

Where: Lt is the maximum distance between supports where discrete bracings are found.Assumption: According to the Canam table, one row of local lateral restraints at regular intervals,

therefore, Lt = 3,000 mm.Vf = total Wn Lx / 2 = 16.44 kNMf uplift = uplift Lx2 / 8 = – 3.92 kN•m

STEP 4: PRELIMINARY CHOICE OF A SECTION

Choice: new nomenclature: 305Z76-326M; former nomenclature: Z305x14

Assumption: the roof deck only partially maintains the compression flange on the Z section with a standingseam roof. Connections every 610 mm c/c provide only partial lateral support.

Calculation of the moment under gravity loads

Value of the Canam table (Mu) for Lt = 3,000 mm = 26.5 kN•mMrx = Mu Mry = 0.9 Sy Fy = 6.77 kN•m

where Sy = 21.8 x 103 mm3 and Fy = 345 MPa according to the Canam table

Interaction equationsMfx / Mrx + Mfy / Mry = 0.99 <= 1 ACCEPTABLE

Calculation of the moment under uplift loads

Mr uplift = Value of the Canam table (Mu for Lt = 3,000 mm) = 26.5 kN•m

Note: local lateral restraints can be used for uplift.

Mf uplift / Mr uplift = 0.15 <= 1 ACCEPTABLE

Calculation of shear (worst case scenario is shear near the support)

Vr = Value of the Canam table (Vr) = 92.90 kNVf / Vr = 0.18 <= 1 ACCEPTABLE

Calculation of web crippling with 100 mm of bearing

Pr = Value of the Canam table (Pr) = 24.80 kN

Pr reduced because of the pitch = Pr [sin (90–a)]2 = 24.13 kN

Vf / Pr reduced = 0.68 <= 1 ACCEPTABLEReinforcement between the bearing andthe support in the section’s web is thereforenot required in this step.

Calculation of deflection

Imin (deflection < span / 180) = 180 x 5 x (wn sl + wn wp) x Lx3 / (384 x 200,000 MPa) = 8.173 x 106 mm.

The Ix inertia of section 305Z76-326M according to the catalog is 22 x 106 mm4 greater than the minimum inertia.

Section 305Z76-326M (Z305x14) is acceptable.


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STEP 5: DESIGN OF THE ROW OF BRACING MEMBERS AND THE RIDGE CONNECTION

According to the information in table 1 on page 13, the factored vertical load of a 6,000 mm purlin with a 2/12 pitch and abracing line is 0.367/section/1.0 kN/m.

The axial load of 8 sloped sections with a factored vertical load of 5.48 kN/m is:0.367 x 8 purlins per slope x 5.48 kN/m = 16.1 kN factored/bracing line.

The local lateral restraint must be sized from top to bottom to transfer this load. In our example, the pitch is ≤ 2/12, the lateral restraint could be an angle welded from top to bottom with a cross bridging weld every 3 spaces from top to bottom.Other types of lateral restraint can also be used (see the beginning of the present section).

In our example, the 16.1 kN load will be offset by the component connecting the Z section on each side of the ridge. The sizing of this part must be designed to achieve 16.1 kN where the section will be attached.

STEP 6: DESIGN OF SUPPORTS ACCORDING TO THE PN EFFORT

The Pn effort per section in each top flange above the support is 2.01 kN, which is equivalent to 0.367 (as indicated in table 1 on page 13) multiplied by 5.48 kN/m.

The moment developed in the section is equal to Pn x height of the section = Mf support = 2.01 kN x 305 mm = 613.05 kN•mm.

Mr support = 0.9 x (Sx) x Fy = 0.9 x [(width at the bearing) x (thickness of the section)2 /4] x 0.350 = 186.07 kN•mmWhere: width at the bearing = height of the section in mm.

Mf> Mr NOT ACCEPTABLE.According to Step 4, an anti-roll clip must be installed between the web and the support. Two options are possible at thisstage: the use of either a stiffener or an angle of suitable thickness (see page 8 for examples of anti-roll stiffeners).

If an angle is used, it must have a minimum thickness of 8 mm by 200 mm wide and 200 mm high, which is equivalent to Mr = 864 kN•mm. The use of this option presumes that only the angle is connected to the support. The choice of a 75 mmlong by 200 mm high by 3 mm thick bearing stiffener would allow for a 200 mm wide by 200 mm high by 3 mm thick angle,which is lighter.

General notes:

In the example above, the use of only one local lateral restraint slightly increases the weight of the Z section. However, thesecond discrete bracing line could have a greater impact.

Consider the results with 2 rows:

2 discrete bracing lines with the same pitch: 254Z76-290M with a Pn = 0.167 of the table x 8 x 5.48 kN/m = 7.3 kN/bracing line.

Note that if no discrete bracing line had been used in this second example, it would not be considered acceptable even inthe presence of several sag rod lines and with the largest available section.

The choice of conventional steel deck instead of a standing seam roof is slightly conservative for a sloped roof when thetables in the present catalog are used.


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TABLE 1

Z SECTIONS ON A 2/12 ROOF PITCH AND DISCRETE BRACING LOAD COEFFICIENTS (Pn)

Pn = load coefficient per section for 1 kN/m of factored vertical load per discrete bracing line.

Axial load in a bracing line (kN) = number of sections per slope x the Pn value indicated in the table x factored vertical loadin kN/m.

(See Step 5 of the example on page 12 for more information.)

LOADS ON DISCRETE BRACING LINES – METRIC

Span 3,000 mm 3,000 mm 4,500 mm 4,500 mm 6,000 mm 6,000 mm 6,000 mm 7,000 mm 7,000 mm

1 2 1 2 1 2 3 2 3Material

152Z76-144M 0.026 0.032 0.130 0.034 0.399 0.156 0.117 0.266 0.200152Z76-181M 0.012 0.022 0.151 0.049 0.426 0.174 0.131 0.289 0.217152Z76-218M 0.002 0.013 0.171 0.063 0.453 0.194 0.145 0.311 0.233152Z76-254M 0.016 0.003 0.192 0.078 0.480 0.213 0.160 0.333 0.250152Z76-290M 0.029 0.007 0.212 0.092 0.507 0.232 0.174 0.355 0.266152Z76-326M 0.043 0.016 0.233 0.106 0.534 0.251 0.188 0.377 0.283203Z76-144M 0.157 0.101 0.146 0.108 0.077 0.087 0.065 0.056 0.042203Z76-181M 0.149 0.096 0.135 0.100 0.062 0.076 0.057 0.044 0.033203Z76-218M 0.141 0.090 0.124 0.092 0.048 0.066 0.049 0.032 0.024203Z76-254M 0.134 0.085 0.113 0.103 0.033 0.055 0.041 0.020 0.015203Z76-290M 0.126 0.079 0.101 0.076 0.018 0.044 0.033 0.008 0.006203Z76-326M 0.119 0.074 0.090 0.068 0.003 0.034 0.026 0.004 0.003229Z76-181M 0.185 0.115 0.210 0.139 0.190 0.141 0.106 0.131 0.099229Z76-218M 0.179 0.110 0.201 0.133 0.178 0.133 0.100 0.121 0.091229Z76-254M 0.173 0.106 0.192 0.127 0.167 0.125 0.094 0.112 0.084229Z76-290M 0.167 0.102 0.183 0.120 0.155 0.117 0.088 0.103 0.077229Z76-326M 0.161 0.098 0.174 0.114 0.143 0.109 0.081 0.093 0.070254Z76-181M 0.210 0.128 0.262 0.166 0.279 0.188 0.141 0.192 0.144254Z76-218M 0.205 0.125 0.255 0.161 0.270 0.181 0.136 0.184 0.138254Z76-254M 0.200 0.121 0.248 0.156 0.260 0.174 0.132 0.177 0.133254Z76-290M 0.196 0.118 0.241 0.151 0.251 0.167 0.126 0.169 0.127254Z76-326M 0.191 0.114 0.234 0.146 0.242 0.161 0.121 0.161 0.121305Z76-181M 0.242 0.146 0.329 0.201 0.392 0.246 0.184 0.269 0.202305Z76-218M 0.239 0.143 0.324 0.198 0.379 0.241 0.181 0.264 0.198305Z76-254M 0.236 0.141 0.319 0.194 0.379 0.237 0.177 0.259 0.194305Z76-290M 0.232 0.138 0.314 0.191 0.373 0.232 0.174 0.253 0.190305Z76-326M 0.228 0.136 0.309 0.187 0.367 0.227 0.171 0.248 0.186356Z76-181M 0.261 0.156 0.367 0.221 0.458 0.280 0.210 0.314 0.236356Z76-218M 0.259 0.154 0.364 0.219 0.453 0.276 0.207 0.310 0.233356Z76-254M 0.256 0.152 0.360 0.216 0.449 0.273 0.205 0.307 0.230356Z76-290M 0.254 0.150 0.357 0.214 0.444 0.270 0.202 0.303 0.227356Z76-326M 0.251 0.149 0.353 0.211 0.439 0.266 0.200 0.299 0.224

Number of discrete bracing


14

TABLE 2

Z SECTIONS ON A 4/12 ROOF PITCH AND DISCRETE BRACING LOAD COEFFICIENTS (Pn)





1 2 1 2 1 2 3 2 3Material

152Z76-144M 0.319 0.204 0.316 0.227 0.204 0.197 0.147 0.148 0.111152Z76-181M 0.305 0.194 0.296 0.213 0.179 0.179 0.134 0.126 0.095152Z76-218M 0.292 0.185 0.276 0.199 0.153 0.160 0.120 0.105 0.079152Z76-254M 0.279 0.176 0.257 0.185 0.126 0.142 0.106 0.084 0.063152Z76-290M 0.266 0.167 0.237 0.171 0.100 0.123 0.093 0.062 0.047152Z76-326M 0.253 0.157 0.217 0.157 0.074 0.105 0.079 0.041 0.031203Z76-144M 0.445 0.270 0.582 0.364 0.662 0.430 0.322 0.458 0.344203Z76-181M 0.436 0.265 0.571 0.356 0.648 0.419 0.314 0.446 0.335203Z76-218M 0.430 0.260 0.567 0.348 0.634 0.409 0.307 0.435 0.326203Z76-254M 0.423 0.254 0.549 0.341 0.620 0.399 0.299 0.423 0.317203Z76-290M 0.416 0.249 0.539 0.333 0.606 0.389 0.292 0.411 0.309203Z76-326M 0.408 0.244 0.528 0.325 0.591 0.379 0.284 0.400 0.300229Z76-181M 0.472 0.283 0.643 0.393 0.771 0.483 0.362 0.530 0.397229Z76-218M 0.466 0.279 0.634 0.387 0.760 0.474 0.356 0.521 0.391229Z76-254M 0.460 0.275 0.626 0.381 0.749 0.467 0.350 0.511 0.384229Z76-290M 0.455 0.271 0.617 0.375 0.737 0.459 0.344 0.503 0.377229Z76-326M 0.449 0.267 0.609 0.369 0.726 0.451 0.338 0.493 0.370254Z76-181M 0.496 0.296 0.693 0.420 0.857 0.527 0.395 0.589 0.441254Z76-218M 0.491 0.293 0.687 0.415 0.848 0.520 0.390 0.581 0.436254Z76-254M 0.487 0.290 0.680 0.410 0.839 0.514 0.386 0.574 0.430254Z76-290M 0.482 0.287 0.673 0.405 0.830 0.507 0.381 0.566 0.425254Z76-326M 0.478 0.283 0.666 0.400 0.821 0.501 0.376 0.559 0.419305Z76-181M 0.527 0.313 0.757 0.453 0.966 0.583 0.437 0.663 0.497305Z76-218M 0.524 0.311 0.753 0.450 0.959 0.578 0.434 0.658 0.493305Z76-254M 0.521 0.309 0.748 0.447 0.953 0.574 0.430 0.653 0.490305Z76-290M 0.517 0.306 0.743 0.443 0.947 0.570 0.427 0.648 0.486305Z76-326M 0.514 0.304 0.739 0.440 0.941 0.565 0.424 0.643 0.482356Z76-181M 0.545 0.323 0.794 0.473 1.029 0.615 0.461 0.706 0.530356Z76-218M 0.543 0.321 0.791 0.470 1.024 0.612 0.459 0.703 0.527356Z76-254M 0.540 0.319 0.788 0.468 1.020 0.609 0.457 0.699 0.524356Z76-290M 0.538 0.318 0.784 0.466 1.015 0.606 0.454 0.695 0.521356Z76-326M 0.536 0.316 0.781 0.463 1.011 0.603 0.452 0.691 0.519



15

TABLE 3

C SECTIONS ON A 2/12 ROOF PITCH AND DISCRETE BRACING LOAD COEFFICIENTS (Pn)





1 2 1 2 1 2 3 2 3Material

152S70-144M 0.148 0.069 0.221 0.104 0.296 0.139 0.104 0.162 0.121152S70-181M 0.109 0.042 0.163 0.063 0.218 0.084 0.063 0.099 0.074152S70-218M 0.070 0.015 0.106 0.023 0.141 0.030 0.022 0.036 0.003152S70-254M 0.032 0.011 0.048 0.017 0.064 0.023 0.019 0.027 0.022152S70-290M 0.006 0.038 0.009 0.057 0.012 0.076 0.059 0.089 0.067152S70-326M 0.044 0.064 0.065 0.097 0.087 0.129 0.096 0.151 0.115203S70-144M 0.222 0.121 0.333 0.182 0.443 0.242 0.181 0.283 0.211203S70-181M 0.201 0.107 0.301 0.160 0.402 0.213 0.159 0.249 0.185203S70-218M 0.181 0.092 0.271 0.139 0.361 0.185 0.137 0.216 0.163203S70-254M 0.160 0.078 0.240 0.117 0.321 0.156 0.119 0.183 0.137203S70-290M 0.140 0.064 0.210 0.096 0.280 0.128 0.096 0.150 0.111203S70-326M 0.120 0.050 0.180 0.075 0.240 0.100 0.075 0.117 0.088229S89-181M 0.202 0.107 0.303 0.161 0.404 0.215 0.161 0.251 0.188229S89-218M 0.182 0.093 0.273 0.140 0.364 0.187 0.140 0.218 0.163229S89-254M 0.162 0.079 0.243 0.119 0.323 0.159 0.119 0.185 0.139229S89-290M 0.142 0.065 0.213 0.098 0.283 0.130 0.098 0.152 0.114229S89-326M 0.122 0.051 0.183 0.077 0.243 0.102 0.077 0.119 0.090254S89-144M 0.240 0.134 0.360 0.201 0.480 0.268 0.201 0.312 0.234254S89-181M 0.224 0.123 0.336 0.184 0.447 0.245 0.184 0.286 0.214254S89-218M 0.207 0.111 0.311 0.167 0.415 0.223 0.167 0.260 0.195254S89-254M 0.191 0.100 0.287 0.150 0.383 0.200 0.150 0.233 0.175254S89-290M 0.176 0.089 0.263 0.133 0.351 0.178 0.133 0.207 0.156254S89-326M 0.160 0.078 0.240 0.117 0.320 0.156 0.117 0.181 0.136305S89-181M 0.251 0.141 0.376 0.212 0.502 0.283 0.212 0.330 0.248305S89-218M 0.240 0.134 0.360 0.201 0.480 0.268 0.201 0.313 0.234305S89-254M 0.229 0.127 0.344 0.190 0.459 0.253 0.190 0.295 0.221305S89-290M 0.219 0.119 0.328 0.179 0.438 0.238 0.179 0.278 0.209305S89-326M 0.208 0.112 0.312 0.168 0.417 0.223 0.167 0.261 0.196356S89-218M 0.259 0.147 0.389 0.221 0.519 0.295 0.221 0.344 0.258356S89-254M 0.251 0.142 0.377 0.213 0.503 0.284 0.213 0.331 0.249356S89-290M 0.244 0.137 0.366 0.205 0.488 0.274 0.205 0.319 0.239356S89-326M 0.237 0.131 0.355 0.197 0.473 0.263 0.197 0.307 0.230



