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Purlins and Girts

A division of Canam Group

TABLE OF CONTENTS

OUR SOLUTIONS AND SERVICES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Cautionary statement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Advantages . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . High-performance steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Tolerances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Complete fabrication services . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 6 6 6 6 6

LATERAL STABILITY OF PURLINS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Through-fastened roof . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Standing seam roof . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Definition of discrete bracing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Anchorage of purlin bracing (anti-roll safeguard) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Plan view of purlin bracing locations per bay . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Sample calculations ­ Metric . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 Loads on discrete bracing lines ­ Metric . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 Table 1 ­ Z sections on a 2/12 roof pitch . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 Table 2 ­ Z sections on a 4/12 roof pitch . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 Table 3 ­ C sections on a 2/12 roof pitch . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15 Table 4 ­ C sections on a 4/12 roof pitch . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16 C SECTIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . New nomenclature . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Properties ­ Metric . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Selection table for factored loads ­ Metric . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Properties ­ Imperial . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Selection table for factored loads ­ Imperial . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Fabrication tolerance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Z SECTIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . New nomenclature . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Properties ­ Metric . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Selection table for factored loads ­ Metric . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Properties ­ Imperial . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Selection table for factored loads ­ Imperial . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . STANDARD FEATURES OF C AND Z SECTIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Assembly holes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Sag rod holes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Fabrication marks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Overlapping Z sections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . CONNECTION DETAILS AND ACCESSORIES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Interior girt to column connection details . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Interior girt to corner column connection details . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Exterior girt to corner column connection details . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3D view of building corner column . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Frame attachment angles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Angle closures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . APPENDIX 1 ­ Cutting list (order form) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . APPENDIX 2 ­ Fabrication details (order form) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . BUSINESS UNITS AND WEB ADDRESSES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . PLANTS AND SALES OFFICES ADDRESSES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Canam is a trademark of Canam Group Inc.

17 17 18 20 22 24 26 27 27 28 30 32 34 36 36 36 36 37 38 38 38 39 40 41 42 43 44 46 47

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4

OUR SOLUTIONS AND SERVICES

Canam Canada specializes in the fabrication of steel joists, joist girders, steel deck, and purlins and girts used in the construction of commercial, industrial, and institutional buildings. We offer customers value-added engineering and drafting support, architectural flexibility, and customized solutions and service. Canam Canada is one of the largest steel joist fabricators in North America. Because product quality, job site management and timelines are critical to the execution of any project, big or small, our reliability makes life easier for our customers. From design to delivery, our products stand out in terms of their exceptional quality. It should therefore come as no surprise that, thanks to our cutting-edge equipment, skilled employees and top-quality products, Canam Canada always delivers on its promises. Whatever the nature or scope of your project, we will meet your requirements and comply with all building codes applicable in your area. At Canam Canada, we know that, for our customers, time is money. This is why we have developed a rigorous job site management process to ensure that deadlines are met, period. To further streamline this process, our fleet of trucks stands ready to assure on-time delivery, regardless of the location.

CAUTIONARY

STATEMENT

Although every effort was made to ensure that all data contained in this catalog is factual and that the numerical values are accurate to a degree consistent with current cold-formed steel design practices, Canam Canada does not assume any responsibility whatsoever for errors or oversights that may result from the use of the information contained herein. Anyone making use of the contents of this catalog assumes all liability arising from such use. All comments and suggestions for improvements to this publication are appreciated and will receive full consideration in future editions.

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INTRODUCTION

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).

ADVANTAGES

Our automated equipment eliminates waste by cutting sections to exact length, which results in substantial cost savings for our customers. We can also manufacture sections according to your shop drawings. Canam Canada can equally apply a coat of red or grey primer to cold-formed sections according to the specifications of CPMA Standard 1-73A. This service is offered at a competitive price.

TOLERANCES

The fabrication tolerances of all Canam Canada coldformed C and Z sections comply with those specified in the ACNOR CAN/CSA-A660-M04 standard for the Certification of Manufacturers of Steel Building Systems. Material thickness tolerances comply with standard ACNOR CAN/CSA-S136-M07.

COMPLETE

FABRICATION SERVICES

HIGH-PERFORMANCE

STEEL

All purlins and girts are cold-formed from high-strength steel in order to minimize weight while maximizing capacity. The steel used to fabricate such members complies with the requirements of ASTM Standard A1011 HSLAS Grade 50.

In addition to our standard cut-to-length, punching and painting services, Canam Canada is now pleased to offer customers a turnkey fabrication solution for purlins and girts. The installation of connections and punching is performed at our plant according to your shop drawings. Customers who entrust the fabrication of their purlins and girts to Canam Canada benefit from multiple advantages: · A finished product that is delivered directly to the job site · Time savings (no changes or deliveries to the customer's facility) · 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 additional information, please contact one of our sales representatives.

DESIGN

The capacity of all Canam Canada cold-formed C and Z sections complies with the requirements of the CAN/CSAS136-M07 North American Specification for the Design of Cold Formed Steel Structural Members with a material grade of 345 MPa (50 ksi).

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LATERAL STABILITY OF PURLINS

THROUGH-FASTENED

ROOF

DEFINITION

OF DISCRETE BRACING

The use of a through-fastened roof does not preclude the need for proper purlin bracing. The roof structure can provide lateral stability but supplies no torsional stability whatsoever for Z or C sections. Discrete bracing should therefore be incorporated in the design phase in order to control torsional­flexural buckling.

A discrete brace can take a multitude of different forms as seen in the figures below. All of these types of bracing are discrete because the movement is controlled only at the particular brace point (Galambos 1998). The required bracing force and stiffness for this type of brace is dependant upon the number of braces provided

STANDING

SEAM ROOF

The use of a standing seam roof does not preclude the need for adequate purlin bracing. The roof structure can only provide partial lateral stability and supplies no torsional stability whatsoever for Z or C sections. Discrete bracing should therefore be incorporated in the design phase in order to control torsional­flexural buckling.

EXAMPLES OF LATERAL STABILITY: TYPE 1

Symmetrical about the ridge

Purlin brace Ridge brace

TYPE 2

Symmetrical about the ridge Ridge channel Cope angles at top flange Angle cross brace at eaves

Angle top and bottom (typical)

Fasteners at each purlin (typical)

Eave strut

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LATERAL STABILITY OF PURLINS

TYPE 3

Symmetrical about the ridge Steel deck Channel bracing Eave strut

Ridge channel

C section for discrete bracing Clip angle Purlin 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-plane forces. In certain instances, anti-roll clips may also be necessary.

EXAMPLES:

Purlin Anti-roll clip Structural fastener Purlin Structural fastener Shop weld Anti-roll stiffener Shop weld Purlin Anti-roll U section Structural fastener

Horizontal plate Structural bolts Structural bolts

Horizontal plate Structural bolts

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

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LATERAL STABILITY OF PURLINS

EXAMPLES:

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

Purlin

X purlin brace

A

Single purlin brace (every other span)

A

(1) Fastener Single purlin brace Purlin

Steel deck roof

(1) Fastener X purlin brace

VIEW A-A

PLAN

VIEW OF PURLIN BRACING LOCATIONS PER BAY

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.