16

TABLE 4

C SECTIONS ON A 4/12 ROOF PITCH AND DISCRETE BRACING LOAD COEFFICIENTS (Pn)





1 2 1 2 1 2 3 2 3Material

152S70-144M 0.436 0.240 0.654 0.360 0.872 0.480 0.360 0.560 0.420152S70-181M 0.399 0.214 0.598 0.320 0.798 0.427 0.321 0.499 0.374152S70-218M 0.362 0.188 0.543 0.281 0.723 0.376 0.281 0.438 0.329152S70-254M 0.325 0.162 0.487 0.243 0.650 0.324 0.243 0.378 0.283152S70-290M 0.289 0.136 0.433 0.205 0.577 0.273 0.205 0.318 0.239152S70-326M 0.252 0.111 0.378 0.167 0.504 0.222 0.167 0.259 0.194203S70-144M 0.507 0.290 0.761 0.434 1.014 0.579 0.434 0.676 0.507203S70-181M 0.487 0.276 0.731 0.414 0.975 0.551 0.414 0.643 0.483203S70-218M 0.468 0.262 0.701 0.393 0.936 0.524 0.393 0.611 0.459203S70-254M 0.448 0.248 0.672 0.373 0.897 0.497 0.373 0.579 0.434203S70-290M 0.429 0.235 0.643 0.352 0.858 0.470 0.352 0.548 0.411203S70-326M 0.410 0.221 0.614 0.332 0.819 0.443 0.332 0.516 0.387229S89-181M 0.489 0.277 0.733 0.415 0.977 0.553 0.415 0.645 0.484229S89-218M 0.469 0.263 0.704 0.394 0.938 0.526 0.394 0.613 0.460229S89-254M 0.450 0.249 0.674 0.374 0.899 0.499 0.374 0.581 0.436229S89-290M 0.430 0.236 0.646 0.354 0.861 0.471 0.354 0.550 0.413229S89-326M 0.411 0.222 0.613 0.333 0.822 0.445 0.333 0.519 0.389254S89-144M 0.525 0.302 0.787 0.453 1.050 0.604 0.453 0.704 0.528254S89-181M 0.509 0.291 0.764 0.436 1.019 0.582 0.436 0.679 0.509254S89-218M 0.494 0.280 0.740 0.420 0.987 0.560 0.420 0.654 0.490254S89-254M 0.478 0.269 0.717 0.404 0.957 0.539 0.404 0.629 0.471254S89-290M 0.463 0.259 0.694 0.388 0.926 0.517 0.388 0.603 0.453254S89-326M 0.448 0.248 0.671 0.372 0.896 0.496 0.372 0.579 0.434305S89-181M 0.535 0.309 0.803 0.464 1.071 0.619 0.464 0.722 0.541305S89-218M 0.525 0.302 0.787 0.453 1.057 0.604 0.453 0.705 0.529305S89-254M 0.515 0.295 0.772 0.442 1.030 0.590 0.442 0.688 0.516305S89-290M 0.504 0.288 0.757 0.431 1.009 0.575 0.431 0.671 0.503305S89-326M 0.494 0.281 0.741 0.421 0.989 0.561 0.421 0.655 0.491356S89-218M 0.543 0.315 0.815 0.472 1.087 0.630 0.472 0.735 0.551356S89-254M 0.536 0.310 0.804 0.465 1.072 0.620 0.465 0.723 0.54235SS89-290M 0.529 0.305 0.793 0.457 1.058 0.609 0.457 0.711 0.533356S89-326M 0.521 0.300 0.782 0.450 1.043 0.599 0.450 0.699 0.524


C SECTIONS

17

NEW NOMENCLATURE

SI

EXAMPLE: 152S70-144M

With 152 = depth of section (mm)S = C section

70 = flange width (mm)144 = minimum steel thickness, i.e. 95% of the

design thickness (10-2 mm)M = International system nomenclature

(metric)

IMPERIAL

EXAMPLE: 600S275-57

With 600 = depth of section (10-2 in.)S = C section

275 = flange width (10-2 in.)57 = minimum steel thickness, i.e. 95% of the

design thickness (10-3 in.)

FORMER NOMENCLATURE

SI

EXAMPLE: C152x4.3

With C = C section152 = depth of section (mm)4.3 = nominal linear weight (kg/m)

IMPERIAL

EXAMPLE: C6x2.9

With C = C section6 = depth of section (in.)

2.9 = nominal linear weight (lb./ft.)

NEW NOMENCLATURE

New nomenclature International system Imperial system Former nomenclature

SI Imperial d b h t d b h t SI Imperial

152S70-144M 600S275-57 152.4 69.9 25.4 1.52 6 2.75 1 0.06 C152x4.3 C6x2.9152S70-181M 600S275-71 152.4 69.9 25.4 1.91 6 2.75 1 0.08 C152x5.2 C6x3.5152S70-218M 600S275-86 152.4 69.9 25.4 2.29 6 2.75 1 0.09 C152x6.0 C6x4.0152S70-254M 600S275-100 152.4 69.9 25.4 2.67 6 2.75 1 0.11 C152x7.0 C6x4.7152S70-290M 600S275-114 152.4 69.9 25.4 3.05 6 2.75 1 0.12 C152x8.3 C6x5.6152S70-326M 600S275-128 152.4 69.9 25.4 3.43 6 2.75 1 0.14 C152x8.9 C6x6.0203S70-144M 800S275-57 203.2 69.9 25.4 1.52 8 2.75 1 0.06 C203x5.1 C8x3.4203S70-181M 800S275-71 203.2 69.9 25.4 1.91 8 2.75 1 0.08 C203x6.0 C8x4.0203S70-218M 800S275-86 203.2 69.9 25.4 2.29 8 2.75 1 0.09 C203x7.0 C8x4.7203S70-254M 800S275-100 203.2 69.9 25.4 2.67 8 2.75 1 0.11 C203x8.0 C8x5.4203S70-290M 800S275-114 203.2 69.9 25.4 3.05 8 2.75 1 0.12 C203x9.1 C8x6.1203S70-326M 800S275-128 203.2 69.9 25.4 3.43 8 2.75 1 0.14 C203x10.6 C8x7.1229S89-181M 900S350-71 228.6 88.9 25.4 1.91 9 3.50 1 0.08 C229x6.8 C9x4.6229S89-218M 900S350-86 228.6 88.9 25.4 2.29 9 3.50 1 0.09 C229x8.0 C9x5.4229S89-254M 900S350-100 228.6 88.9 25.4 2.67 9 3.50 1 0.11 C229x9.4 C9x6.3229S89-290M 900S350-114 228.6 88.9 25.4 3.05 9 3.50 1 0.12 C229x10.7 C9x7.2229S89-326M 900S350-128 228.6 88.9 25.4 3.43 9 3.50 1 0.14 C229x11.9 C9x8.0254S89-144M 1000S350-57 254.0 88.9 25.4 1.52 10 3.50 1 0.06 C254x5.7 C10x3.8254S89-181M 1000S350-71 254.0 88.9 25.4 1.91 10 3.50 1 0.08 C254x7.0 C10x4.7254S89-218M 1000S350-86 254.0 88.9 25.4 2.29 10 3.50 1 0.09 C254x8.6 C10x5.8254S89-254M 1000S350-100 254.0 88.9 25.4 2.67 10 3.50 1 0.11 C254x10.0 C10x6.7254S89-290M 1000S350-114 254.0 88.9 25.4 3.05 10 3.50 1 0.12 C254x11.3 C10x7.6254S89-326M 1000S350-128 254.0 88.9 25.4 3.43 10 3.50 1 0.14 C254x12.7 C10x8.5305S89-181M 1200S350-71 304.8 88.9 25.4 1.91 12 3.50 1 0.08 C305x8.0 C12x5.4305S89-218M 1200S350-86 304.8 88.9 25.4 2.29 12 3.50 1 0.09 C305x9.5 C12x6.4305S89-254M 1200S350-100 304.8 88.9 25.4 2.67 12 3.50 1 0.11 C305x11.0 C12x7.4305S89-290M 1200S350-114 304.8 88.9 25.4 3.05 12 3.50 1 0.12 C305x12.5 C12x8.4305S89-326M 1200S350-128 304.8 88.9 25.4 3.43 12 3.50 1 0.14 C305x14.0 C12x9.4356S89-218M 1400S350-86 355.6 88.9 25.4 2.29 14 3.50 1 0.09 C356x10.4 C14x7.0356S89-254M 1400S350-100 355.6 88.9 25.4 2.67 14 3.50 1 0.11 C356x12.1 C14x8.1356S89-290M 1400S350-114 355.6 88.9 25.4 3.05 14 3.50 1 0.12 C356x13.8 C14x9.3356S89-326M 1400S350-128 355.6 88.9 25.4 3.43 14 3.50 1 0.14 C356x15.5 C14x10.4

C SECTIONS

18

b

t

d

e

S.C.

t/2

x

C.G.

Y

Y

XX

h

EXAMPLE:152S70-144M

With152 = depth of section (mm)S = C section70 = flange width (mm)144 = minimum steel thickness,

i.e. 95% of the designthickness (10-2 mm)

M = International systemnomenclature (metric)

PROPERTIES – METRIC

(Table continued on page 19)

SECTIONS DIMENSIONS

No.New Former

d b h tnomenclature nomenclature

1 152S70-144M C152x4.3 152.4 69.9 25.4 1.522 152S70-181M C152x5.2 152.4 69.9 25.4 1.913 152S70-218M C152x6.0 152.4 69.9 25.4 2.294 152S70-254M C152x7.0 152.4 69.9 25.4 2.675 152S70-290M C152x8.3 152.4 69.9 25.4 3.056 152S70-326M C152x8.9 152.4 69.9 25.4 3.437 203S70-144M C203x5.1 203.2 69.9 25.4 1.528 203S70-181M C203x6.0 203.2 69.9 25.4 1.919 203S70-218M C203x7.0 203.2 69.9 25.4 2.2910 203S70-254M C203x8.0 203.2 69.9 25.4 2.6711 203S70-290M C203x9.1 203.2 69.9 25.4 3.0512 203S70-326M C203x10.6 203.2 69.9 25.4 3.4313 229S89-181M C229x6.8 228.6 88.9 25.4 1.9114 229S89-218M C229x8.0 228.6 88.9 25.4 2.2915 229S89-254M C229x9.4 228.6 88.9 25.4 2.6716 229S89-290M C229x10.7 228.6 88.9 25.4 3.0517 229S89-326M C229x11.9 228.6 88.9 25.4 3.4318 254S89-144M C254x5.7 254.0 88.9 25.4 1.5219 254S89-181M C254x7.0 254.0 88.9 25.4 1.9120 254S89-218M C254x8.6 254.0 88.9 25.4 2.2921 254S89-254M C254x10.0 254.0 88.9 25.4 2.6722 254S89-290M C254x11.3 254.0 88.9 25.4 3.0523 254S89-326M C254x12.7 254.0 88.9 25.4 3.4324 305S89-181M C305x8.0 304.8 88.9 25.4 1.9125 305S89-218M C305x9.5 304.8 88.9 25.4 2.2926 305S89-254M C305x11.0 304.8 88.9 25.4 2.6727 305S89-290M C305x12.5 304.8 88.9 25.4 3.0528 305S89-326M C305x14.0 304.8 88.9 25.4 3.4329 356S89-218M C356x10.4 355.6 88.9 25.4 2.2930 356S89-254M C356x12.1 355.6 88.9 25.4 2.6731 356S89-290M C356x13.8 355.6 88.9 25.4 3.0532 356S89-326M C356x15.5 355.6 88.9 25.4 3.43

C SECTIONS

19

Regular units of measurement are shown in parentheses.

d = depth of section (mm)

b = flange width (mm)

h = length of lip (mm)

t = steel thickness (mm)

A = gross area of section (mm2)

C.G. = center of gravity

S.C. = shear center

Ix = moment of inertia about axis X-X: maximum compressive stress = 0.6 Fy (106 mm4)

Sxeff = elastic section modulus about axis X-X:maximum compressive stress = 0.9 Fy (103 mm3)

rx = radius of gyration about axis X-X (mm)

Iy = moment of inertia about axis Y-Y (106 mm4)

Syeff = elastic section modulus about axis Y-Y:maximum compressive stress = 0.9 Fy (103 mm3)

ry = radius of gyration about axis Y-Y (mm)

x = distance from center of web to center of gravity (mm)

e = distance from center of web to shear center (mm)

PROPERTIES SECTIONS

Ix Sxeff rx Iy Syeff ry x e ANew nomenclature

(imperial)