Rafter Purlin

Rafter

Purlin

Single purlin brace

Purlin lap

Single purlin brace

Purlin lap

X purlin brace

X purlin brace

0.38 x span

0.24 x span

0.38 x span

=

=

=

=

Span Spacing for two rows

Span Spacing for three rows

Location of purlin bracing on a pitch

2/12

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LATERAL STABILITY OF PURLINS

SAMPLE

CALCULATIONS

­

METRIC

Snow load = 2.4 kPa

Wind p ressure = 0.6 kP a

Dead lo

ad = 1

kPa

8,000 m m 7 space s of 1,1 00 mm

Ridge channel

Z section

Wind (u

plift) =

1.2 kPa

2 12

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 kPa Snow load (sl) = 2.4 kPa Gross 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) wn sl = sl [cos (a)]2 wn wp = wp wn wu = wu

Spacing Spacing Spacing Spacing

= = = =

1.09 2.57 0.66 1.32

kN/m kN/m kN/m kN/m

}

}

wt 0.4 wn wp 1.4 wn wp total wn total wt = = = =

wn

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

STEP 2: LOAD

COMBINATIONS ACCORDING TO THE

2005 NATIONAL BUILDING CODE

5.48 3.57 5.48 0.33 ­ 0.87 kN/m kN/m kN/m kN/m kN/m control

Gravity: the greater of:

1.25 wn dl + 1.25 wn dl +

1.5 wn sl + 0.5 wn sl +

Uplift:

0.90 wn dl ­

1.4 wn wu =

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LATERAL STABILITY OF PURLINS

STEP 3: CALCULATION

Single span:

OF LOADS ACCORDING TO WT AND WN

Mf x = Mf y =

total wn Lx2 / 8 = total wt Lt2 / 8 =

24.66 0.37

kN·m 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 kN Mf uplift = uplift Lx2 / 8 = ­ 3.92 kN·m

STEP 4: PRELIMINARY

Choice:

CHOICE OF A SECTION

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

Assumption: the roof deck only partially maintains the compression flange on the Z section with a standing seam 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·m Mrx = 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 equations Mfx / 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) = Note: local lateral restraints can be used for uplift. Mf uplift / Mr uplift = 0.15 <= 1

26.5 kN·m

ACCEPTABLE

Calculation of shear (worst case scenario is shear near the support) Vr = Value of the Canam table (Vr) = Vf / Vr = 0.18 <= 1 Calculation of web crippling with 100 mm of bearing Pr = Value of the Canam table (Pr) = Pr reduced because of the pitch = Pr [sin (90­a)]2 = Vf / Pr reduced = 0.68 <= 1

92.90 kN ACCEPTABLE

24.80 24.13

kN kN

ACCEPTABLE Reinforcement between the bearing and the support in the section's web is therefore not 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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LATERAL STABILITY OF PURLINS

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 a bracing 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·mm Where: 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 this stage: 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 mm long 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, the second 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 in the 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 the tables in the present catalog are used.

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LATERAL STABILITY OF PURLINS

LOADS

TABLE 1 Z SECTIONS ON A 2/12 ROOF PITCH AND DISCRETE BRACING LOAD COEFFICIENTS (Pn)

Span

Number of discrete bracing

ON DISCRETE BRACING LINES

­

METRIC

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 3 0.026 0.012 0.002 0.016 0.029 0.043 0.157 0.149 0.141 0.134 0.126 0.119 0.185 0.179 0.173 0.167 0.161 0.210 0.205 0.200 0.196 0.191 0.242 0.239 0.236 0.232 0.228 0.261 0.259 0.256 0.254 0.251 0.032 0.022 0.013 0.003 0.007 0.016 0.101 0.096 0.090 0.085 0.079 0.074 0.115 0.110 0.106 0.102 0.098 0.128 0.125 0.121 0.118 0.114 0.146 0.143 0.141 0.138 0.136 0.156 0.154 0.152 0.150 0.149 0.130 0.151 0.171 0.192 0.212 0.233 0.146 0.135 0.124 0.113 0.101 0.090 0.210 0.201 0.192 0.183 0.174 0.262 0.255 0.248 0.241 0.234 0.329 0.324 0.319 0.314 0.309 0.367 0.364 0.360 0.357 0.353 0.034 0.049 0.063 0.078 0.092 0.106 0.108 0.100 0.092 0.103 0.076 0.068 0.139 0.133 0.127 0.120 0.114 0.166 0.161 0.156 0.151 0.146 0.201 0.198 0.194 0.191 0.187 0.221 0.219 0.216 0.214 0.211 0.399 0.426 0.453 0.480 0.507 0.534 0.077 0.062 0.048 0.033 0.018 0.003 0.190 0.178 0.167 0.155 0.143 0.279 0.270 0.260 0.251 0.242 0.392 0.379 0.379 0.373 0.367 0.458 0.453 0.449 0.444 0.439 0.156 0.174 0.194 0.213 0.232 0.251 0.087 0.076 0.066 0.055 0.044 0.034 0.141 0.133 0.125 0.117 0.109 0.188 0.181 0.174 0.167 0.161 0.246 0.241 0.237 0.232 0.227 0.280 0.276 0.273 0.270 0.266 0.117 0.131 0.145 0.160 0.174 0.188 0.065 0.057 0.049 0.041 0.033 0.026 0.106 0.100 0.094 0.088 0.081 0.141 0.136 0.132 0.126 0.121 0.184 0.181 0.177 0.174 0.171 0.210 0.207 0.205 0.202 0.200 0.266 0.289 0.311 0.333 0.355 0.377 0.056 0.044 0.032 0.020 0.008 0.004 0.131 0.121 0.112 0.103 0.093 0.192 0.184 0.177 0.169 0.161 0.269 0.264 0.259 0.253 0.248 0.314 0.310 0.307 0.303 0.299 0.200 0.217 0.233 0.250 0.266 0.283 0.042 0.033 0.024 0.015 0.006 0.003 0.099 0.091 0.084 0.077 0.070 0.144 0.138 0.133 0.127 0.121 0.202 0.198 0.194 0.190 0.186 0.236 0.233 0.230 0.227 0.224

Material 152Z76-144M 152Z76-181M 152Z76-218M 152Z76-254M 152Z76-290M 152Z76-326M 203Z76-144M 203Z76-181M 203Z76-218M 203Z76-254M 203Z76-290M 203Z76-326M 229Z76-181M 229Z76-218M 229Z76-254M 229Z76-290M 229Z76-326M 254Z76-181M 254Z76-218M 254Z76-254M 254Z76-290M 254Z76-326M 305Z76-181M 305Z76-218M 305Z76-254M 305Z76-290M 305Z76-326M 356Z76-181M 356Z76-218M 356Z76-254M 356Z76-290M 356Z76-326M

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 load in kN/m. (See Step 5 of the example on page 12 for more information.)

13

LATERAL STABILITY OF PURLINS

TABLE 2 Z SECTIONS ON A 4/12 ROOF PITCH AND DISCRETE BRACING LOAD COEFFICIENTS (Pn)

Span

Number of discrete bracing

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 3 0.319 0.305 0.292 0.279 0.266 0.253 0.445 0.436 0.430 0.423 0.416 0.408 0.472 0.466 0.460 0.455 0.449 0.496 0.491 0.487 0.482 0.478 0.527 0.524 0.521 0.517 0.514 0.545 0.543 0.540 0.538 0.536 0.204 0.194 0.185 0.176 0.167 0.157 0.270 0.265 0.260 0.254 0.249 0.244 0.283 0.279 0.275 0.271 0.267 0.296 0.293 0.290 0.287 0.283 0.313 0.311 0.309 0.306 0.304 0.323 0.321 0.319 0.318 0.316 0.316 0.296 0.276 0.257 0.237 0.217 0.582 0.571 0.567 0.549 0.539 0.528 0.643 0.634 0.626 0.617 0.609 0.693 0.687 0.680 0.673 0.666 0.757 0.753 0.748 0.743 0.739 0.794 0.791 0.788 0.784 0.781 0.227 0.213 0.199 0.185 0.171 0.157 0.364 0.356 0.348 0.341 0.333 0.325 0.393 0.387 0.381 0.375 0.369 0.420 0.415 0.410 0.405 0.400 0.453 0.450 0.447 0.443 0.440 0.473 0.470 0.468 0.466 0.463 0.204 0.179 0.153 0.126 0.100 0.074 0.662 0.648 0.634 0.620 0.606 0.591 0.771 0.760 0.749 0.737 0.726 0.857 0.848 0.839 0.830 0.821 0.966 0.959 0.953 0.947 0.941 1.029 1.024 1.020 1.015 1.011 0.197 0.179 0.160 0.142 0.123 0.105 0.430 0.419 0.409 0.399 0.389 0.379 0.483 0.474 0.467 0.459 0.451 0.527 0.520 0.514 0.507 0.501 0.583 0.578 0.574 0.570 0.565 0.615 0.612 0.609 0.606 0.603 0.147 0.134 0.120 0.106 0.093 0.079 0.322 0.314 0.307 0.299 0.292 0.284 0.362 0.356 0.350 0.344 0.338 0.395 0.390 0.386 0.381 0.376 0.437 0.434 0.430 0.427 0.424 0.461 0.459 0.457 0.454 0.452 0.148 0.126 0.105 0.084 0.062 0.041 0.458 0.446 0.435 0.423 0.411 0.400 0.530 0.521 0.511 0.503 0.493 0.589 0.581 0.574 0.566 0.559 0.663 0.658 0.653 0.648 0.643 0.706 0.703 0.699 0.695 0.691 0.111 0.095 0.079 0.063 0.047 0.031 0.344 0.335 0.326 0.317 0.309 0.300 0.397 0.391 0.384 0.377 0.370 0.441 0.436 0.430 0.425 0.419 0.497 0.493 0.490 0.486 0.482 0.530 0.527 0.524 0.521 0.519