1.87 21.82 60.9 0.37 8.12 27.1 23.6 36.8 503 600S275-572.30 30.16 60.7 0.45 9.96 26.9 23.5 36.6 625 600S275-712.73 35.86 60.5 0.53 11.73 26.7 23.3 36.4 746 600S275-863.15 41.34 60.3 0.61 13.43 26.6 23.1 36.2 865 600S275-1003.56 46.69 60.1 0.68 15.06 26.4 22.9 36.0 983 600S275-1143.95 51.90 60.0 0.76 16.62 26.2 22.7 35.9 1,100 600S275-1283.65 30.49 79.3 0.41 8.36 26.5 20.5 33.9 580 800S275-574.51 43.06 79.1 0.50 10.27 26.3 20.3 33.7 722 800S275-715.36 52.59 78.9 0.59 12.09 26.1 20.1 33.5 862 800S275-866.19 60.94 78.6 0.67 13.85 25.9 20.0 33.3 1,001 800S275-1007.00 68.94 78.4 0.75 15.53 25.7 19.8 33.1 1,138 800S275-1147.80 76.77 78.2 0.83 17.15 25.6 19.6 32.9 1,274 800S275-1286.89 49.31 90.4 0.92 14.83 33.0 26.0 41.8 843 900S350-718.20 60.84 90.2 1.09 17.53 32.8 25.8 41.6 1,007 900S350-869.48 77.13 90.0 1.25 20.14 32.6 25.6 41.4 1,170 900S350-100

10.74 89.36 89.8 1.40 22.66 32.5 25.5 41.2 1,332 900S350-11411.98 102.29 89.6 1.55 25.10 32.3 25.3 41.0 1,492 900S350-1287.10 42.26 99.6 0.77 12.17 32.8 24.8 40.6 716 1000S350-578.81 55.69 99.4 0.95 14.99 32.6 24.6 40.4 891 1000S350-71

10.48 68.98 99.2 1.12 17.72 32.5 24.4 40.3 1,065 1000S350-8612.13 87.66 99.0 1.29 20.36 32.3 24.2 40.1 1,238 1000S350-10013.75 103.18 98.8 1.45 22.91 32.1 24.1 39.9 1,409 1000S350-11415.34 118.01 98.6 1.61 25.38 31.9 23.9 39.7 1,579 1000S350-12813.51 68.53 117.0 1.00 15.24 31.8 22.2 38.1 988 1200S350-7116.10 85.39 116.7 1.18 18.02 31.7 22.0 37.9 1,182 1200S350-8618.64 108.89 116.5 1.36 20.71 31.5 21.9 37.7 1,373 1200S350-10021.15 128.96 116.3 1.53 23.31 31.3 21.7 37.5 1,564 1200S350-11423.62 150.50 116.1 1.70 25.82 31.1 21.5 37.3 1,753 1200S350-12823.24 101.93 133.8 1.24 18.25 30.9 20.1 35.8 1,298 1400S350-8626.93 130.31 133.6 1.42 20.98 30.7 19.9 35.7 1,509 1400S350-10030.57 154.87 133.4 1.60 23.61 30.5 19.7 35.5 1,719 1400S350-11434.15 181.38 133.1 1.77 26.16 30.3 19.6 35.3 1,927 1400S350-128

C SECTIONS

20

The tables on the following pages list Mr,the factored bending moment resistancefor Canam C sections, as well as Lu, the maximum laterally unsupportedlength without lateral support in torsionand buckling for which this moment is valid.

The maximum shear resistance, Vr, is listed for each section. Mu is the maximum factored bending moment that the section can resist at the specifiedlaterally unsupported length (Lu). Themaximum factored bearing resistance, Pr, is given for a bearing length of 100 mm.

Fy = specified minimum yield strength= 345 MPa

Mre = factored moment resistance (kN•m)Mu = factored moment resistance

considering lateral buckling (kN•m)Lu = maximum laterally unsupported

length for which a member candevelop Mr (mm)

Vr = factored shear resistance (kN)Pr = factored bearing resistance (kN)

for a 100 mm bearing

SELECTION TABLE FOR FACTORED LOADS – METRIC


SECTIONS

No.New Former

Vr Pr Lu Mrenomenclature nomenclature

1 152S70-144M C152x4.3 15.5 5.9 1,523 6.92 152S70-181M C152x5.2 26.9 9.0 1,519 8.93 152S70-218M C152x6.0 38.7 12.6 1,516 10.74 152S70-254M C152x7.0 49.5 16.8 1,514 12.35 152S70-290M C152x8.3 56.2 21.4 1,512 13.96 152S70-326M C152x8.9 62.8 26.6 1,512 15.47 203S70-144M C203x5.1 12.2 5.7 1,484 9.38 203S70-181M C203x6.0 23.9 8.7 1,478 12.69 203S70-218M C203x7.0 41.3 12.2 1,473 15.710 203S70-254M C203x8.0 56.2 16.3 1,468 18.111 203S70-290M C203x9.1 73.3 20.8 1,464 20.512 203S70-326M C203x10.6 91.7 25.9 1,461 22.813 229S89-181M C229x6.8 19.9 8.6 1,805 15.014 229S89-218M C229x8.0 34.5 12.0 1,800 18.515 229S89-254M C229x9.4 53.0 16.1 1,795 23.716 229S89-290M C229x10.7 69.1 20.6 1,791 27.517 229S89-326M C229x11.9 87.4 25.6 1,787 31.218 254S89-144M C254x5.7 9.4 5.5 1,800 12.819 254S89-181M C254x7.0 18.3 8.4 1,794 16.920 254S89-218M C254x8.6 31.7 11.9 1,788 21.021 254S89-254M C254x10.0 50.5 15.9 1,783 26.922 254S89-290M C254x11.3 70.9 20.4 1,778 31.623 254S89-326M C254x12.7 89.7 25.3 1,774 35.924 305S89-181M C305x8.0 15.7 8.2 1,774 20.825 305S89-218M C305x9.5 27.2 11.6 1,768 26.026 305S89-254M C305x11.0 43.3 15.5 1,762 33.427 305S89-290M C305x12.5 64.8 19.9 1,756 39.428 305S89-326M C305x14.0 92.4 24.8 1,750 45.729 356S89-218M C356x10.4 23.8 11.3 1,748 31.030 356S89-254M C356x12.1 37.8 15.2 1,742 39.931 356S89-290M C356x13.8 56.6 19.5 1,735 47.232 356S89-326M C356x15.5 80.7 24.4 1,729 55.0

C SECTIONS

21

Example: Single span of 7,500 mm, spacing of 1,600 mm:

external pressure + internal suction (0.38 + 0.32) = 0.70 kPaexternal suction + internal pressure (0.28 + 0.32) = 0.60 kPa

Use two X bracings to prevent the section from buckling and torsion at a third of the span and holdthe girt line straight ; metal siding on outside flangeattached every 310 mm c/c.

Pressure wf = 1.4 x 0.70 kPa x 1.6 m = 1.57 kN/mSuction wf = 1.4 x 0.60 kPa x 1.6 m = 1.34 kN/mMf

+ = 1.57 kN/m x (7.5 m)2 / 8 = 11.04 kN•mMf

- = 1.34 kN/m x (7.5 m)2 / 8 = 9.45 kN•mVf = 1.57 kN/m x 7.5 m / 2 = 5.89 kNImin (deflection < span / 180) = 180 x 5 x 1.12 kN/m x (7,500 mm)3

384 x 200,000 MPa= 5.5 x 106 mm4

The Properties table lists many profiles with a value ofIx greater than Imin:

203S70-254M Ix = 6.2 x 106 mm4

229S89-181M Ix = 6.9 x 106 mm4

254S89-144M Ix = 7.1 x 106 mm4

The table also indicates that the strength of these three profiles:

Mu with 2,500 mm of unsupported compression flange > Mf+

Mu with 2,500 mm of unsupported compression flange > Mf-

The X bracings must be connected to the section accordingto standard S136-07 as described in the section entitledLateral Stability of Purlins (see pages 7-12).

Vr > Vf

Pr > Vf, except for 254S89-144M. If this section is selected,the connection to the support must be made by bolting the web to prevent web crippling over the bearing.

The final selection will be determined according to the other bays of the building and the desired economy in steel or space.

Mu SectionsUnsupported length New nomenclature

1,500 1,800 2,100 2,400 2,700 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,000 (imperial)

6.9 6.7 6.3 5.9 5.5 4.9 3.9 3.1 2.4 2.0 1.7 1.4 1.3 1.1 1.0 0.9 600S275-578.8 8.8 8.3 7.8 7.2 6.5 5.2 4.1 3.3 2.7 2.3 2.0 1.7 1.5 1.4 1.2 600S275-71

10.5 10.5 10.1 9.5 8.7 7.9 6.5 5.1 4.1 3.4 2.9 2.5 2.2 2.0 1.8 1.6 600S275-8612.1 12.1 11.7 10.9 10.1 9.2 7.6 6.0 4.9 4.2 3.6 3.1 2.8 2.5 2.2 2.0 600S275-10013.7 13.7 13.2 12.4 11.5 10.5 8.8 7.1 5.8 4.9 4.2 3.7 3.3 3.0 2.7 2.5 600S275-11415.2 15.2 14.7 13.8 12.8 11.8 10.0 8.1 6.7 5.7 5.0 4.4 3.9 3.6 3.3 3.0 600S275-12810.2 9.8 9.2 8.6 7.9 7.0 5.5 4.2 3.4 2.8 2.3 2.0 1.7 1.5 1.3 1.2 800S275-5712.9 12.9 12.1 11.3 10.3 9.2 7.2 5.6 4.5 3.7 3.1 2.6 2.3 2.0 1.8 1.6 800S275-7115.5 15.5 14.7 13.6 12.5 11.2 8.8 6.9 5.5 4.6 3.9 3.3 2.9 2.6 2.3 2.1 800S275-8617.9 17.9 16.9 15.7 14.4 13.0 10.3 8.1 6.5 5.4 4.6 4.0 3.5 3.1 2.8 2.5 800S275-10020.2 20.2 19.2 17.8 16.3 14.7 11.8 9.3 7.6 6.3 5.4 4.7 4.2 3.7 3.4 3.1 800S275-11422.5 22.5 21.4 19.9 18.3 16.5 13.4 10.6 8.7 7.3 6.3 5.5 4.9 4.4 4.0 3.6 800S275-12816.3 16.3 15.8 15.1 14.3 13.4 11.7 9.8 7.8 6.4 5.3 4.5 3.9 3.4 3.0 2.7 900S350-7119.5 19.5 18.9 18.0 17.1 16.0 14.0 11.7 9.4 7.7 6.5 5.5 4.8 4.2 3.7 3.3 900S350-8623.6 23.6 22.9 21.9 20.7 19.4 17.0 14.3 11.6 9.5 8.0 6.9 5.9 5.2 4.6 4.2 900S350-10027.1 27.1 26.8 25.6 24.2 22.7 20.0 16.9 13.7 11.3 9.6 8.2 7.2 6.3 5.6 5.1 900S350-11430.5 30.5 30.5 29.3 27.7 26.0 22.9 19.5 15.9 13.2 11.2 9.7 8.5 7.5 6.7 6.1 900S350-12813.6 13.6 13.2 12.8 12.2 11.6 10.5 8.9 7.1 5.8 4.8 4.1 3.5 3.0 2.7 2.3 1000S350-5718.9 18.9 18.2 17.4 16.5 15.4 13.4 11.1 8.9 7.2 6.0 5.1 4.4 3.8 3.4 3.0 1000S350-7122.6 22.6 21.8 20.8 19.7 18.4 16.0 13.4 10.7 8.8 7.3 6.2 5.4 4.7 4.1 3.7 1000S350-8627.2 27.2 26.5 25.2 23.9 22.3 19.5 16.3 13.1 10.7 9.0 7.7 6.7 5.8 5.2 4.6 1000S350-10031.2 31.2 30.9 29.4 27.8 26.1 22.8 19.1 15.4 12.7 10.7 9.2 8.0 7.0 6.3 5.6 1000S350-11435.1 35.1 35.1 33.6 31.8 29.8 26.1 22.0 17.9 14.8 12.5 10.7 9.4 8.3 7.4 6.7 1000S350-12822.5 22.5 21.8 21.0 20.0 19.0 17.0 14.0 11.2 9.1 7.6 6.4 5.5 4.8 4.2 3.7 1200S350-7129.2 29.2 28.1 26.8 25.3 23.6 20.4 16.8 13.4 10.9 9.1 7.7 6.6 5.8 5.1 4.5 1200S350-8635.0 35.0 34.0 32.3 30.5 28.5 24.7 20.4 16.3 13.3 11.1 9.5 8.2 7.1 6.3 5.6 1200S350-10040.1 40.1 39.5 37.6 35.5 33.2 28.8 23.8 19.0 15.6 13.1 11.2 9.7 8.5 7.5 6.7 1200S350-11445.1 45.1 45.1 42.9 40.5 37.8 32.9 27.2 21.9 18.0 15.2 13.0 11.3 9.9 8.8 7.9 1200S350-12833.9 33.8 32.8 31.6 30.2 28.6 25.1 20.4 16.2 13.2 11.0 9.3 8.0 7.0 6.1 5.4 1400S350-8643.4 43.4 42.1 40.0 37.7 35.1 30.2 24.6 19.6 16.0 13.4 11.3 9.8 8.5 7.5 6.7 1400S350-10049.7 49.7 48.9 46.5 43.8 40.8 35.1 28.6 22.9 18.7 15.7 13.3 11.5 10.1 8.9 7.9 1400S350-11455.9 55.9 55.8 53.0 49.9 46.4 40.0 32.7 26.2 21.5 18.0 15.4 13.3 11.7 10.4 9.3 1400S350-128

C SECTIONS

22

b

t

d

e

S.C.

t/2

x

C.G.

Y

Y

XX

h

EXAMPLE:600S275-57

With 600 = depth of section (10-2 in.)S = C section275 = flange width (10-2 in.)57 = minimum steel thickness,

i.e. 95% of the designthickness (10-3 in.)