Material 152Z76-144M 152Z76-181M 152Z76-218M 152Z76-254M 152Z76-290M 152Z76-326M 203Z76-144M 203Z76-181M 203Z76-218M 203Z76-254M 203Z76-290M 203Z76-326M 229Z76-181M 229Z76-218M 229Z76-254M 229Z76-290M 229Z76-326M 254Z76-181M 254Z76-218M 254Z76-254M 254Z76-290M 254Z76-326M 305Z76-181M 305Z76-218M 305Z76-254M 305Z76-290M 305Z76-326M 356Z76-181M 356Z76-218M 356Z76-254M 356Z76-290M 356Z76-326M

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 load in kN/m. (See Step 5 of the example on page 12 for more information.)

14

LATERAL STABILITY OF PURLINS

TABLE 3 C SECTIONS ON A 2/12 ROOF PITCH AND DISCRETE BRACING LOAD COEFFICIENTS (Pn)

Span

Number of discrete bracing

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 3 0.148 0.109 0.070 0.032 0.006 0.044 0.222 0.201 0.181 0.160 0.140 0.120 0.202 0.182 0.162 0.142 0.122 0.240 0.224 0.207 0.191 0.176 0.160 0.251 0.240 0.229 0.219 0.208 0.259 0.251 0.244 0.237 0.069 0.042 0.015 0.011 0.038 0.064 0.121 0.107 0.092 0.078 0.064 0.050 0.107 0.093 0.079 0.065 0.051 0.134 0.123 0.111 0.100 0.089 0.078 0.141 0.134 0.127 0.119 0.112 0.147 0.142 0.137 0.131 0.221 0.163 0.106 0.048 0.009 0.065 0.333 0.301 0.271 0.240 0.210 0.180 0.303 0.273 0.243 0.213 0.183 0.360 0.336 0.311 0.287 0.263 0.240 0.376 0.360 0.344 0.328 0.312 0.389 0.377 0.366 0.355 0.104 0.063 0.023 0.017 0.057 0.097 0.182 0.160 0.139 0.117 0.096 0.075 0.161 0.140 0.119 0.098 0.077 0.201 0.184 0.167 0.150 0.133 0.117 0.212 0.201 0.190 0.179 0.168 0.221 0.213 0.205 0.197 0.296 0.218 0.141 0.064 0.012 0.087 0.443 0.402 0.361 0.321 0.280 0.240 0.404 0.364 0.323 0.283 0.243 0.480 0.447 0.415 0.383 0.351 0.320 0.502 0.480 0.459 0.438 0.417 0.519 0.503 0.488 0.473 0.139 0.084 0.030 0.023 0.076 0.129 0.242 0.213 0.185 0.156 0.128 0.100 0.215 0.187 0.159 0.130 0.102 0.268 0.245 0.223 0.200 0.178 0.156 0.283 0.268 0.253 0.238 0.223 0.295 0.284 0.274 0.263 0.104 0.063 0.022 0.019 0.059 0.096 0.181 0.159 0.137 0.119 0.096 0.075 0.161 0.140 0.119 0.098 0.077 0.201 0.184 0.167 0.150 0.133 0.117 0.212 0.201 0.190 0.179 0.167 0.221 0.213 0.205 0.197 0.162 0.099 0.036 0.027 0.089 0.151 0.283 0.249 0.216 0.183 0.150 0.117 0.251 0.218 0.185 0.152 0.119 0.312 0.286 0.260 0.233 0.207 0.181 0.330 0.313 0.295 0.278 0.261 0.344 0.331 0.319 0.307 0.121 0.074 0.003 0.022 0.067 0.115 0.211 0.185 0.163 0.137 0.111 0.088 0.188 0.163 0.139 0.114 0.090 0.234 0.214 0.195 0.175 0.156 0.136 0.248 0.234 0.221 0.209 0.196 0.258 0.249 0.239 0.230

Material 152S70-144M 152S70-181M 152S70-218M 152S70-254M 152S70-290M 152S70-326M 203S70-144M 203S70-181M 203S70-218M 203S70-254M 203S70-290M 203S70-326M 229S89-181M 229S89-218M 229S89-254M 229S89-290M 229S89-326M 254S89-144M 254S89-181M 254S89-218M 254S89-254M 254S89-290M 254S89-326M 305S89-181M 305S89-218M 305S89-254M 305S89-290M 305S89-326M 356S89-218M 356S89-254M 356S89-290M 356S89-326M

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 load in kN/m. (See Step 5 of the example on page 12 for more information.)

15

LATERAL STABILITY OF PURLINS

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

Span

Number of discrete bracing

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 3 0.436 0.399 0.362 0.325 0.289 0.252 0.507 0.487 0.468 0.448 0.429 0.410 0.489 0.469 0.450 0.430 0.411 0.525 0.509 0.494 0.478 0.463 0.448 0.535 0.525 0.515 0.504 0.494 0.543 0.536 0.529 0.521 0.240 0.214 0.188 0.162 0.136 0.111 0.290 0.276 0.262 0.248 0.235 0.221 0.277 0.263 0.249 0.236 0.222 0.302 0.291 0.280 0.269 0.259 0.248 0.309 0.302 0.295 0.288 0.281 0.315 0.310 0.305 0.300 0.654 0.598 0.543 0.487 0.433 0.378 0.761 0.731 0.701 0.672 0.643 0.614 0.733 0.704 0.674 0.646 0.613 0.787 0.764 0.740 0.717 0.694 0.671 0.803 0.787 0.772 0.757 0.741 0.815 0.804 0.793 0.782 0.360 0.320 0.281 0.243 0.205 0.167 0.434 0.414 0.393 0.373 0.352 0.332 0.415 0.394 0.374 0.354 0.333 0.453 0.436 0.420 0.404 0.388 0.372 0.464 0.453 0.442 0.431 0.421 0.472 0.465 0.457 0.450 0.872 0.798 0.723 0.650 0.577 0.504 1.014 0.975 0.936 0.897 0.858 0.819 0.977 0.938 0.899 0.861 0.822 1.050 1.019 0.987 0.957 0.926 0.896 1.071 1.057 1.030 1.009 0.989 1.087 1.072 1.058 1.043 0.480 0.427 0.376 0.324 0.273 0.222 0.579 0.551 0.524 0.497 0.470 0.443 0.553 0.526 0.499 0.471 0.445 0.604 0.582 0.560 0.539 0.517 0.496 0.619 0.604 0.590 0.575 0.561 0.630 0.620 0.609 0.599 0.360 0.321 0.281 0.243 0.205 0.167 0.434 0.414 0.393 0.373 0.352 0.332 0.415 0.394 0.374 0.354 0.333 0.453 0.436 0.420 0.404 0.388 0.372 0.464 0.453 0.442 0.431 0.421 0.472 0.465 0.457 0.450 0.560 0.499 0.438 0.378 0.318 0.259 0.676 0.643 0.611 0.579 0.548 0.516 0.645 0.613 0.581 0.550 0.519 0.704 0.679 0.654 0.629 0.603 0.579 0.722 0.705 0.688 0.671 0.655 0.735 0.723 0.711 0.699 0.420 0.374 0.329 0.283 0.239 0.194 0.507 0.483 0.459 0.434 0.411 0.387 0.484 0.460 0.436 0.413 0.389 0.528 0.509 0.490 0.471 0.453 0.434 0.541 0.529 0.516 0.503 0.491 0.551 0.542 0.533 0.524

Material 152S70-144M 152S70-181M 152S70-218M 152S70-254M 152S70-290M 152S70-326M 203S70-144M 203S70-181M 203S70-218M 203S70-254M 203S70-290M 203S70-326M 229S89-181M 229S89-218M 229S89-254M 229S89-290M 229S89-326M 254S89-144M 254S89-181M 254S89-218M 254S89-254M 254S89-290M 254S89-326M 305S89-181M 305S89-218M 305S89-254M 305S89-290M 305S89-326M 356S89-218M 356S89-254M 35SS89-290M 356S89-326M

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 load in kN/m. (See Step 5 of the example on page 12 for more information.)