PROPERTIES – IMPERIAL

SECTIONS DIMENSIONS

No.New Former


1 600S275-57 C6x2.9 6 2.75 1 0.062 600S275-71 C6x3.5 6 2.75 1 0.083 600S275-86 C6x4.0 6 2.75 1 0.094 600S275-100 C6x4.7 6 2.75 1 0.115 600S275-114 C6x5.6 6 2.75 1 0.126 600S275-128 C6x6.0 6 2.75 1 0.147 800S275-57 C8x3.4 8 2.75 1 0.068 800S275-71 C8x4.0 8 2.75 1 0.089 800S275-86 C8x4.7 8 2.75 1 0.0910 800S275-100 C8x5.4 8 2.75 1 0.1111 800S275-114 C8x6.1 8 2.75 1 0.1212 800S275-128 C8x7.1 8 2.75 1 0.1413 900S350-71 C9x4.6 9 3.50 1 0.0814 900S350-86 C9x5.4 9 3.50 1 0.0915 900S350-100 C9x6.3 9 3.50 1 0.1116 900S350-114 C9x7.2 9 3.50 1 0.1217 900S350-128 C9x8.0 9 3.50 1 0.1418 1000S350-57 C10x3.8 10 3.50 1 0.0619 1000S350-71 C10x4.7 10 3.50 1 0.0820 1000S350-86 C10x5.8 10 3.50 1 0.0921 1000S350-100 C10x6.7 10 3.50 1 0.1122 1000S350-114 C10x7.6 10 3.50 1 0.1223 1000S350-128 C10x8.5 10 3.50 1 0.1424 1200S350-71 C12x5.4 12 3.50 1 0.0825 1200S350-86 C12x6.4 12 3.50 1 0.0926 1200S350-100 C12x7.4 12 3.50 1 0.1127 1200S350-114 C12x8.4 12 3.50 1 0.1228 1200S350-128 C12x9.4 12 3.50 1 0.1429 1400S350-86 C14x7.0 14 3.50 1 0.0930 1400S350-100 C14x8.1 14 3.50 1 0.1131 1400S350-114 C14x9.3 14 3.50 1 0.1232 1400S350-128 C14x10.4 14 3.50 1 0.14

C SECTIONS

23


d = depth of section (in.)

b = flange width (in.)

h = length of lip (in.)

t = steel thickness (in.)

A = gross area of section (in.2)


S.C. = shear center

Ix = moment of inertia about axis X-X: maximum compressive stress = 0.6 Fy (in.4)

Sxeff = elastic section modulus about axis X-X:maximum compressive stress = 0.9 Fy (in.3)

rx = radius of gyration about axis X-X (in.)

Iy = moment of inertia about axis Y-Y (in.4)

Syeff = elastic section modulus about axis Y-Y:maximum compressive stress = 0.9 Fy (in.3)

ry = radius of gyration about axis Y-Y (in.)

x = distance from center of web to center of gravity (in.)

e = distance from center of web to shear center (in.)

PROPERTIES SECTIONS

Ix Sxeff rx Iy Syeff ry x e ANew nomenclature

(metric)

4.5 1.3 2.4 0.9 0.5 1.1 0.9 1.5 0.8 152S70-144M5.5 1.8 2.4 1.1 0.6 1.1 0.9 1.4 1.0 152S70-181M6.6 2.2 2.4 1.3 0.7 1.1 0.9 1.4 1.2 152S70-218M7.6 2.5 2.4 1.5 0.8 1.1 0.9 1.4 1.3 152S70-254M8.5 2.9 2.4 1.6 0.9 1.0 0.9 1.4 1.5 152S70-290M9.5 3.2 2.4 1.8 1.0 1.0 0.9 1.4 1.7 152S70-326M8.8 1.9 3.1 1.0 0.5 1.0 0.8 1.3 0.9 203S70-144M

10.8 2.6 3.1 1.2 0.6 1.0 0.8 1.3 1.1 203S70-181M12.9 3.2 3.1 1.4 0.7 1.0 0.8 1.3 1.3 203S70-218M14.9 3.7 3.1 1.6 0.8 1.0 0.8 1.3 1.6 203S70-254M16.8 4.2 3.1 1.8 0.9 1.0 0.8 1.3 1.8 203S70-290M18.7 4.7 3.1 2.0 1.1 1.0 0.8 1.3 2.0 203S70-326M16.6 3.0 3.6 2.2 0.9 1.3 1.0 1.6 1.3 229S89-181M19.7 3.8 3.6 2.6 1.1 1.3 1.0 1.6 1.6 229S89-218M22.8 4.7 3.5 3.0 1.2 1.3 1.0 1.6 1.8 229S89-254M25.8 5.5 3.5 3.4 1.4 1.3 1.0 1.6 2.1 229S89-290M28.8 6.3 3.5 3.7 1.5 1.3 1.0 1.6 2.3 229S89-326M17.1 2.5 3.9 1.9 0.7 1.3 1.0 1.6 1.1 254S89-144M21.2 3.4 3.9 2.3 0.9 1.3 1.0 1.6 1.4 254S89-181M25.2 4.3 3.9 2.7 1.1 1.3 1.0 1.6 1.7 254S89-218M29.1 5.3 3.9 3.1 1.2 1.3 1.0 1.6 1.9 254S89-254M33.0 6.4 3.9 3.5 1.4 1.3 1.0 1.6 2.2 254S89-290M36.9 7.2 3.9 3.9 1.5 1.3 0.9 1.6 2.5 254S89-326M32.5 4.2 4.6 2.4 0.9 1.3 0.9 1.5 1.5 305S89-181M38.7 5.3 4.6 2.9 1.1 1.3 0.9 1.5 1.8 305S89-218M44.8 6.5 4.6 3.3 1.2 1.2 0.9 1.5 2.1 305S89-254M50.8 7.9 4.6 3.7 1.4 1.2 0.9 1.5 2.4 305S89-290M56.7 9.2 4.6 4.1 1.5 1.2 0.9 1.5 2.7 305S89-326M55.8 6.2 5.3 3.0 1.1 1.2 0.8 1.4 2.0 356S89-218M64.7 7.8 5.3 3.4 1.3 1.2 0.8 1.4 2.3 356S89-254M73.4 9.5 5.3 3.8 1.4 1.2 0.8 1.4 2.7 356S89-290M82.1 11.1 5.2 4.3 1.6 1.2 0.8 1.4 3.0 356S89-326M

C SECTIONS

24

Fy = specified minimum yield strength= 345 ksi

Mre = factored moment resistance (kip•ft.)Mu = factored moment resistance

considering lateral buckling (kip•ft.)Lu = maximum laterally unsupported

length for which a member candevelop Mr (ft.)

Vr = factored shear resistance (kip)Pr = factored bearing resistance (kip)

for a 4 inch bearing

The tables on the following pages list Mr,the factored bending moment resistancefor Canam C sections, as well as Lu, the maximum laterally unsupportedlength without lateral support in torsionand buckling for which this moment is valid.

The maximum shear resistance, Vr, is listed for each section. Mu is the maximum factored bending moment thatthe section can resist at the specified laterally unsupported length (Lu). The maximum factored bearing resistance, Pr, is given for a bearinglength of 4 inches.

SELECTION TABLE FOR FACTORED LOADS – IMPERIAL


SECTIONS

No.New Former


1 600S275-57 C6x2.9 3.50 1.34 5.0 5.12 600S275-71 C6x3.5 6.06 2.03 5.0 6.53 600S275-86 C6x4.0 8.71 2.85 5.0 7.94 600S275-100 C6x4.7 11.13 3.78 5.0 9.15 600S275-114 C6x5.6 12.63 4.83 5.0 10.26 600S275-128 C6x6.0 14.11 6.00 5.0 11.47 800S275-57 C8x3.4 2.75 1.29 4.9 6.98 800S275-71 C8x4.0 5.39 1.96 4.8 9.39 800S275-86 C8x4.7 9.29 2.76 4.8 11.610 800S275-100 C8x5.4 12.64 3.68 4.8 13.411 800S275-114 C8x6.1 16.49 4.71 4.8 15.112 800S275-128 C8x7.1 20.59 5.85 4.8 16.813 900S350-71 C9x4.6 4.49 1.93 5.9 11.014 900S350-86 C9x5.4 7.78 2.72 5.9 13.715 900S350-100 C9x6.3 11.92 3.63 5.9 17.516 900S350-114 C9x7.2 15.55 4.65 5.9 20.317 900S350-128 C9x8.0 19.67 5.78 5.9 23.018 1000S350-57 C10x3.8 2.11 1.24 5.9 9.519 1000S350-71 C10x4.7 4.13 1.90 5.9 12.520 1000S350-86 C10x5.8 7.15 2.68 5.9 15.521 1000S350-100 C10x6.7 11.38 3.58 5.8 19.822 1000S350-114 C10x7.6 15.96 4.60 5.8 23.323 1000S350-128 C10x8.5 20.18 5.72 5.8 26.524 1200S350-71 C12x5.4 3.54 1.85 5.8 15.325 1200S350-86 C12x6.4 6.13 2.61 5.8 19.226 1200S350-100 C12x7.4 9.76 3.50 5.8 24.627 1200S350-114 C12x8.4 14.59 4.50 5.8 29.028 1200S350-128 C12x9.4 20.82 5.60 5.7 33.729 1400S350-86 C14x7.0 5.36 2.55 5.7 22.930 1400S350-100 C14x8.1 8.52 3.42 5.7 29.431 1400S350-114 C14x9.3 12.75 4.41 5.7 34.832 1400S350-128 C14x10.4 18.19 5.50 5.7 40.6

C SECTIONS

25

Example: Single span of 25 ft., spacing of 5 ft.:

external pressure + internal suction (8.0 + 6.6) = 14.6 psfexternal suction + internal pressure (5.9 + 6.6) = 12.5 psf

Use two X bracings to prevent the section from buckling and torsion at a third of the span and holdthe girt line straight; metal siding on outside flangeattached every 12 inches c/c.

Pressure wf = 1.4 x 14.6 psf x 5.0 ft. = 102 plfSuction wf = 1.4 x 12.5 psf x 5.0 ft. = 88 plfMf

+ = 0.102 kip/ft. x (25 ft.)2 / 8 = 8.0 kip•ft.Mf

- = 0.088 kip/ft. x (25 ft.)2 / 8 = 6.9 kip•ft.Vf = 0.102 kip/ft. x 25 ft./2 = 1.28 kipImin (deflection < span / 180) = 180 x 5 x 0.073 kip/ft. x (25 ft.)3 x 144

384 x 29,500 ksi= 13.0 in.4

The Properties table lists many profiles with a value of Ix greater than Imin:

800S275-100 Ix = 14.9 in.4900S350-71 Ix = 16.6 in.41000S350-57 Ix = 17.1 in.4

The table also indicates that the strength of these threeprofiles:Mu with 8 ft. 4 in. of unsupported compression flange > Mf

+

Mu with 8 ft. 4 in. of unsupported compression flange > Mf-


Vr > Vf

Pr > Vf, except for 1000S350-57. If this section is selected, the connection to the support must be made by bolting the web to prevent web crippling over the bearing.



5 6 7 8 9 10 11 12 13 14 15 16 18 20 22 24 (metric)

5.1 4.9 4.6 4.3 4.0 3.6 3.1 2.7 2.3 2.0 1.8 1.6 1.3 1.0 0.9 0.8 152S70-144M6.5 6.5 6.1 5.7 5.2 4.7 4.2 3.6 3.1 2.7 2.4 2.1 1.7 1.4 1.2 1.1 152S70-181M7.8 7.8 7.4 6.9 6.4 5.8 5.1 4.4 3.8 3.3 3.0 2.7 2.2 1.8 1.6 1.4 152S70-218M8.9 8.9 8.6 8.0 7.4 6.7 6.0 5.2 4.5 4.0 3.6 3.2 2.6 2.2 1.9 1.7 152S70-254M

10.1 10.1 9.7 9.1 8.4 7.6 6.9 6.1 5.3 4.7 4.2 3.8 3.1 2.7 2.3 2.1 152S70-290M11.2 11.2 10.8 10.1 9.4 8.6 7.8 6.9 6.1 5.4 4.9 4.4 3.7 3.2 2.8 2.5 152S70-326M7.5 7.2 6.7 6.3 5.7 5.1 4.4 3.7 3.2 2.8 2.4 2.1 1.7 1.4 1.2 1.0 203S70-144M9.5 9.5 8.9 8.2 7.5 6.7 5.8 4.9 4.2 3.6 3.2 2.8 2.3 1.9 1.6 1.4 203S70-181M

11.4 11.4 10.7 9.9 9.1 8.1 7.0 6.0 5.1 4.5 4.0 3.5 2.9 2.4 2.0 1.8 203S70-218M13.2 13.2 12.4 11.5 10.5 9.4 8.2 7.0 6.0 5.3 4.7 4.2 3.4 2.9 2.5 2.1 203S70-254M14.9 14.9 14.0 13.0 11.9 10.7 9.4 8.0 7.0 6.1 5.4 4.9 4.0 3.4 2.9 2.6 203S70-290M16.6 16.6 15.6 14.5 13.3 12.0 10.6 9.1 7.9 7.0 6.2 5.6 4.7 4.0 3.4 3.0 203S70-326M12.0 12.0 11.6 11.0 10.4 9.8 9.0 8.2 7.3 6.4 5.6 4.9 3.9 3.2 2.7 2.3 229S89-181M14.4 14.4 13.9 13.2 12.5 11.7 10.8 9.8 8.8 7.7 6.7 6.0 4.8 3.9 3.3 2.8 229S89-218M17.4 17.4 16.8 16.0 15.2 14.2 13.1 12.0 10.7 9.4 8.3 7.4 5.9 4.9 4.2 3.6 229S89-254M20.0 20.0 19.7 18.7 17.7 16.6 15.4 14.0 12.6 11.1 9.8 8.7 7.1 5.9 5.0 4.3 229S89-290M22.5 22.5 22.5 21.4 20.3 19.0 17.6 16.1 14.6 12.9 11.4 10.2 8.3 7.0 5.9 5.2 229S89-326M10.0 10.0 9.7 9.4 9.0 8.5 8.0 7.4 6.7 5.8 5.1 4.5 3.6 2.9 2.4 2.0 254S89-144M13.9 13.9 13.4 12.7 12.0 11.2 10.3 9.4 8.3 7.3 6.4 5.6 4.5 3.7 3.1 2.6 254S89-181M16.7 16.7 16.0 15.2 14.4 13.4 12.4 11.2 10.0 8.7 7.7 6.8 5.4 4.5 3.7 3.2 254S89-218M20.1 20.1 19.4 18.5 17.4 16.3 15.0 13.7 12.2 10.7 9.4 8.3 6.7 5.5 4.6 4.0 254S89-254M23.0 23.0 22.6 21.6 20.3 19.0 17.6 16.0 14.3 12.6 11.0 9.8 7.9 6.6 5.6 4.8 254S89-290M25.9 25.9 25.9 24.6 23.3 21.8 20.1 18.3 16.5 14.5 12.8 11.4 9.3 7.7 6.6 5.7 254S89-326M16.6 16.5 16.0 15.4 14.7 13.9 13.0 11.9 10.5 9.1 8.0 7.0 5.6 4.6 3.8 3.2 305S89-181M21.5 21.5 20.6 19.6 18.5 17.2 15.8 14.3 12.6 10.9 9.6 8.5 6.8 5.5 4.6 3.9 305S89-218M25.8 25.8 24.9 23.7 22.3 20.8 19.1 17.2 15.3 13.3 11.6 10.3 8.2 6.8 5.7 4.9 305S89-254M29.6 29.6 29.0 27.6 26.0 24.2 22.2 20.1 17.8 15.5 13.6 12.1 9.7 8.0 6.8 5.8 305S89-290M33.3 33.3 33.1 31.5 29.6 27.6 25.4 23.0 20.4 17.8 15.7 13.9 11.2 9.3 7.9 6.8 305S89-326M25.0 24.9 24.1 23.2 22.1 20.9 19.4 17.5 15.3 13.3 11.6 10.2 8.2 6.7 5.6 4.7 356S89-218M32.0 32.0 30.9 29.3 27.5 25.6 23.4 21.0 18.5 16.0 14.0 12.4 9.9 8.1 6.8 5.8 356S89-254M36.7 36.7 35.9 34.1 32.0 29.7 27.2 24.4 21.5 18.7 16.4 14.5 11.6 9.5 8.0 6.9 356S89-290M41.3 41.3 40.9 38.8 36.4 33.8 31.0 27.9 24.5 21.3 18.7 16.6 13.4 11.0 9.3 8.0 356S89-326M