16

C SECTIONS

NEW

NOMENCLATURE

International system d 152.4 152.4 152.4 152.4 152.4 152.4 203.2 203.2 203.2 203.2 203.2 203.2 228.6 228.6 228.6 228.6 228.6 254.0 254.0 254.0 254.0 254.0 254.0 304.8 304.8 304.8 304.8 304.8 355.6 355.6 355.6 355.6 b 69.9 69.9 69.9 69.9 69.9 69.9 69.9 69.9 69.9 69.9 69.9 69.9 88.9 88.9 88.9 88.9 88.9 88.9 88.9 88.9 88.9 88.9 88.9 88.9 88.9 88.9 88.9 88.9 88.9 88.9 88.9 88.9 h 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 t 1.52 1.91 2.29 2.67 3.05 3.43 1.52 1.91 2.29 2.67 3.05 3.43 1.91 2.29 2.67 3.05 3.43 1.52 1.91 2.29 2.67 3.05 3.43 1.91 2.29 2.67 3.05 3.43 2.29 2.67 3.05 3.43 d 6 6 6 6 6 6 8 8 8 8 8 8 9 9 9 9 9 10 10 10 10 10 10 12 12 12 12 12 14 14 14 14 Imperial system b 2.75 2.75 2.75 2.75 2.75 2.75 2.75 2.75 2.75 2.75 2.75 2.75 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 h 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 t 0.06 0.08 0.09 0.11 0.12 0.14 0.06 0.08 0.09 0.11 0.12 0.14 0.08 0.09 0.11 0.12 0.14 0.06 0.08 0.09 0.11 0.12 0.14 0.08 0.09 0.11 0.12 0.14 0.09 0.11 0.12 0.14 Former nomenclature SI C152x4.3 C152x5.2 C152x6.0 C152x7.0 C152x8.3 C152x8.9 C203x5.1 C203x6.0 C203x7.0 C203x8.0 C203x9.1 C203x10.6 C229x6.8 C229x8.0 C229x9.4 C229x10.7 C229x11.9 C254x5.7 C254x7.0 C254x8.6 C254x10.0 C254x11.3 C254x12.7 C305x8.0 C305x9.5 C305x11.0 C305x12.5 C305x14.0 C356x10.4 C356x12.1 C356x13.8 C356x15.5 Imperial C6x2.9 C6x3.5 C6x4.0 C6x4.7 C6x5.6 C6x6.0 C8x3.4 C8x4.0 C8x4.7 C8x5.4 C8x6.1 C8x7.1 C9x4.6 C9x5.4 C9x6.3 C9x7.2 C9x8.0 C10x3.8 C10x4.7 C10x5.8 C10x6.7 C10x7.6 C10x8.5 C12x5.4 C12x6.4 C12x7.4 C12x8.4 C12x9.4 C14x7.0 C14x8.1 C14x9.3 C14x10.4

New nomenclature SI 152S70-144M 152S70-181M 152S70-218M 152S70-254M 152S70-290M 152S70-326M 203S70-144M 203S70-181M 203S70-218M 203S70-254M 203S70-290M 203S70-326M 229S89-181M 229S89-218M 229S89-254M 229S89-290M 229S89-326M 254S89-144M 254S89-181M 254S89-218M 254S89-254M 254S89-290M 254S89-326M 305S89-181M 305S89-218M 305S89-254M 305S89-290M 305S89-326M 356S89-218M 356S89-254M 356S89-290M 356S89-326M Imperial 600S275-57 600S275-71 600S275-86 600S275-100 600S275-114 600S275-128 800S275-57 800S275-71 800S275-86 800S275-100 800S275-114 800S275-128 900S350-71 900S350-86 900S350-100 900S350-114 900S350-128 1000S350-57 1000S350-71 1000S350-86 1000S350-100 1000S350-114 1000S350-128 1200S350-71 1200S350-86 1200S350-100 1200S350-114 1200S350-128 1400S350-86 1400S350-100 1400S350-114 1400S350-128

NEW NOMENCLATURE

SI

FORMER NOMENCLATURE

SI

EXAMPLE: 152S70-144M

With 152 S 70 144 depth of section (mm) C section flange width (mm) minimum steel thickness, i.e. 95% of the design thickness (10-2 mm) M = International system nomenclature (metric) = = = =

EXAMPLE: C152x4.3

With C = C section 152 = depth of section (mm) 4.3 = nominal linear weight (kg/m) IMPERIAL

EXAMPLE: C6x2.9

With C = C section 6 = depth of section (in.) 2.9 = nominal linear weight (lb./ft.)

IMPERIAL

EXAMPLE: 600S275-57

With 600 S 275 57 = = = = depth of section (10-2 in.) C section flange width (10-2 in.) minimum steel thickness, i.e. 95% of the design thickness (10-3 in.)

17

C SECTIONS

PROPERTIES ­

METRIC

Y b

t/2 d X S.C. C.G.

t

h X e x Y

No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32

SECTIONS New Former nomenclature nomenclature 152S70-144M 152S70-181M 152S70-218M 152S70-254M 152S70-290M 152S70-326M 203S70-144M 203S70-181M 203S70-218M 203S70-254M 203S70-290M 203S70-326M 229S89-181M 229S89-218M 229S89-254M 229S89-290M 229S89-326M 254S89-144M 254S89-181M 254S89-218M 254S89-254M 254S89-290M 254S89-326M 305S89-181M 305S89-218M 305S89-254M 305S89-290M 305S89-326M 356S89-218M 356S89-254M 356S89-290M 356S89-326M C152x4.3 C152x5.2 C152x6.0 C152x7.0 C152x8.3 C152x8.9 C203x5.1 C203x6.0 C203x7.0 C203x8.0 C203x9.1 C203x10.6 C229x6.8 C229x8.0 C229x9.4 C229x10.7 C229x11.9 C254x5.7 C254x7.0 C254x8.6 C254x10.0 C254x11.3 C254x12.7 C305x8.0 C305x9.5 C305x11.0 C305x12.5 C305x14.0 C356x10.4 C356x12.1 C356x13.8 C356x15.5

DIMENSIONS d 152.4 152.4 152.4 152.4 152.4 152.4 203.2 203.2 203.2 203.2 203.2 203.2 228.6 228.6 228.6 228.6 228.6 254.0 254.0 254.0 254.0 254.0 254.0 304.8 304.8 304.8 304.8 304.8 355.6 355.6 355.6 355.6 b 69.9 69.9 69.9 69.9 69.9 69.9 69.9 69.9 69.9 69.9 69.9 69.9 88.9 88.9 88.9 88.9 88.9 88.9 88.9 88.9 88.9 88.9 88.9 88.9 88.9 88.9 88.9 88.9 88.9 88.9 88.9 88.9 h 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 25.4 t 1.52 1.91 2.29 2.67 3.05 3.43 1.52 1.91 2.29 2.67 3.05 3.43 1.91 2.29 2.67 3.05 3.43 1.52 1.91 2.29 2.67 3.05 3.43 1.91 2.29 2.67 3.05 3.43 2.29 2.67 3.05 3.43

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)

(Table continued on page 19)

18

C SECTIONS

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 (10 6 mm4) Sxeff = elastic section modulus about axis X-X: maximum compressive stress = 0.9 Fy (10 3 mm3) rx = radius of gyration about axis X-X (mm) Iy = moment of inertia about axis Y-Y (10 6 mm4) Syeff = elastic section modulus about axis Y-Y: maximum compressive stress = 0.9 Fy (10 3 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 Ix 1.87 2.30 2.73 3.15 3.56 3.95 3.65 4.51 5.36 6.19 7.00 7.80 6.89 8.20 9.48 10.74 11.98 7.10 8.81 10.48 12.13 13.75 15.34 13.51 16.10 18.64 21.15 23.62 23.24 26.93 30.57 34.15 Sxeff 21.82 30.16 35.86 41.34 46.69 51.90 30.49 43.06 52.59 60.94 68.94 76.77 49.31 60.84 77.13 89.36 102.29 42.26 55.69 68.98 87.66 103.18 118.01 68.53 85.39 108.89 128.96 150.50 101.93 130.31 154.87 181.38 rx 60.9 60.7 60.5 60.3 60.1 60.0 79.3 79.1 78.9 78.6 78.4 78.2 90.4 90.2 90.0 89.8 89.6 99.6 99.4 99.2 99.0 98.8 98.6 117.0 116.7 116.5 116.3 116.1 133.8 133.6 133.4 133.1 Iy 0.37 0.45 0.53 0.61 0.68 0.76 0.41 0.50 0.59 0.67 0.75 0.83 0.92 1.09 1.25 1.40 1.55 0.77 0.95 1.12 1.29 1.45 1.61 1.00 1.18 1.36 1.53 1.70 1.24 1.42 1.60 1.77 Syeff 8.12 9.96 11.73 13.43 15.06 16.62 8.36 10.27 12.09 13.85 15.53 17.15 14.83 17.53 20.14 22.66 25.10 12.17 14.99 17.72 20.36 22.91 25.38 15.24 18.02 20.71 23.31 25.82 18.25 20.98 23.61 26.16 ry 27.1 26.9 26.7 26.6 26.4 26.2 26.5 26.3 26.1 25.9 25.7 25.6 33.0 32.8 32.6 32.5 32.3 32.8 32.6 32.5 32.3 32.1 31.9 31.8 31.7 31.5 31.3 31.1 30.9 30.7 30.5 30.3 x 23.6 23.5 23.3 23.1 22.9 22.7 20.5 20.3 20.1 20.0 19.8 19.6 26.0 25.8 25.6 25.5 25.3 24.8 24.6 24.4 24.2 24.1 23.9 22.2 22.0 21.9 21.7 21.5 20.1 19.9 19.7 19.6 e 36.8 36.6 36.4 36.2 36.0 35.9 33.9 33.7 33.5 33.3 33.1 32.9 41.8 41.6 41.4 41.2 41.0 40.6 40.4 40.3 40.1 39.9 39.7 38.1 37.9 37.7 37.5 37.3 35.8 35.7 35.5 35.3 A 503 625 746 865 983 1,100 580 722 862 1,001 1,138 1,274 843 1,007 1,170 1,332 1,492 716 891 1,065 1,238 1,409 1,579 988 1,182 1,373 1,564 1,753 1,298 1,509 1,719 1,927

SECTIONS

New nomenclature

(imperial) 600S275-57 600S275-71 600S275-86 600S275-100 600S275-114 600S275-128 800S275-57 800S275-71 800S275-86 800S275-100 800S275-114 800S275-128 900S350-71 900S350-86 900S350-100 900S350-114 900S350-128 1000S350-57 1000S350-71 1000S350-86 1000S350-100 1000S350-114 1000S350-128 1200S350-71 1200S350-86 1200S350-100 1200S350-114 1200S350-128 1400S350-86 1400S350-100 1400S350-114 1400S350-128

19

C SECTIONS

SELECTION

TABLE FOR FACTORED LOADS

­

METRIC

Fy Mre Mu Lu

Vr Pr

= specified minimum yield strength = 345 MPa = factored moment resistance (kN·m) = factored moment resistance considering lateral buckling (kN·m) = maximum laterally unsupported length for which a member can develop Mr (mm) = factored shear resistance (kN) = factored bearing resistance (kN) for a 100 mm bearing

No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32

SECTIONS New Former nomenclature nomenclature 152S70-144M 152S70-181M 152S70-218M 152S70-254M 152S70-290M 152S70-326M 203S70-144M 203S70-181M 203S70-218M 203S70-254M 203S70-290M 203S70-326M 229S89-181M 229S89-218M 229S89-254M 229S89-290M 229S89-326M 254S89-144M 254S89-181M 254S89-218M 254S89-254M 254S89-290M 254S89-326M 305S89-181M 305S89-218M 305S89-254M 305S89-290M 305S89-326M 356S89-218M 356S89-254M 356S89-290M 356S89-326M C152x4.3 C152x5.2 C152x6.0 C152x7.0 C152x8.3 C152x8.9 C203x5.1 C203x6.0 C203x7.0 C203x8.0 C203x9.1 C203x10.6 C229x6.8 C229x8.0 C229x9.4 C229x10.7 C229x11.9 C254x5.7 C254x7.0 C254x8.6 C254x10.0 C254x11.3 C254x12.7 C305x8.0 C305x9.5 C305x11.0 C305x12.5 C305x14.0 C356x10.4 C356x12.1 C356x13.8 C356x15.5

Vr 15.5 26.9 38.7 49.5 56.2 62.8 12.2 23.9 41.3 56.2 73.3 91.7 19.9 34.5 53.0 69.1 87.4 9.4 18.3 31.7 50.5 70.9 89.7 15.7 27.2 43.3 64.8 92.4 23.8 37.8 56.6 80.7

Pr 5.9 9.0 12.6 16.8 21.4 26.6 5.7 8.7 12.2 16.3 20.8 25.9 8.6 12.0 16.1 20.6 25.6 5.5 8.4 11.9 15.9 20.4 25.3 8.2 11.6 15.5 19.9 24.8 11.3 15.2 19.5 24.4

Lu 1,523 1,519 1,516 1,514 1,512 1,512 1,484 1,478 1,473 1,468 1,464 1,461 1,805 1,800 1,795 1,791 1,787 1,800 1,794 1,788 1,783 1,778 1,774 1,774 1,768 1,762 1,756 1,750 1,748 1,742 1,735 1,729

Mre 6.9 8.9 10.7 12.3 13.9 15.4 9.3 12.6 15.7 18.1 20.5 22.8 15.0 18.5 23.7 27.5 31.2 12.8 16.9 21.0 26.9 31.6 35.9 20.8 26.0 33.4 39.4 45.7 31.0 39.9 47.2 55.0

The tables on the following pages list Mr, the factored bending moment resistance for Canam C sections, as well as Lu, the maximum laterally unsupported length without lateral support in torsion and 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 specified laterally unsupported length (Lu). The maximum factored bearing resistance, Pr, is given for a bearing length of 100 mm.

(Table continued on page 21)

20

C SECTIONS

Example: Single span of 7,500 mm, spacing of 1,600 mm: external pressure + internal suction (0.38 + 0.32) = 0.70 kPa external 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 outside flange attached every 310 mm c/c. Pressure wf = 1.4 x 0.70 kPa x 1.6 m = 1.57 kN/m Suction wf = 1.4 x 0.60 kPa x 1.6 m = 1.34 kN/m M f+ = 1.57 kN/m x (7.5 m)2 / 8 = 11.04 kN·m M f- = 1.34 kN/m x (7.5 m)2 / 8 = 9.45 kN·m Vf = 1.57 kN/m x 7.5 m / 2 = 5.89 kN Imin (deflection < span / 180) = 180 x 5 x 1.12 kN/m x (7,500 mm)3 384 x 200,000 MPa = 5.5 x 10 6 mm4 The Properties table lists many profiles with a value of Ix greater than Imin: 203S70-254M I x = 6.2 x 10 6 mm 4 229S89-181M I x = 6.9 x 10 6 mm 4 254S89-144M I x = 7.1 x 10 6 mm 4 The table also indicates that the strength of these three profiles: Mu with 2,500 mm of unsupported compression flange > M f+ Mu with 2,500 mm of unsupported compression flange > M fThe X bracings must be connected to the section according to standard S136-07 as described in the section entitled Lateral 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. Sections length 5,000 5,500 2.0 1.7 2.7 2.3 3.4 2.9 4.2 3.6 4.9 4.2 5.7 5.0 2.8 2.3 3.7 3.1 4.6 3.9 5.4 4.6 6.3 5.4 7.3 6.3 6.4 5.3 7.7 6.5 9.5 8.0 11.3 9.6 13.2 11.2 5.8 4.8 7.2 6.0 8.8 7.3 10.7 9.0 12.7 10.7 14.8 12.5 9.1 7.6 10.9 9.1 13.3 11.1 15.6 13.1 18.0 15.2 13.2 11.0 16.0 13.4 18.7 15.7 21.5 18.0