C AND Z SECTIONS

26

d

b

t

hE4

d

b

t

E4

h

E3

E2 S2

S1E1

P

L

C (camber)

01

02

01

02

DIMENSION OR ANGLE FABRICATION TOLERANCE mm

b,d ±5

h +10, -3

01 ±3

02 ±5

P,L ±3

C 0.002L

E1,E2,E3,E4 ±3

S1,S2 ±2

t according to CAN/CSA-S136

FABRICATION TOLERANCE

Z SECTIONS

27

NEW NOMENCLATURE

SI

EXAMPLE: 152Z76-144M

With 152 = depth of section (mm)Z = Z section

70 = flange width (mm)144 = minimum steel thickness, i.e. 95% of the

design thickness (10-2 mm)M = International system nomenclature

(metric)

IMPERIAL

EXAMPLE: 600Z300-57

With 600 = depth of section (10-2 in.)Z = Z section

300 = flange width (10-2 in.)57 = minimum steel thickness, i.e. 95% of the

design thickness (10-3 in.)

FORMER NOMENCLATURE

SI

EXAMPLE: Z152x4.5

With Z = Z section152 = depth of section (mm)4.5 = nominal linear weight (kg/m)

IMPERIAL

EXAMPLE: Z6x3.0

With Z = Z section6 = depth of section (in.)

3.0 = nominal linear weight (lb./ft.)

NEW NOMENCLATURE

New nomenclature International system Imperial system Former nomenclature

SI Imperial d b h t d b h t SI Imperial

152Z76-144M 600Z300-57 152.4 76.2 24.1 1.52 6 3 0.95 0.060 Z152x4.5 Z6x3.0152Z76-181M 600Z300-71 152.4 76.2 24.1 1.91 6 3 0.95 0.075 Z152x5.4 Z6x3.6152Z76-218M 600Z300-86 152.4 76.2 24.1 2.29 6 3 0.95 0.090 Z152x6.4 Z6x4.3152Z76-254M 600Z300-100 152.4 76.2 24.1 2.67 6 3 0.95 0.105 Z152x7.6 Z6x5.1152Z76-290M 600Z300-114 152.4 76.2 24.1 3.05 6 3 0.95 0.120 Z152x8.6 Z6x5.8152Z76-326M 600Z300-128 152.4 76.2 24.1 3.43 6 3 0.95 0.135 Z152x9.7 Z6x6.5203Z76-144M 800Z300-57 203.2 76.2 24.1 1.52 8 3 0.95 0.060 Z203x5.1 Z8x3.4203Z76-181M 800Z300-71 203.2 76.2 24.1 1.91 8 3 0.95 0.075 Z203x6.3 Z8x4.2203Z76-218M 800Z300-86 203.2 76.2 24.1 2.29 8 3 0.95 0.090 Z203x7.3 Z8x4.9203Z76-254M 800Z300-100 203.2 76.2 24.1 2.67 8 3 0.95 0.105 Z203x8.8 Z8x5.9203Z76-290M 800Z300-114 203.2 76.2 24.1 3.05 8 3 0.95 0.120 Z203x10.0 Z8x6.7203Z76-326M 800Z300-128 203.2 76.2 24.1 3.43 8 3 0.95 0.135 Z203x11.2 Z8x7.5229Z76-181M 900Z300-71 228.6 76.2 24.1 1.91 9 3 0.95 0.075 Z229x6.6 Z9x4.4229Z76-218M 900Z300-86 228.6 76.2 24.1 2.29 9 3 0.95 0.090 Z229x7.7 Z9x5.2229Z76-254M 900Z300-100 228.6 76.2 24.1 2.67 9 3 0.95 0.105 Z229x9.2 Z9x6.2229Z76-290M 900Z300-114 228.6 76.2 24.1 3.05 9 3 0.95 0.120 Z229x10.6 Z9x7.1229Z76-326M 900Z300-128 228.6 76.2 24.1 3.43 9 3 0.95 0.135 Z229x11.9 Z9x8.0254Z76-181M 1000Z300-71 254.0 76.2 24.1 1.91 10 3 0.95 0.075 Z254x6.8 Z10x4.6254Z76-218M 1000Z300-86 254.0 76.2 24.1 2.29 10 3 0.95 0.090 Z254x8.2 Z10x5.5254Z76-254M 1000Z300-100 254.0 76.2 24.1 2.67 10 3 0.95 0.105 Z254x9.8 Z10x6.6254Z76-290M 1000Z300-114 254.0 76.2 24.1 3.05 10 3 0.95 0.120 Z254x11.2 Z10x7.5254Z76-326M 1000Z300-128 254.0 76.2 24.1 3.43 10 3 0.95 0.135 Z254x12.5 Z10x8.4305Z76-181M 1200Z300-71 304.8 76.2 24.1 1.91 12 3 0.95 0.075 Z305x7.7 Z12x5.2305Z76-218M 1200Z300-86 304.8 76.2 24.1 2.29 12 3 0.95 0.090 Z305x9.2 Z12x6.2305Z76-254M 1200Z300-100 304.8 76.2 24.1 2.67 12 3 0.95 0.105 Z305x10.9 Z12x7.3305Z76-290M 1200Z300-114 304.8 76.2 24.1 3.05 12 3 0.95 0.120 Z305x12.4 Z12x8.3305Z76-326M 1200Z300-128 304.8 76.2 24.1 3.43 12 3 0.95 0.135 Z305x14.0 Z12x9.4356Z76-181M 1400Z300-71 355.6 76.2 24.1 1.91 14 3 0.95 0.075 Z355x8.5 Z14x5.7356Z76-218M 1400Z300-86 355.6 76.2 24.1 2.29 14 3 0.95 0.090 Z355x10.1 Z14x6.8356Z76-254M 1400Z300-100 355.6 76.2 24.1 2.67 14 3 0.95 0.105 Z355x11.9 Z14x8.0356Z76-290M 1400Z300-114 355.6 76.2 24.1 3.05 14 3 0.95 0.120 Z355x13.6 Z14x9.1356Z76-326M 1400Z300-128 355.6 76.2 24.1 3.43 14 3 0.95 0.135 Z355x15.4 Z14x10.3

Z SECTIONS

28

C.G. & S.C.

h

b

t

W

W

Xd X

Z

Z

Y

Y

O

t/2

EXAMPLE:152Z76-144M

With152 = depth of section (mm)Z = Z section76 = flange width (mm)144 = minimum steel thickness,

i.e. 95% of the designthickness (10-2 mm)

M = International systemnomenclature (metric)

PROPERTIES – METRIC


SECTIONS DIMENSIONS

No.New Former


1 152Z76-144M Z152x4.5 152.4 76.2 24.1 1.522 152Z76-181M Z152x5.4 152.4 76.2 24.1 1.913 152Z76-218M Z152x6.4 152.4 76.2 24.1 2.294 152Z76-254M Z152x7.6 152.4 76.2 24.1 2.675 152Z76-290M Z152x8.6 152.4 76.2 24.1 3.056 152Z76-326M Z152x9.7 152.4 76.2 24.1 3.437 203Z76-144M Z203x5.1 203.2 76.2 24.1 1.528 203Z76-181M Z203x6.3 203.2 76.2 24.1 1.919 203Z76-218M Z203x7.3 203.2 76.2 24.1 2.2910 203Z76-254M Z203x8.8 203.2 76.2 24.1 2.6711 203Z76-290M Z203x10.0 203.2 76.2 24.1 3.0512 203Z76-326M Z203x11.2 203.2 76.2 24.1 3.4313 229Z76-181M Z229x6.6 228.6 76.2 24.1 1.9114 229Z76-218M Z229x7.7 228.6 76.2 24.1 2.2915 229Z76-254M Z229x9.2 228.6 76.2 24.1 2.6716 229Z76-290M Z229x10.6 228.6 76.2 24.1 3.0517 229Z76-326M Z229x11.9 228.6 76.2 24.1 3.4318 254Z76-181M Z254x6.8 254.0 76.2 24.1 1.9119 254Z76-218M Z254x8.2 254.0 76.2 24.1 2.2920 254Z76-254M Z254x9.8 254.0 76.2 24.1 2.6721 254Z76-290M Z254x11.2 254.0 76.2 24.1 3.0522 254Z76-326M Z254x12.5 254.0 76.2 24.1 3.4323 305Z76-181M Z305x7.7 304.8 76.2 24.1 1.9124 305Z76-218M Z305x9.2 304.8 76.2 24.1 2.2925 305Z76-254M Z305x10.9 304.8 76.2 24.1 2.6726 305Z76-290M Z305x12.4 304.8 76.2 24.1 3.0527 305Z76-326M Z305x14.0 304.8 76.2 24.1 3.4328 356Z76-181M Z355x8.5 355.6 76.2 24.1 1.9129 356Z76-218M Z355x10.1 355.6 76.2 24.1 2.2930 356Z76-254M Z355x11.9 355.6 76.2 24.1 2.6731 356Z76-290M Z355x13.6 355.6 76.2 24.1 3.0532 356Z76-326M Z355x15.4 355.6 76.2 24.1 3.43

Z SECTIONS

29


d = depth of section (mm)

b = flange width (mm)

h = length of lip (mm)

t = steel thickness (mm)

A = gross area of section (mm2)


S.C. = shear center

Ix = moment of inertia about axis X-X: maximum compressive stress = 0.6 Fy (106 mm4)

Sxeff = elastic section modulus about axis X-X:maximum compressive stress = 0.9 Fy (103 mm3)

rx = radius of gyration about axis X-X (mm)

Iy = moment of inertia about axis Y-Y (106 mm4)

Syeff = elastic section modulus about axis Y-Y:maximum compressive stress = 0.9 Fy (103 mm3)

ry = radius of gyration about axis Y-Y (mm)

rmin = radius of gyration about axis Z-Z (mm)0 = angle between Z-Z axis and Y-Y axis (degrees)

PROPERTIES SECTIONS

Ix Sxeff rx Iy Syeff ry rmin 0 ANew nomenclature

(imperial)

2.01 22.50 61.9 0.89 10.21 41.3 23.5 -30.7 524 600Z300-572.49 29.37 61.7 1.10 12.65 41.1 23.4 -30.6 653 600Z300-712.96 36.32 61.6 1.31 15.01 41.0 23.3 -30.6 780 600Z300-863.41 44.06 61.4 1.51 17.33 40.8 23.2 -30.5 906 600Z300-1003.86 50.71 61.2 1.70 19.59 40.6 23.1 -30.5 1,031 600Z300-1144.30 56.48 61.0 1.89 21.80 40.4 23.0 -30.5 1,156 600Z300-1283.90 31.21 80.5 0.89 10.21 38.5 24.2 -21.3 602 800Z300-574.83 41.35 80.3 1.10 12.65 38.4 24.1 -21.3 750 800Z300-715.75 52.67 80.1 1.31 15.01 38.2 24.0 -21.2 896 800Z300-866.65 64.36 79.9 1.51 17.33 38.0 23.9 -21.2 1,042 800Z300-1007.54 74.21 79.7 1.70 19.59 37.8 23.8 -21.1 1,186 800Z300-1148.41 82.80 79.5 1.89 21.80 37.7 23.7 -21.1 1,330 800Z300-1286.36 47.28 89.3 1.10 12.65 37.2 24.2 -18.2 798 900Z300-717.57 60.50 89.1 1.31 15.01 37.0 24.1 -18.2 954 900Z300-868.76 75.31 88.9 1.51 17.33 36.8 24.0 -18.1 1,110 900Z300-1009.94 86.96 88.7 1.70 19.59 36.7 23.9 -18.1 1,264 900Z300-114

11.10 97.08 88.5 1.89 21.80 36.5 23.7 -18.0 1,417 900Z300-1288.14 53.21 98.1 1.10 12.65 36.1 24.1 -15.8 846 1000Z300-719.70 68.34 97.9 1.31 15.01 35.9 24.0 -15.7 1,012 1000Z300-86

11.23 85.45 97.7 1.51 17.33 35.8 23.9 -15.7 1,177 1000Z300-10012.75 100.37 97.5 1.70 19.59 35.6 23.8 -15.6 1,341 1000Z300-11414.24 112.10 97.3 1.89 21.80 35.4 23.7 -15.6 1,504 1000Z300-12812.54 65.04 115.3 1.10 12.65 34.2 23.8 -12.3 943 1200Z300-7114.95 84.01 115.1 1.31 15.01 34.0 23.7 -12.2 1,128 1200Z300-8617.34 105.77 114.9 1.51 17.33 33.9 23.6 -12.2 1,313 1200Z300-10019.68 125.59 114.7 1.70 19.59 33.7 23.5 -12.2 1,496 1200Z300-11422.00 143.31 114.5 1.89 21.80 33.5 23.4 -12.1 1,678 1200Z300-12818.16 77.30 132.2 1.10 12.65 32.6 23.4 -9.9 1,040 1400Z300-7121.67 99.66 131.9 1.31 15.01 32.4 23.3 -9.8 1,245 1400Z300-8625.13 126.11 131.7 1.51 17.33 32.3 23.2 -9.8 1,448 1400Z300-10028.55 150.55 131.5 1.70 19.59 32.1 23.1 -9.8 1,651 1400Z300-11431.94 172.70 131.3 1.89 21.80 31.9 23.0 -9.7 1,852 1400Z300-128

Z SECTIONS

30

The tables on the following pages list Mr,the factored bending moment resistancefor Canam Z sections, as well as Lu, the maximum laterally unsupportedlength without lateral support in torsionand buckling for which this moment is valid.

The maximum shear resistance, Vr, is listed for each section. Mu is the maximum factored bending moment that the section can resist at the specifiedlaterally unsupported length (Lu). Themaximum factored bearing resistance, Pr, is given for a bearing length of 100 mm.

Fy = specified minimum yield strength= 345 MPa

Mr = factored moment resistance (kN•m)Mu = factored moment resistance

considering lateral buckling (kN•m)Lu = maximum laterally unsupported

length for which a member candevelop Mr (mm)

Vr = factored shear resistance (kN)Pr = factored bearing resistance (kN)

for a 100 mm bearing


SELECTION TABLE FOR FACTORED LOADS – METRIC

SECTIONS

No.New Former


1 152Z76-144M Z152x4.5 15.5 5.9 1,495 7.12 152Z76-181M Z152x5.4 26.9 9.0 1,494 9.03 152Z76-218M Z152x6.4 38.7 12.6 1,558 11.14 152Z76-254M Z152x7.6 49.5 16.8 1,732 13.15 152Z76-290M Z152x8.6 56.2 21.4 1,832 15.06 152Z76-326M Z152x9.7 62.8 26.6 1,844 16.77 203Z76-144M Z203x5.1 12.2 5.7 1,452 10.48 203Z76-181M Z203x6.3 23.9 8.7 1,449 13.29 203Z76-218M Z203x7.3 41.3 12.2 1,511 16.210 203Z76-254M Z203x8.8 56.2 16.3 1,669 19.111 203Z76-290M Z203x10.0 73.3 20.8 1,766 21.912 203Z76-326M Z203x11.2 91.7 25.9 1,773 24.513 229Z76-181M Z229x6.6 20.1 8.6 1,430 15.414 229Z76-218M Z229x7.7 34.8 12.0 1,494 19.015 229Z76-254M Z229x9.2 53.3 16.1 1,645 22.316 229Z76-290M Z229x10.6 69.6 20.6 1,739 25.717 229Z76-326M Z229x11.9 88.0 25.6 1,745 28.718 254Z76-181M Z254x6.8 18.4 8.4 1,411 17.919 254Z76-218M Z254x8.2 31.9 11.9 1,479 21.920 254Z76-254M Z254x9.8 50.8 15.9 1,623 25.821 254Z76-290M Z254x11.2 71.4 20.4 1,714 29.622 254Z76-326M Z254x12.5 90.2 25.3 1,720 33.123 305Z76-181M Z305x7.7 15.8 8.2 1,377 21.524 305Z76-218M Z305x9.2 27.3 11.6 1,452 28.225 305Z76-254M Z305x10.9 43.5 15.5 1,584 33.126 305Z76-290M Z305x12.4 65.1 19.9 1,669 38.127 305Z76-326M Z305x14.0 92.9 24.8 1,673 42.628 356Z76-181M Z355x8.5 13.8 8.0 1,345 23.329 356Z76-218M Z355x10.1 23.9 11.3 1,341 30.630 356Z76-254M Z355x11.9 38.0 15.2 1,337 38.731 356Z76-290M Z355x13.6 56.8 19.5 1,476 45.732 356Z76-326M Z355x15.4 81.1 24.4 1,544 51.9

Z SECTIONS

31


1,500 1,800 2,100 2,400 2,700 3,000 3,300 3,600 3,900 4,200 4,500 4,800 5,400 6,000 6,750 7,500 (imperial)

7.1 6.7 6.3 5.9 5.4 4.8 4.2 3.5 3.0 2.6 2.3 2.0 1.6 1.3 1.1 0.9 600Z300-579.0 8.5 8.0 7.4 6.8 6.1 5.3 4.5 3.8 3.3 2.9 2.6 2.1 1.7 1.4 1.2 600Z300-71

11.1 10.6 10.0 9.3 8.5 7.6 6.6 5.6 4.9 4.2 3.7 3.3 2.7 2.2 1.8 1.5 600Z300-8613.1 12.9 12.1 11.3 10.3 9.3 8.1 7.0 6.0 5.3 4.6 4.1 3.4 2.8 2.3 2.0 600Z300-10015.0 15.0 14.2 13.2 12.1 10.9 9.6 8.3 7.2 6.3 5.6 5.0 4.1 3.5 2.9 2.5 600Z300-11416.7 16.7 15.9 14.8 13.6 12.3 10.9 9.5 8.3 7.3 6.5 5.8 4.8 4.1 3.4 2.9 600Z300-12810.3 9.8 9.2 8.5 7.7 6.8 5.8 4.9 4.1 3.6 3.1 2.8 2.2 1.8 1.4 1.2 800Z300-5713.0 12.4 11.6 10.7 9.6 8.5 7.2 6.1 5.2 4.5 3.9 3.5 2.8 2.3 1.8 1.5 800Z300-7116.2 15.4 14.4 13.2 11.9 10.5 9.0 7.6 6.5 5.7 5.0 4.4 3.5 2.9 2.4 2.0 800Z300-8619.1 18.6 17.4 16.0 14.5 12.8 10.9 9.3 8.0 6.9 6.1 5.4 4.4 3.6 3.0 2.5 800Z300-10021.9 21.8 20.4 18.8 17.0 15.0 12.9 11.0 9.4 8.2 7.3 6.5 5.3 4.4 3.6 3.0 800Z300-11424.5 24.4 22.8 21.0 19.1 16.9 14.6 12.4 10.7 9.4 8.3 7.4 6.1 5.1 4.2 3.6 800Z300-12815.3 14.5 13.5 12.4 11.1 9.7 8.2 6.9 5.9 5.1 4.5 4.0 3.2 2.6 2.1 1.7 900Z300-7118.9 17.9 16.7 15.3 13.8 12.1 10.2 8.6 7.4 6.4 5.6 5.0 4.0 3.3 2.6 2.2 900Z300-8622.3 21.7 20.2 18.5 16.7 14.6 12.4 10.5 9.0 7.8 6.9 6.1 4.9 4.0 3.3 2.7 900Z300-10025.7 25.3 23.6 21.7 19.5 17.1 14.6 12.3 10.6 9.3 8.1 7.2 5.9 4.9 4.0 3.3 900Z300-11428.7 28.4 26.5 24.3 21.9 19.3 16.4 14.0 12.0 10.5 9.3 8.3 6.7 5.6 4.6 3.9 900Z300-12817.6 16.6 15.5 14.2 12.7 11.0 9.2 7.8 6.6 5.7 5.0 4.4 3.5 2.9 2.3 1.9 1000Z300-7121.8 20.6 19.2 17.5 15.7 13.6 11.4 9.6 8.3 7.1 6.3 5.5 4.4 3.6 2.9 2.5 1000Z300-8625.8 24.9 23.1 21.1 18.9 16.5 13.8 11.7 10.0 8.7 7.6 6.8 5.4 4.5 3.6 3.0 1000Z300-10029.6 29.1 27.0 24.7 22.2 19.3 16.3 13.8 11.8 10.3 9.0 8.0 6.5 5.4 4.4 3.6 1000Z300-11433.1 32.6 30.3 27.7 24.8 21.7 18.3 15.5 13.4 11.6 10.3 9.1 7.4 6.1 5.0 4.2 1000Z300-12821.1 19.9 18.6 17.0 15.1 13.0 10.8 9.1 7.7 6.7 5.9 5.2 4.1 3.3 2.7 2.2 1200Z300-7127.9 26.3 24.3 22.1 19.6 16.8 13.9 11.8 10.1 8.7 7.6 6.7 5.4 4.4 3.5 2.9 1200Z300-8633.1 31.7 29.3 26.6 23.6 20.2 16.8 14.2 12.1 10.5 9.2 8.2 6.5 5.4 4.3 3.6 1200Z300-10038.1 37.0 34.2 31.1 27.5 23.6 19.7 16.6 14.3 12.4 10.9 9.6 7.7 6.4 5.1 4.3 1200Z300-11442.6 41.4 38.4 34.8 30.9 26.5 22.1 18.7 16.1 14.0 12.3 10.9 8.8 7.3 5.9 4.9 1200Z300-12822.7 21.4 19.7 17.8 15.7 13.3 11.0 9.3 7.9 6.9 6.0 5.3 4.2 3.4 2.7 2.2 1400Z300-7129.8 27.9 25.7 23.2 20.4 17.3 14.3 12.1 10.4 9.0 7.8 6.9 5.5 4.5 3.7 3.0 1400Z300-8637.6 35.2 32.5 29.3 25.7 21.7 18.1 15.2 13.1 11.3 9.9 8.7 7.0 5.7 4.6 3.8 1400Z300-10045.5 42.7 39.3 35.5 31.1 26.3 21.8 18.4 15.8 13.7 12.0 10.6 8.5 7.0 5.6 4.6 1400Z300-11451.9 49.1 45.2 40.7 35.7 30.2 25.1 21.2 18.2 15.8 13.8 12.3 9.8 8.1 6.6 5.4 1400Z300-128

Example: Single span of 7,500 mm, spacing of 1,600 mm:

external pressure + internal suction (0.38 + 0.32) = 0.70 kPaexternal suction + internal pressure (0.28 + 0.32) = 0.60 kPa

Use two X bracings to prevent the section from buckling and torsion at a third of the span and hold the girt line straight; metal siding on outsideflange attached every 310 mm c/c.

Pressure wf = 1.4 x 0.70 kPa x 1.6 m = 1.57 kN/mSuction wf = 1.4 x 0.60 kPa x 1.6 m = 1.34 kN/mMf

+ = 1.57 kN/m x (7.5 m)2 / 8 = 11.04 kN•mMf

- = 1.34 kN/m x (7.5 m)2 / 8 = 9.45 kN•mVf = 1.57 kN/m x 7.5 m / 2 = 5.89 kNImin (deflection < span / 180) = 180 x 5 x 1.12 kN/m x (7,500 mm)3

384 x 200,000 MPa= 5.5 x 106 mm4


203Z76-218M Ix = 5.7 x 106 mm4

229Z76-181M Ix = 6.4 x 106 mm4

254Z76-181M Ix = 8.1 x 106 mm4

The table also indicates that the strength of these three profiles:

Mu with 2,500 mm of unsupported compression flange > Mf+

Mu with 2,500 mm of unsupported compression flange > Mf-


Vr > Vf

Pr > Vf


Z SECTIONS

32

C.G. & S.C.

h

b

t

W

W

Xd X

Z

Z

Y

Y

O

t/2

EXAMPLE:600Z300-57

With 600 = depth of section (10-2 in.)Z = Z section300 = flange width (10-2 in.)57 = minimum steel thickness,

i.e. 95% of the designthickness (10-3 in.)


PROPERTIES – IMPERIAL

SECTIONS DIMENSIONS

No.New Former


1 600Z300-57 Z6x3.0 6 3 0.95 0.0602 600Z300-71 Z6x3.6 6 3 0.95 0.0753 600Z300-86 Z6x4.3 6 3 0.95 0.0904 600Z300-100 Z6x5.1 6 3 0.95 0.1055 600Z300-114 Z6x5.8 6 3 0.95 0.1206 600Z300-128 Z6x6.5 6 3 0.95 0.1357 800Z300-57 Z8x3.4 8 3 0.95 0.0608 800Z300-71 Z8x4.2 8 3 0.95 0.0759 800Z300-86 Z8x4.9 8 3 0.95 0.09010 800Z300-100 Z8x5.9 8 3 0.95 0.10511 800Z300-114 Z8x6.7 8 3 0.95 0.12012 800Z300-128 Z8x7.5 8 3 0.95 0.13513 900Z300-71 Z9x4.4 9 3 0.95 0.07514 900Z300-86 Z9x5.2 9 3 0.95 0.09015 900Z300-100 Z9x6.2 9 3 0.95 0.10516 900Z300-114 Z9x7.1 9 3 0.95 0.12017 900Z300-128 Z9x8.0 9 3 0.95 0.13518 1000Z300-71 Z10x4.6 10 3 0.95 0.07519 1000Z300-86 Z10x5.5 10 3 0.95 0.09020 1000Z300-100 Z10x6.6 10 3 0.95 0.10521 1000Z300-114 Z10x7.5 10 3 0.95 0.12022 1000Z300-128 Z10x8.4 10 3 0.95 0.13523 1200Z300-71 Z12x5.2 12 3 0.95 0.07524 1200Z300-86 Z12x6.2 12 3 0.95 0.09025 1200Z300-100 Z12x7.3 12 3 0.95 0.10526 1200Z300-114 Z12x8.3 12 3 0.95 0.12027 1200Z300-128 Z12x9.4 12 3 0.95 0.13528 1400Z300-71 Z14x5.7 14 3 0.95 0.07529 1400Z300-86 Z14x6.8 14 3 0.95 0.09030 1400Z300-100 Z14x8.0 14 3 0.95 0.10531 1400Z300-114 Z14x9.1 14 3 0.95 0.12032 1400Z300-128 Z14x10.3 14 3 0.95 0.135

Z SECTIONS

33


d = depth of section (in.)

b = flange width (in.)

h = length of lip (in.)

t = steel thickness (in.)

A = gross area of section (in.2)


S.C. = shear center

Ix = moment of inertia about axis X-X: maximum compressive stress = 0.6 Fy (in.4)

Sxeff = elastic section modulus about axis X-X:maximum compressive stress = 0.9 Fy (in.3)

rx = radius of gyration about axis X-X (in.)