New nomenclature

1,500 1,800 2,100 6.9 6.7 6.3 8.8 8.8 8.3 10.5 10.5 10.1 12.1 12.1 11.7 13.7 13.7 13.2 15.2 15.2 14.7 10.2 9.8 9.2 12.9 12.9 12.1 15.5 15.5 14.7 17.9 17.9 16.9 20.2 20.2 19.2 22.5 22.5 21.4 16.3 16.3 15.8 19.5 19.5 18.9 23.6 23.6 22.9 27.1 27.1 26.8 30.5 30.5 30.5 13.6 13.6 13.2 18.9 18.9 18.2 22.6 22.6 21.8 27.2 27.2 26.5 31.2 31.2 30.9 35.1 35.1 35.1 22.5 22.5 21.8 29.2 29.2 28.1 35.0 35.0 34.0 40.1 40.1 39.5 45.1 45.1 45.1 33.9 33.8 32.8 43.4 43.4 42.1 49.7 49.7 48.9 55.9 55.9 55.8

2,400 5.9 7.8 9.5 10.9 12.4 13.8 8.6 11.3 13.6 15.7 17.8 19.9 15.1 18.0 21.9 25.6 29.3 12.8 17.4 20.8 25.2 29.4 33.6 21.0 26.8 32.3 37.6 42.9 31.6 40.0 46.5 53.0

2,700 5.5 7.2 8.7 10.1 11.5 12.8 7.9 10.3 12.5 14.4 16.3 18.3 14.3 17.1 20.7 24.2 27.7 12.2 16.5 19.7 23.9 27.8 31.8 20.0 25.3 30.5 35.5 40.5 30.2 37.7 43.8 49.9

3,000 4.9 6.5 7.9 9.2 10.5 11.8 7.0 9.2 11.2 13.0 14.7 16.5 13.4 16.0 19.4 22.7 26.0 11.6 15.4 18.4 22.3 26.1 29.8 19.0 23.6 28.5 33.2 37.8 28.6 35.1 40.8 46.4

Mu Unsupported 3,500 4,000 4,500 3.9 3.1 2.4 5.2 4.1 3.3 6.5 5.1 4.1 7.6 6.0 4.9 8.8 7.1 5.8 10.0 8.1 6.7 5.5 4.2 3.4 7.2 5.6 4.5 8.8 6.9 5.5 10.3 8.1 6.5 11.8 9.3 7.6 13.4 10.6 8.7 11.7 9.8 7.8 14.0 11.7 9.4 17.0 14.3 11.6 20.0 16.9 13.7 22.9 19.5 15.9 10.5 8.9 7.1 13.4 11.1 8.9 16.0 13.4 10.7 19.5 16.3 13.1 22.8 19.1 15.4 26.1 22.0 17.9 17.0 14.0 11.2 20.4 16.8 13.4 24.7 20.4 16.3 28.8 23.8 19.0 32.9 27.2 21.9 25.1 20.4 16.2 30.2 24.6 19.6 35.1 28.6 22.9 40.0 32.7 26.2

6,000 1.4 2.0 2.5 3.1 3.7 4.4 2.0 2.6 3.3 4.0 4.7 5.5 4.5 5.5 6.9 8.2 9.7 4.1 5.1 6.2 7.7 9.2 10.7 6.4 7.7 9.5 11.2 13.0 9.3 11.3 13.3 15.4

6,500 7,000 7,500 8,000 1.3 1.1 1.0 0.9 1.7 1.5 1.4 1.2 2.2 2.0 1.8 1.6 2.8 2.5 2.2 2.0 3.3 3.0 2.7 2.5 3.9 3.6 3.3 3.0 1.7 1.5 1.3 1.2 2.3 2.0 1.8 1.6 2.9 2.6 2.3 2.1 3.5 3.1 2.8 2.5 4.2 3.7 3.4 3.1 4.9 4.4 4.0 3.6 3.9 3.4 3.0 2.7 4.8 4.2 3.7 3.3 5.9 5.2 4.6 4.2 7.2 6.3 5.6 5.1 8.5 7.5 6.7 6.1 3.5 3.0 2.7 2.3 4.4 3.8 3.4 3.0 5.4 4.7 4.1 3.7 6.7 5.8 5.2 4.6 8.0 7.0 6.3 5.6 9.4 8.3 7.4 6.7 5.5 4.8 4.2 3.7 6.6 5.8 5.1 4.5 8.2 7.1 6.3 5.6 9.7 8.5 7.5 6.7 11.3 9.9 8.8 7.9 8.0 7.0 6.1 5.4 9.8 8.5 7.5 6.7 11.5 10.1 8.9 7.9 13.3 11.7 10.4 9.3

(imperial) 600S275-57 600S275-71 600S275-86 600S275-100 600S275-114 600S275-128 800S275-57 800S275-71 800S275-86 800S275-100 800S275-114 800S275-128 900S350-71 900S350-86 900S350-100 900S350-114 900S350-128 1000S350-57 1000S350-71 1000S350-86 1000S350-100 1000S350-114 1000S350-128 1200S350-71 1200S350-86 1200S350-100 1200S350-114 1200S350-128 1400S350-86 1400S350-100 1400S350-114 1400S350-128

21

C SECTIONS

PROPERTIES ­

IMPERIAL

Y b

t/2 d X S.C. C.G.

t

h X e x Y

No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32

SECTIONS New Former nomenclature nomenclature 600S275-57 600S275-71 600S275-86 600S275-100 600S275-114 600S275-128 800S275-57 800S275-71 800S275-86 800S275-100 800S275-114 800S275-128 900S350-71 900S350-86 900S350-100 900S350-114 900S350-128 1000S350-57 1000S350-71 1000S350-86 1000S350-100 1000S350-114 1000S350-128 1200S350-71 1200S350-86 1200S350-100 1200S350-114 1200S350-128 1400S350-86 1400S350-100 1400S350-114 1400S350-128 C6x2.9 C6x3.5 C6x4.0 C6x4.7 C6x5.6 C6x6.0 C8x3.4 C8x4.0 C8x4.7 C8x5.4 C8x6.1 C8x7.1 C9x4.6 C9x5.4 C9x6.3 C9x7.2 C9x8.0 C10x3.8 C10x4.7 C10x5.8 C10x6.7 C10x7.6 C10x8.5 C12x5.4 C12x6.4 C12x7.4 C12x8.4 C12x9.4 C14x7.0 C14x8.1 C14x9.3 C14x10.4

DIMENSIONS d 6 6 6 6 6 6 8 8 8 8 8 8 9 9 9 9 9 10 10 10 10 10 10 12 12 12 12 12 14 14 14 14 b 2.75 2.75 2.75 2.75 2.75 2.75 2.75 2.75 2.75 2.75 2.75 2.75 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 h 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 t 0.06 0.08 0.09 0.11 0.12 0.14 0.06 0.08 0.09 0.11 0.12 0.14 0.08 0.09 0.11 0.12 0.14 0.06 0.08 0.09 0.11 0.12 0.14 0.08 0.09 0.11 0.12 0.14 0.09 0.11 0.12 0.14

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.)