Iy = moment of inertia about axis Y-Y ( in.4)

Syeff = elastic section modulus about axis Y-Y:maximum compressive stress = 0.9 Fy ( in.3)

ry = radius of gyration about axis Y-Y (in.)

rmin = radius of gyration about axis Z-Z (in.)0 = angle between Z-Z axis and Y-Y axis (radians)

PROPERTIES SECTIONS

Ix Sxeff rx Iy Syeff ry rmin 0 ANew nomenclature

(metric)

4.8 1.39 2.44 2.15 0.62 1.63 0.92 -0.54 0.81 152Z76-144M6.0 1.80 2.43 2.65 0.77 1.62 0.92 -0.53 1.01 152Z76-181M7.1 2.27 2.42 3.14 0.92 1.61 0.92 -0.53 1.21 152Z76-218M8.2 2.69 2.42 3.62 1.06 1.61 0.91 -0.53 1.40 152Z76-254M9.3 3.09 2.41 4.08 1.20 1.60 0.91 -0.53 1.60 152Z76-290M

10.3 3.45 2.40 4.53 1.33 1.59 0.90 -0.53 1.79 152Z76-326M9.4 1.93 3.17 2.15 0.62 1.52 0.95 -0.37 0.93 203Z76-144M

11.6 2.54 3.16 2.65 0.77 1.51 0.95 -0.37 1.16 203Z76-181M13.8 3.30 3.15 3.14 0.92 1.50 0.95 -0.37 1.39 203Z76-218M16.0 3.93 3.15 3.62 1.06 1.50 0.94 -0.37 1.61 203Z76-254M18.1 4.53 3.14 4.08 1.20 1.49 0.94 -0.37 1.84 203Z76-290M20.2 5.05 3.13 4.53 1.33 1.48 0.93 -0.37 2.06 203Z76-326M15.3 2.91 3.51 2.65 0.77 1.46 0.95 -0.32 1.24 229Z76-181M18.2 3.79 3.51 3.14 0.92 1.46 0.95 -0.32 1.48 229Z76-218M21.1 4.60 3.50 3.62 1.06 1.45 0.94 -0.32 1.72 229Z76-254M23.9 5.31 3.49 4.08 1.20 1.44 0.94 -0.32 1.96 229Z76-290M26.7 5.92 3.48 4.53 1.33 1.44 0.93 -0.31 2.20 229Z76-326M19.6 3.28 3.86 2.65 0.77 1.42 0.95 -0.28 1.31 254Z76-181M23.3 4.28 3.85 3.14 0.92 1.42 0.95 -0.27 1.57 254Z76-218M27.0 5.23 3.85 3.62 1.06 1.41 0.94 -0.27 1.82 254Z76-254M30.6 6.12 3.84 4.08 1.20 1.40 0.94 -0.27 2.08 254Z76-290M34.2 6.84 3.83 4.53 1.33 1.39 0.93 -0.27 2.33 254Z76-326M30.1 4.03 4.54 2.65 0.77 1.35 0.94 -0.21 1.46 305Z76-181M35.9 5.28 4.53 3.14 0.92 1.34 0.93 -0.21 1.75 305Z76-218M41.6 6.48 4.52 3.62 1.06 1.33 0.93 -0.21 2.03 305Z76-254M47.3 7.67 4.52 4.08 1.20 1.33 0.92 -0.21 2.32 305Z76-290M52.9 8.75 4.51 4.53 1.33 1.32 0.92 -0.21 2.60 305Z76-326M43.6 4.72 5.20 2.65 0.77 1.28 0.92 -0.17 1.61 356Z76-181M52.1 6.24 5.19 3.14 0.92 1.28 0.92 -0.17 1.93 356Z76-218M60.4 7.72 5.19 3.62 1.06 1.27 0.91 -0.17 2.24 356Z76-254M68.6 9.20 5.18 4.08 1.20 1.26 0.91 -0.17 2.56 356Z76-290M76.7 10.55 5.17 4.53 1.33 1.26 0.90 -0.17 2.87 356Z76-326M

Z SECTIONS

34

Fy = specified minimum yield strength= 50 ksi

Mre = factored moment resistance (kip•ft.)Mu = factored moment resistance

considering lateral buckling (kip•ft.)Lu = maximum laterally unsupported

length for which a member candevelop Mr (ft.)

Vr = factored shear resistance (kip)Pr = factored bearing resistance (kip)

for a 4 inch bearing

The tables on the following pages list Mr,the factored bending moment resistancefor Canam Z sections, as well as Lu, the maximum laterally unsupportedlength without lateral support in torsionand buckling for which this moment is valid.

The maximum shear resistance, Vr, is listed for each section. Mu is the maximum factored bending moment thatthe section can resist at the specified laterally unsupported length (Lu). The maximum factored bearing resistance, Pr, is given for a bearinglength of 4 inches.


SELECTION TABLE FOR FACTORED LOADS – IMPERIAL

SECTIONS

No.New Former


1 600Z300-57 Z6x3.0 3.50 1.34 4.9 5.222 600Z300-71 Z6x3.6 6.06 2.03 4.9 6.623 600Z300-86 Z6x4.3 8.71 2.85 5.1 8.174 600Z300-100 Z6x5.1 11.13 3.78 5.7 9.635 600Z300-114 Z6x5.8 12.63 4.83 6.0 11.066 600Z300-128 Z6x6.5 14.11 6.00 6.0 12.347 800Z300-57 Z8x3.4 2.75 1.29 4.8 7.678 800Z300-71 Z8x4.2 5.39 1.96 4.8 9.709 800Z300-86 Z8x4.9 9.29 2.76 5.0 11.9410 800Z300-100 Z8x5.9 12.64 3.68 5.5 14.0611 800Z300-114 Z8x6.7 16.49 4.71 5.8 16.1612 800Z300-128 Z8x7.5 20.59 5.85 5.8 18.0613 900Z300-71 Z9x4.4 4.49 1.93 4.7 11.3914 900Z300-86 Z9x5.2 7.78 2.72 4.9 13.9815 900Z300-100 Z9x6.2 11.92 3.63 5.4 16.4716 900Z300-114 Z9x7.1 15.55 4.65 5.7 18.9217 900Z300-128 Z9x8.0 19.67 5.78 5.7 21.1618 1000Z300-71 Z10x4.6 4.13 1.90 4.6 13.1719 1000Z300-86 Z10x5.5 7.15 2.68 4.9 16.1420 1000Z300-100 Z10x6.6 11.38 3.58 5.3 19.0022 1000Z300-114 Z10x7.5 15.96 4.60 5.6 21.8322 1000Z300-128 Z10x8.4 20.18 5.72 5.6 24.4223 1200Z300-71 Z12x5.2 3.54 1.85 4.5 15.8524 1200Z300-86 Z12x6.2 6.13 2.61 4.8 20.7825 1200Z300-100 Z12x7.3 9.76 3.50 5.2 24.4426 1200Z300-114 Z12x8.3 14.59 4.50 5.5 28.0727 1200Z300-128 Z12x9.4 20.82 5.60 5.5 31.4328 1400Z300-71 Z14x5.7 3.09 1.80 4.4 17.2129 1400Z300-86 Z14x6.8 5.36 2.55 4.4 22.5730 1400Z300-100 Z14x8.0 8.52 3.42 4.4 28.5231 1400Z300-114 Z14x9.1 12.75 4.41 4.8 33.7432 1400Z300-128 Z14x10.3 18.19 5.50 5.1 38.29

Z SECTIONS

35


5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 16.0 18.0 20.0 22.0 24.0 (metric)

5.20 4.95 4.65 4.30 3.91 3.48 2.99 2.52 2.16 1.87 1.64 1.45 1.16 0.95 0.80 0.68 152Z76-144M6.59 6.26 5.87 5.43 4.93 4.37 3.77 3.19 2.74 2.38 2.09 1.85 1.49 1.24 1.04 0.90 152Z76-181M8.17 7.80 7.32 6.77 6.16 5.48 4.75 4.04 3.48 3.03 2.67 2.38 1.93 1.60 1.36 1.18 152Z76-218M9.63 9.46 8.88 8.23 7.50 6.70 5.84 4.99 4.31 3.77 3.33 2.98 2.43 2.04 1.74 1.52 152Z76-254M

11.06 11.06 10.40 9.65 8.81 7.91 6.93 5.95 5.16 4.53 4.02 3.60 2.96 2.50 2.16 1.89 152Z76-290M12.34 12.34 11.64 10.82 9.91 8.93 7.88 6.81 5.92 5.22 4.65 4.18 3.46 2.94 2.55 2.25 152Z76-326M7.59 7.19 6.72 6.18 5.56 4.87 4.11 3.47 2.96 2.56 2.24 1.98 1.58 1.29 1.07 0.91 203Z76-144M9.59 9.08 8.47 7.77 6.97 6.10 5.14 4.34 3.72 3.22 2.82 2.49 2.00 1.64 1.37 1.17 203Z76-181M

11.91 11.27 10.51 9.64 8.67 7.59 6.42 5.43 4.66 4.04 3.55 3.14 2.53 2.09 1.76 1.51 203Z76-218M14.06 13.63 12.72 11.68 10.51 9.22 7.83 6.63 5.70 4.96 4.37 3.88 3.14 2.60 2.21 1.90 203Z76-254M16.16 15.95 14.89 13.68 12.33 10.85 9.24 7.85 6.77 5.91 5.21 4.64 3.77 3.15 2.68 2.33 203Z76-290M18.06 17.86 16.67 15.34 13.84 12.21 10.46 8.90 7.70 6.73 5.96 5.32 4.35 3.65 3.13 2.73 203Z76-326M11.22 10.60 9.87 9.02 8.06 6.99 5.86 4.94 4.23 3.66 3.20 2.83 2.26 1.85 1.55 1.32 229Z76-181M13.92 13.13 12.22 11.17 9.99 8.67 7.28 6.15 5.27 4.57 4.01 3.55 2.85 2.34 1.97 1.68 229Z76-218M16.47 15.88 14.77 13.51 12.09 10.52 8.85 7.49 6.43 5.59 4.91 4.35 3.51 2.90 2.45 2.11 229Z76-254M18.92 18.57 17.28 15.81 14.17 12.35 10.42 8.84 7.60 6.62 5.83 5.18 4.20 3.49 2.96 2.56 229Z76-290M21.16 20.80 19.36 17.72 15.90 13.90 11.76 10.00 8.62 7.53 6.65 5.92 4.82 4.02 3.43 2.98 229Z76-326M12.93 12.20 11.32 10.31 9.17 7.90 6.59 5.55 4.75 4.11 3.59 3.17 2.53 2.07 1.73 1.47 254Z76-181M16.02 15.09 14.00 12.75 11.34 9.78 8.16 6.89 5.90 5.11 4.48 3.96 3.17 2.60 2.18 1.90 254Z76-218M19.00 18.22 16.90 15.40 13.70 11.83 9.89 8.36 7.17 6.23 5.46 4.84 3.89 3.21 2.70 2.31 254Z76-254M21.83 21.31 19.77 18.02 16.05 13.87 11.63 9.84 8.46 7.36 6.47 5.74 4.63 3.84 3.25 2.80 254Z76-290M24.42 23.86 22.14 20.19 18.00 15.59 13.10 11.11 9.57 8.34 7.35 6.54 5.30 4.41 3.75 3.24 254Z76-326M15.49 14.62 13.57 12.35 10.94 9.29 7.70 6.48 5.54 4.79 4.18 3.69 2.93 2.39 1.99 1.69 305Z76-181M20.52 19.26 17.77 16.07 14.15 12.02 9.97 8.40 7.19 6.22 5.44 4.80 3.83 3.14 2.62 2.27 305Z76-218M24.44 23.19 21.40 19.35 17.04 14.47 12.02 10.15 8.69 7.53 6.60 5.83 4.67 3.83 3.22 2.75 305Z76-254M28.08 27.10 25.00 22.61 19.91 16.93 14.07 11.90 10.20 8.85 7.77 6.88 5.53 4.56 3.84 3.29 305Z76-290M31.43 30.36 28.01 25.33 22.32 18.99 15.82 13.39 11.50 10.00 8.79 7.80 6.29 5.20 4.40 3.79 305Z76-326M16.69 15.65 14.41 12.96 11.31 9.48 7.86 6.63 5.67 4.91 4.30 3.79 3.02 2.46 2.05 1.73 356Z76-181M21.85 20.45 18.79 16.89 14.74 12.34 10.25 8.65 7.40 6.41 5.61 4.95 3.94 3.22 2.68 2.33 356Z76-218M27.59 25.81 23.71 21.30 18.57 15.55 12.91 10.90 9.33 8.08 7.07 6.24 4.99 4.08 3.42 2.91 356Z76-254M33.43 31.26 28.70 25.77 22.46 18.80 15.62 13.18 11.29 9.79 8.57 7.58 6.07 4.99 4.19 3.58 356Z76-290M38.30 35.93 32.98 29.60 25.80 21.58 17.93 15.16 13.00 11.28 9.90 8.77 7.05 5.81 4.89 4.19 356Z76-326M

Example: Single span of 25 ft., spacing of 5 ft.:

external pressure + internal suction (8.0 + 6.6) = 14.6 psfexternal suction + internal pressure (5.9 + 6.6) = 12.5 psf

Use two X bracings to prevent the section from buckling and torsion at a third of the span and hold the girt line straight; metal siding on outside flange attached every 12 inches c/c.

Pressure wf = 1.4 x 14.6 psf x 5.0 ft. = 102 plfSuction wf = 1.4 x 12.5 psf x 5.0 ft. = 88 plfMf

+ = 0.102 kip/ft. x (25 ft.)2 / 8 = 8.0 kip•ft.Mf

- = 0.088 kip/ft. x (25 ft.)2 / 8 = 6.9 kip•ft.Vf = 0.102 kip/ft. x 25 ft./2 = 1.28 kipImin (deflection < span / 180) = 180 x 5 x 0.073 kip/ft. x (25 ft.)3 x 144

384 x 29,500 ksi= 13.0 in.4


800Z300-86 Ix = 13.8 in.4900Z300-71 Ix = 15.3 in.41000Z300-71 Ix = 19.6 in.4

The table also indicates that the strength of these threeprofiles:Mu with 8 ft. 4 in. of unsupported compression flange > Mf

+

Mu with 8 ft. 4 in. of unsupported compression flange > Mf-

The X bracings must be connected to the section according to standard S136-07 as described in the section entitledLateral Stability of Purlins (see pages 7-12).