(Table continued on page 23)

22

C SECTIONS

Regular units of measurement are shown in parentheses. 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) C.G. = center of gravity 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 Ix 4.5 5.5 6.6 7.6 8.5 9.5 8.8 10.8 12.9 14.9 16.8 18.7 16.6 19.7 22.8 25.8 28.8 17.1 21.2 25.2 29.1 33.0 36.9 32.5 38.7 44.8 50.8 56.7 55.8 64.7 73.4 82.1 Sxeff 1.3 1.8 2.2 2.5 2.9 3.2 1.9 2.6 3.2 3.7 4.2 4.7 3.0 3.8 4.7 5.5 6.3 2.5 3.4 4.3 5.3 6.4 7.2 4.2 5.3 6.5 7.9 9.2 6.2 7.8 9.5 11.1 rx 2.4 2.4 2.4 2.4 2.4 2.4 3.1 3.1 3.1 3.1 3.1 3.1 3.6 3.6 3.5 3.5 3.5 3.9 3.9 3.9 3.9 3.9 3.9 4.6 4.6 4.6 4.6 4.6 5.3 5.3 5.3 5.2 Iy 0.9 1.1 1.3 1.5 1.6 1.8 1.0 1.2 1.4 1.6 1.8 2.0 2.2 2.6 3.0 3.4 3.7 1.9 2.3 2.7 3.1 3.5 3.9 2.4 2.9 3.3 3.7 4.1 3.0 3.4 3.8 4.3 Syeff 0.5 0.6 0.7 0.8 0.9 1.0 0.5 0.6 0.7 0.8 0.9 1.1 0.9 1.1 1.2 1.4 1.5 0.7 0.9 1.1 1.2 1.4 1.5 0.9 1.1 1.2 1.4 1.5 1.1 1.3 1.4 1.6 ry 1.1 1.1 1.1 1.1 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.2 1.2 1.2 1.2 1.2 1.2 1.2 x 0.9 0.9 0.9 0.9 0.9 0.9 0.8 0.8 0.8 0.8 0.8 0.8 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.8 0.8 0.8 0.8 e 1.5 1.4 1.4 1.4 1.4 1.4 1.3 1.3 1.3 1.3 1.3 1.3 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.5 1.5 1.5 1.5 1.5 1.4 1.4 1.4 1.4 A 0.8 1.0 1.2 1.3 1.5 1.7 0.9 1.1 1.3 1.6 1.8 2.0 1.3 1.6 1.8 2.1 2.3 1.1 1.4 1.7 1.9 2.2 2.5 1.5 1.8 2.1 2.4 2.7 2.0 2.3 2.7 3.0

SECTIONS

New nomenclature

(metric) 152S70-144M 152S70-181M 152S70-218M 152S70-254M 152S70-290M 152S70-326M 203S70-144M 203S70-181M 203S70-218M 203S70-254M 203S70-290M 203S70-326M 229S89-181M 229S89-218M 229S89-254M 229S89-290M 229S89-326M 254S89-144M 254S89-181M 254S89-218M 254S89-254M 254S89-290M 254S89-326M 305S89-181M 305S89-218M 305S89-254M 305S89-290M 305S89-326M 356S89-218M 356S89-254M 356S89-290M 356S89-326M

23

C SECTIONS

SELECTION

TABLE FOR FACTORED LOADS

­

IMPERIAL

Fy Mre Mu Lu = specified minimum yield strength = 345 ksi = factored moment resistance (kip·ft.) = factored moment resistance considering lateral buckling (kip·ft.) = maximum laterally unsupported length for which a member can develop Mr (ft.) = factored shear resistance (kip) = factored bearing resistance (kip) for a 4 inch bearing

Vr Pr

SECTIONS No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 New nomenclature 600S275-57 600S275-71 600S275-86 600S275-100 600S275-114 600S275-128 800S275-57 800S275-71 800S275-86 800S275-100 800S275-114 800S275-128 900S350-71 900S350-86 900S350-100 900S350-114 900S350-128 1000S350-57 1000S350-71 1000S350-86 1000S350-100 1000S350-114 1000S350-128 1200S350-71 1200S350-86 1200S350-100 1200S350-114 1200S350-128 1400S350-86 1400S350-100 1400S350-114 1400S350-128 Former nomenclature C6x2.9 C6x3.5 C6x4.0 C6x4.7 C6x5.6 C6x6.0 C8x3.4 C8x4.0 C8x4.7 C8x5.4 C8x6.1 C8x7.1 C9x4.6 C9x5.4 C9x6.3 C9x7.2 C9x8.0 C10x3.8 C10x4.7 C10x5.8 C10x6.7 C10x7.6 C10x8.5 C12x5.4 C12x6.4 C12x7.4 C12x8.4 C12x9.4 C14x7.0 C14x8.1 C14x9.3 C14x10.4 Vr 3.50 6.06 8.71 11.13 12.63 14.11 2.75 5.39 9.29 12.64 16.49 20.59 4.49 7.78 11.92 15.55 19.67 2.11 4.13 7.15 11.38 15.96 20.18 3.54 6.13 9.76 14.59 20.82 5.36 8.52 12.75 18.19 Pr 1.34 2.03 2.85 3.78 4.83 6.00 1.29 1.96 2.76 3.68 4.71 5.85 1.93 2.72 3.63 4.65 5.78 1.24 1.90 2.68 3.58 4.60 5.72 1.85 2.61 3.50 4.50 5.60 2.55 3.42 4.41 5.50 Lu 5.0 5.0 5.0 5.0 5.0 5.0 4.9 4.8 4.8 4.8 4.8 4.8 5.9 5.9 5.9 5.9 5.9 5.9 5.9 5.9 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.7 5.7 5.7 5.7 5.7 Mre 5.1 6.5 7.9 9.1 10.2 11.4 6.9 9.3 11.6 13.4 15.1 16.8 11.0 13.7 17.5 20.3 23.0 9.5 12.5 15.5 19.8 23.3 26.5 15.3 19.2 24.6 29.0 33.7 22.9 29.4 34.8 40.6

The tables on the following pages list Mr, the factored bending moment resistance for Canam C sections, as well as Lu, the maximum laterally unsupported length without lateral support in torsion and 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 specified laterally unsupported length (Lu). The maximum factored bearing resistance, Pr, is given for a bearing length of 4 inches.

(Table continued on page 25)

24

C SECTIONS

Example: Single span of 25 ft., spacing of 5 ft.: external pressure + internal suction (8.0 + 6.6) = 14.6 psf external 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 plf Suction wf = 1.4 x 12.5 psf x 5.0 ft. = 88 plf M f+ = 0.102 kip/ft. x (25 ft.)2 / 8 = 8.0 kip·ft. M f- = 0.088 kip/ft. x (25 ft.)2 / 8 = 6.9 kip·ft. Vf = 0.102 kip/ft. x 25 ft./2 = 1.28 kip Imin (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.4 900S350-71 Ix = 16.6 in.4 1000S350-57 Ix = 17.1 in.4 The table also indicates that the strength of these three profiles: Mu with 8 ft. 4 in. of unsupported compression flange > M f+ Mu with 8 ft. 4 in. of unsupported compression flange > M fThe X bracings must be connected to the section according to standard S136-07 as described in the section entitled Lateral Stability of Purlins (see pages 7-12). 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. The final selection will be determined according to the other bays of the building and the desired economy in steel or space.

5 5.1 6.5 7.8 8.9 10.1 11.2 7.5 9.5 11.4 13.2 14.9 16.6 12.0 14.4 17.4 20.0 22.5 10.0 13.9 16.7 20.1 23.0 25.9 16.6 21.5 25.8 29.6 33.3 25.0 32.0 36.7 41.3

6 4.9 6.5 7.8 8.9 10.1 11.2 7.2 9.5 11.4 13.2 14.9 16.6 12.0 14.4 17.4 20.0 22.5 10.0 13.9 16.7 20.1 23.0 25.9 16.5 21.5 25.8 29.6 33.3 24.9 32.0 36.7 41.3

7 4.6 6.1 7.4 8.6 9.7 10.8 6.7 8.9 10.7 12.4 14.0 15.6 11.6 13.9 16.8 19.7 22.5 9.7 13.4 16.0 19.4 22.6 25.9 16.0 20.6 24.9 29.0 33.1 24.1 30.9 35.9 40.9

8 4.3 5.7 6.9 8.0 9.1 10.1 6.3 8.2 9.9 11.5 13.0 14.5 11.0 13.2 16.0 18.7 21.4 9.4 12.7 15.2 18.5 21.6 24.6 15.4 19.6 23.7 27.6 31.5 23.2 29.3 34.1 38.8

9 4.0 5.2 6.4 7.4 8.4 9.4 5.7 7.5 9.1 10.5 11.9 13.3 10.4 12.5 15.2 17.7 20.3 9.0 12.0 14.4 17.4 20.3 23.3 14.7 18.5 22.3 26.0 29.6 22.1 27.5 32.0 36.4

10 3.6 4.7 5.8 6.7 7.6 8.6 5.1 6.7 8.1 9.4 10.7 12.0 9.8 11.7 14.2 16.6 19.0 8.5 11.2 13.4 16.3 19.0 21.8 13.9 17.2 20.8 24.2 27.6 20.9 25.6 29.7 33.8

11 3.1 4.2 5.1 6.0 6.9 7.8 4.4 5.8 7.0 8.2 9.4 10.6 9.0 10.8 13.1 15.4 17.6 8.0 10.3 12.4 15.0 17.6 20.1 13.0 15.8 19.1 22.2 25.4 19.4 23.4 27.2 31.0