Vr > Vf

Pr > Vf


STANDARD FEATURES OF C AND Z SECTIONS

36

32 mm (1 1/4 in.)to

38 mm (1 1/2 in.)

32 mm (1 1/4 in.)to

38 mm (1 1/2 in.)

76 mm (3 in.)

102 mm (4 in.)

==

==21 mm holes (13/16 in.) Ø

14 mm x 19 mm holes(9/16 in. x 3/4 in.)

14 mm x 19 mm holes(9/16 in. x 3/4 in.)

76 mm (3 in.)

76 mm (3 in.)

==

76 mm (3 in.)

14 mm holes (9/16 in.)21 mm holes (13/16 in.)

CLD. C.

G108

W W

800S275-71

800S275-71G108

EL:

EL:

EL:

EL:

The plant fabrication mark is found on the same extremity as thatindicated on the shop drawing.

ASSEMBLY HOLES

SAG ROD HOLES

FABRICATION MARKS

STANDARD FEATURES OF C AND Z SECTIONS

37

562 mm(22 1/8 in.)

38 mm(1 1/2 in.)

102 mm(4 in.)

102

mm

(4 in

.)=

==

=

38 mm(1 1/2 in.)

Overlapping joints for sections > 210 mm (8 1/4 in.)

Overlapping joints for sections < 210 mm (8 1/4 in.)

562 mm(22 1/8 in.)

76 m

m(3

in.)

76 m

m(3

in.)

562 mm(22 1/8 in.)

38 mm(1 1/2 in.)

102 mm(4 in.)

38 mm(1 1/2 in.)

562 mm(22 1/8 in.)

plant or jobsite

plant or jobsite

OVERLAPPING Z SECTIONS

CONNECTION DETAILS AND ACCESSORIES

38

INTERIOR GIRT TO COLUMN CONNECTION DETAILS

INTERIOR GIRT TO CORNER COLUMN CONNECTION DETAILS


39

EXTERIOR GIRT TO CORNER COLUMN CONNECTION DETAILS


40

3D VIEW OF BUILDING CORNER

TYPICAL DETAILS

Cut (mm)

A1011 Gr 50 Steel

4444

51

102

76 4444 76

51

10223 23

51

7657 57

51

7636 36

51

LG_ LG_

LG_LG_

LG_LG_

METRIC

Mark Description (mm) Length (mm) Holes (mm) C/C (mm)

LG 6.9.3 L76x51x3.0 148 14 76 LG 6.13.3 L76x51x3.0 148 21 76

LG 6.9.4 L76x51x3.0 148 14 102

LG 8.9.3 L76x51x3.0 190 14 76 LG 8.13.3 L76x51x3.0 190 21 76

LG 8.9.4 L76x51x3.0 190 14 102 LG 8.13.4 L76x51x3.0 190 21 102

LG 10.9 L76x51x3.0 240 14 76 LG 10.13 L76x51x3.0 240 21 76

TYPICAL DETAILS

Cut (in.)

A1011 Gr 50 Steel

1 3/41 3/4

2

4

3 1 3/41 3/4 3

2

415/16 15/16

2

32 1/4 2 1/4

2

31 7/16 1 7/16

2

IMPERIAL

Mark Description (in.) Length (in.) Holes (in.) C/C (in.)

LG 6.9.3 L3x2x0.12 5 7/8 9/16 3 LG 6.13.3 L3x2x0.12 5 7/8 13/16 3

LG 6.9.4 L3x2x0.12 5 7/8 9/16 4

LG 8.9.3 L3x2x0.12 7 1/2 9/16 3 LG 8.13.3 L3x2x0.12 7 1/2 13/16 3

LG 8.9.4 L3x2x0.12 7 1/2 9/16 4 LG 8.13.4 L3x2x0.12 7 1/2 13/16 4

LG 10.9 L3x2x0.12 9 1/2 9/16 3 LG 10.13 L3x2x0.12 9 1/2 13/16 3


41

FRAME ATTACHMENT ANGLES


42

LC_

LC_

LC_

Mark Description (in.) Length (ft.)

LC 4.35 L4x3,5x0.09 20

LC 3.30 L3x3x0.09 20

LC 3.20 L3x2x0.09 20

Mark Description (mm) Length (mm)

LC 4.35 L102x90x2.3 6,096

LC 3.30 L76x76x2.3 6,096

LC 3.20 L76x51x2.3 6,096

IMPERIAL

METRIC

ANGLE CLOSURES

PURLINS AND GIRTS – APPENDIX 1

43

Date:

Company:

Contact person ohpeleT : ne:

Project n :liamE :ema

Indicate Option 1 or Option 2 and hole preferences

You can download this form on the Canam-Buildings website at canam-construction.com/en/tools.Please return the completed form either by fax to 450-641-8769 or by email to [email protected]

Option 1 Option 2

38 mm (1 1/2 in.) 76 mm (3 in.)

76 mm (3 in.)

102 mm (4 in.)

Dimensions A and B

Length

SAG ROD HOLES

==

==

==

21 mm holes (13/16 in.) ø

14 mm holes x 19 mm (9/16 in. x 3/4 in.)

14 mm holes x 19 mm (9/16 in. x 3/4 in.)

76 mm (3 in.)76 mm (3 in.)

38 mm (1 1/2 in.)

NOMENCLATURE QUANTITY

TOTAL CUT LENGTH DIMENSION A DIMENSION B

mm ro .ni m ro .tf mm ro .ni m ro .tf mm ro .ni m ro .tf

Primer: None Grey Galvanized

CUTTING LIST (ORDER FORM) – DRAWINGS SUPPLIED BY THE CUSTOMER




44

""

""

G150 G200 G230 G250 G300 G350 (G6) (G8) (G9) (G10) (G12) (G14)

Z150 Z200 Z230 Z250 Z300 Z350 (Z6) (Z8) (Z9) (Z10) (Z12) (Z14)

G230 G250 G300 G350 (G9) (G10) (G12) (G14)

Z230 Z250 Z300 Z350 (Z9) (Z10) (Z12) (Z14)

102 mm(4 in.)

76 mm (3 in.)

32 mm (1 1/4 in.)to

38 mm (1 1/2 in.)

32 mm (1 1/4 in.)to

38 mm (1 1/2 in.)

=76 mm(3 in.)

76 mm(3 in.)

=

PRIMER: None

Grey

Red

76 mm (3 in.)

See equal qtyof spaces

Qty = _____ - (0 mm to 4,575 mm) 0 ft. to 15 ft. - 0 in.

sag rods

_____ - (4,575 mm to 6,100 mm) 15 ft. to 20 ft. - 0 in.

_____ - (6,100 mm to 7,620 mm) 20 ft. to 25 ft. - 0 in.

_____ - (7,620 mm to 9,150 mm) 25 ft. to 30 ft. - 0 in.

_____ - (9,150 mm and over) 30 ft. and over

SAG ROD HOLES

14 mm holes (9/16 in.)

21 mm holes (13/16 in.)

GIRT LINE: __________ (exterior side)

TYPICAL END CONNECTION

POSITION OF BRACING:

In the axis

Facing interior column

Facing exterior column

Other: ________________________________

Angles and bolts(supplied by Canam)

Slot Holes Slot with fastener

BRACING CLEARANCE




14 mm X 19 mm holes (9/16 in.) (3/4 in.)

14 mm X 19 mm holes (9/16 in.) (3/4 in.)




14 mm X 19 mm holes (9/16 in.) (3/4 in.)

14 mm X 19 mm holes (9/16 in.) (3/4 in.)

A X IS

Date:

Company:

Contact person ohpeleT : ne:

Project n :liamE :ema

You can download this form on the Canam-Buildings website at canam-construction.com/en/tools.Please return the completed form either by fax to 450-641-8769 or by email to [email protected]

NOTES: - The purlin and girt extremities will be cut at a 90° angle (blown insulation excluded on columns). - For connections other than those presented above, please contact Canam Canada. - Unless specified otherwise, bolts are not supplied by Canam Canada.

FABRICATION DETAILS (ORDER FORM) – DRAWINGS SUPPLIED BY CANAM-BUILDINGS

45


____

TYPICAL DETAILS Angle(not supplied by Canam)

38 mm(1 1/2 in.)

❑ 14 mm x 19 mm holes (9/16 in. x 3/4 in.)

❑ 21 mm holes (13/16 in.)


❑ 21 mm holes (13/16 in.)

❑ 14 mm holes (9/16 in.)

❑ 21 mm holes (13/16 in.)

❑ 0 mm (0 in.)

❑ 12 mm (1/2 in.)

❑ 25 mm (1 in.)

❑ 14 mm holes (9/16 in.)

❑ 21 mm holes (13/16 in.)


❑ 21 mm holes (13/16 in.)

51 mm(2 in.)

51 mm(2 in.) 51 mm

(2 in.)

51 mm(2 in.)

Angle(supplied by Canam)


Anchors(not supplied by Canam)


Angle and plate(supplied by Canam)

12 mm (1/2 in.)

12 mm(1/2 in.)

32 mm to 38 mm (1 1/4 in.) (1 1/2 in.)

GIRT TO COLUMN CONNECTION DETAILS

GOSL = _____

W -

W -

HSS -

OR

Girt orC section

W-beam

BUSINESS UNITS AND WEB ADDRESSES

46

PUBLICATIONS CONTACT OUR EXPERTS

JOISTS

STEEL DECK

STEEL DECK DIAPHRAGM

SPECIFICATION GUIDE (JOIST GIRDERS)

PURLINS AND GIRTS

JOISTS: www.canam-steeljoist.ws/contactus-joist

JOIST GIRDERS: www.canam-steeljoist.ws/contactus-girder

STEEL DECK: www.canam-steeljoist.ws/contactus-steeldeck

COLD-FORMED PRODUCTS: www.canam-steeljoist.ws/contactus-coldformed

ENGINEERING SERVICES: www.canam-steeljoist.ws/contactus-engineering

Discover our interactive engineering tools at www.canam.ws/tools

www.canam.ws www.canam.ws

www.canamgroup.ws

www.canaminternational.ws www.fabsouthllc.com

www.hambro.ws www.structal.ws www.structalbridges.ws www.intelibuild.com

PLANTS AND SALES OFFICES ADDRESSES

47

Canam Group Inc.www.canamgroup.ws

QuebecHead Office11535, 1re Avenue, bureau 500Saint-Georges (Québec) G5Y 7H5Telephone: 418-228-8031Toll-free: 1-877-499-6049Fax: 418-228-1750

Administrative Center 270, chemin Du TremblayBoucherville (Québec) J4B 5X9Telephone: 450-641-4000Toll-free: 1-866-506-4000Fax: 450-641-4001

Canam Steel Corporationwww.canam.ws

MarylandHead Office4010 Clay Street, PO Box 285Point of Rocks, Maryland21777-0285Telephone: 301-874-5141Toll-free: 1-800-638-4293Fax: 301-874-5685

Canam Canadawww.canam.ws

AlbertaPlant and Sales Office – BCS, SJI323 - 53rd Avenue South EastCalgary, Alberta T2H 0N2Telephone: 403-252-7591Toll-free: 1-866-203-2001Fax: 403-253-7708

British ColumbiaSales Office95 Schooner StreetCoquitlam, British ColumbiaV3K 7A8Telephone: 403-252-7591Toll-free: 1-866-203-2001Fax: 604-523-2181

New BrunswickSales Office95 Foundry StreetHeritage Court, Suite 417Moncton, New Brunswick E1C 5H7Telephone: 506-857-3164Toll-free: 1-800-210-7833Fax: 506-857-3253

OntarioPlant and Sales Office – BCS, SJI1739 Drew RoadMississauga, Ontario L5S 1J5Telephone: 905-671-3460Toll-free: 1-800-446-8897Fax: 905-671-3924

QuebecManagement11505, 1re Avenue, bureau 500Saint-Georges (Québec) G5Y 7X3Telephone: 418-228-8031Toll-free: 1-877-499-6049Fax: 418-227-5424

Plant – ISO 9001:2000, BCS, SJI, AISC, ICCA115, boulevard Canam NordSaint-Gédéon-de-Beauce (Québec) G0M 1T0Telephone: 418-582-3331Toll-free: 1-888-849-5910Fax: 418-582-3381

Plant and Sales Office – ISO 9001:2000, BCS, ICCA200, boulevard IndustrielBoucherville (Québec) J4B 2X4Telephone: 450-641-8770Toll-free: 1-800-463-1582Fax: 450-641-8769

Sales Office270, chemin Du TremblayBoucherville (Québec) J4B 5X9Telephone: 450-641-4000Toll-free: 1-866-466-8769Fax: 450-641-9585

Canam United Stateswww.canam.ws

FloridaPlant and Sales Office – AISC, SJI140 South Ellis RoadJacksonville, Florida 32254Telephone: 904-781-0898Toll-free: 1-888-781-0898Fax: 904-781-4090

IllinoisPlant and Sales Office – SDI9 Unytite DrivePeru, Illinois 61354Telephone: 815-224-9588Fax: 815-224-9590

MarylandManagement and Plant – AISC, SJI4010 Clay Street, PO Box 285Point of Rocks, Maryland 21777-0285Telephone: 301-874-5141Toll-free: 1-800-638-4293Fax: 301-874-5685

MassachusettsSales Office50 Eastman StreetEaston, Massachusetts 02334-1245Telephone: 508-238-4500Fax: 508-238-8253

MississippiSales Office4925 24th PlaceMeridian, Mississippi 39305Telephone: 601-483-3345Fax: 601-483-3070

MissouriPlant and Sales Office – AISC, SJI2000 West Main StreetWashington, Missouri 63090-1008Telephone: 636-239-6716Fax: 636-239-4135

New JerseyPlant and Sales Office – SDI14 Harmich RoadSouth Plainfield, New Jersey 07080Telephone: 908-561-3484Toll-free: 1-800-631-1215Fax: 908-561-6772

PennsylvaniaSales Office1401 North Cedar Crest Boulevard, Suite 150Allentown, Pennsylvania 18104Telephone: 610-432-1600Fax: 610-432-6900

WashingtonPlant and Sales Office – AISC, SJI, ICC2002 Morgan RoadSunnyside, Washington 98944Telephone: 509-837-7008Toll-free: 1-800-359-7308Fax: 509-839-0383

Sales Office240 North West Gilman Boulevard Suite GIssaquah, Washington 98027Telephone: 425-392-2935Fax: 425-392-3149

NOTES

48

49

NOTES

NOTES

50

Better Building Solutions

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