Mu Unsupported 12 13 2.7 2.3 3.6 3.1 4.4 3.8 5.2 4.5 6.1 5.3 6.9 6.1 3.7 3.2 4.9 4.2 6.0 5.1 7.0 6.0 8.0 7.0 9.1 7.9 8.2 7.3 9.8 8.8 12.0 10.7 14.0 12.6 16.1 14.6 7.4 6.7 9.4 8.3 11.2 10.0 13.7 12.2 16.0 14.3 18.3 16.5 11.9 10.5 14.3 12.6 17.2 15.3 20.1 17.8 23.0 20.4 17.5 15.3 21.0 18.5 24.4 21.5 27.9 24.5

Sections length 14 2.0 2.7 3.3 4.0 4.7 5.4 2.8 3.6 4.5 5.3 6.1 7.0 6.4 7.7 9.4 11.1 12.9 5.8 7.3 8.7 10.7 12.6 14.5 9.1 10.9 13.3 15.5 17.8 13.3 16.0 18.7 21.3

New nomenclature

15 1.8 2.4 3.0 3.6 4.2 4.9 2.4 3.2 4.0 4.7 5.4 6.2 5.6 6.7 8.3 9.8 11.4 5.1 6.4 7.7 9.4 11.0 12.8 8.0 9.6 11.6 13.6 15.7 11.6 14.0 16.4 18.7

16 1.6 2.1 2.7 3.2 3.8 4.4 2.1 2.8 3.5 4.2 4.9 5.6 4.9 6.0 7.4 8.7 10.2 4.5 5.6 6.8 8.3 9.8 11.4 7.0 8.5 10.3 12.1 13.9 10.2 12.4 14.5 16.6

18 1.3 1.7 2.2 2.6 3.1 3.7 1.7 2.3 2.9 3.4 4.0 4.7 3.9 4.8 5.9 7.1 8.3 3.6 4.5 5.4 6.7 7.9 9.3 5.6 6.8 8.2 9.7 11.2 8.2 9.9 11.6 13.4

20 1.0 1.4 1.8 2.2 2.7 3.2 1.4 1.9 2.4 2.9 3.4 4.0 3.2 3.9 4.9 5.9 7.0 2.9 3.7 4.5 5.5 6.6 7.7 4.6 5.5 6.8 8.0 9.3 6.7 8.1 9.5 11.0

22 0.9 1.2 1.6 1.9 2.3 2.8 1.2 1.6 2.0 2.5 2.9 3.4 2.7 3.3 4.2 5.0 5.9 2.4 3.1 3.7 4.6 5.6 6.6 3.8 4.6 5.7 6.8 7.9 5.6 6.8 8.0 9.3

24 0.8 1.1 1.4 1.7 2.1 2.5 1.0 1.4 1.8 2.1 2.6 3.0 2.3 2.8 3.6 4.3 5.2 2.0 2.6 3.2 4.0 4.8 5.7 3.2 3.9 4.9 5.8 6.8 4.7 5.8 6.9 8.0

(metric) 152S70-144M 152S70-181M 152S70-218M 152S70-254M 152S70-290M 152S70-326M 203S70-144M 203S70-181M 203S70-218M 203S70-254M 203S70-290M 203S70-326M 229S89-181M 229S89-218M 229S89-254M 229S89-290M 229S89-326M 254S89-144M 254S89-181M 254S89-218M 254S89-254M 254S89-290M 254S89-326M 305S89-181M 305S89-218M 305S89-254M 305S89-290M 305S89-326M 356S89-218M 356S89-254M 356S89-290M 356S89-326M

25

C AND Z SECTIONS

FABRICATION

TOLERANCE

b 01 b 01

02

02

d

t

d

t

h E4 h E4

E3

P

S1 E1 E2 S2 L

C (camber)

DIMENSION OR ANGLE b,d h 01 02 P,L C E1,E2,E3,E4 S1,S2 t

FABRICATION TOLERANCE mm ±5 +10, -3 ±3 ±5 ±3 0.002L ±3 ±2 according to CAN/CSA-S136

26

Z SECTIONS

NEW

NOMENCLATURE

International system d b h t 152.4 76.2 24.1 1.52 152.4 76.2 24.1 1.91 152.4 76.2 24.1 2.29 152.4 76.2 24.1 2.67 152.4 76.2 24.1 3.05 152.4 76.2 24.1 3.43 203.2 76.2 24.1 1.52 203.2 76.2 24.1 1.91 203.2 76.2 24.1 2.29 203.2 76.2 24.1 2.67 203.2 76.2 24.1 3.05 203.2 76.2 24.1 3.43 228.6 76.2 24.1 1.91 228.6 76.2 24.1 2.29 228.6 76.2 24.1 2.67 228.6 76.2 24.1 3.05 228.6 76.2 24.1 3.43 254.0 76.2 24.1 1.91 254.0 76.2 24.1 2.29 254.0 76.2 24.1 2.67 254.0 76.2 24.1 3.05 254.0 76.2 24.1 3.43 304.8 76.2 24.1 1.91 304.8 76.2 24.1 2.29 304.8 76.2 24.1 2.67 304.8 76.2 24.1 3.05 304.8 76.2 24.1 3.43 355.6 76.2 24.1 1.91 355.6 76.2 24.1 2.29 355.6 76.2 24.1 2.67 355.6 76.2 24.1 3.05 355.6 76.2 24.1 3.43 d 6 6 6 6 6 6 8 8 8 8 8 8 9 9 9 9 9 10 10 10 10 10 12 12 12 12 12 14 14 14 14 14 Imperial system b h t 3 0.95 0.060 3 0.95 0.075 3 0.95 0.090 3 0.95 0.105 3 0.95 0.120 3 0.95 0.135 3 0.95 0.060 3 0.95 0.075 3 0.95 0.090 3 0.95 0.105 3 0.95 0.120 3 0.95 0.135 3 0.95 0.075 3 0.95 0.090 3 0.95 0.105 3 0.95 0.120 3 0.95 0.135 3 0.95 0.075 3 0.95 0.090 3 0.95 0.105 3 0.95 0.120 3 0.95 0.135 3 0.95 0.075 3 0.95 0.090 3 0.95 0.105 3 0.95 0.120 3 0.95 0.135 3 0.95 0.075 3 0.95 0.090 3 0.95 0.105 3 0.95 0.120 3 0.95 0.135 Former nomenclature SI Imperial Z152x4.5 Z6x3.0 Z152x5.4 Z6x3.6 Z152x6.4 Z6x4.3 Z152x7.6 Z6x5.1 Z152x8.6 Z6x5.8 Z152x9.7 Z6x6.5 Z203x5.1 Z8x3.4 Z203x6.3 Z8x4.2 Z203x7.3 Z8x4.9 Z203x8.8 Z8x5.9 Z203x10.0 Z8x6.7 Z203x11.2 Z8x7.5 Z229x6.6 Z9x4.4 Z229x7.7 Z9x5.2 Z229x9.2 Z9x6.2 Z229x10.6 Z9x7.1 Z229x11.9 Z9x8.0 Z254x6.8 Z10x4.6 Z254x8.2 Z10x5.5 Z254x9.8 Z10x6.6 Z254x11.2 Z10x7.5 Z254x12.5 Z10x8.4 Z305x7.7 Z12x5.2 Z305x9.2 Z12x6.2 Z305x10.9 Z12x7.3 Z305x12.4 Z12x8.3 Z305x14.0 Z12x9.4 Z355x8.5 Z14x5.7 Z355x10.1 Z14x6.8 Z355x11.9 Z14x8.0 Z355x13.6 Z14x9.1 Z355x15.4 Z14x10.3 New nomenclature SI Imperial 152Z76-144M 600Z300-57 152Z76-181M 600Z300-71 152Z76-218M 600Z300-86 152Z76-254M 600Z300-100 152Z76-290M 600Z300-114 152Z76-326M 600Z300-128 203Z76-144M 800Z300-57 203Z76-181M 800Z300-71 203Z76-218M 800Z300-86 203Z76-254M 800Z300-100 203Z76-290M 800Z300-114 203Z76-326M 800Z300-128 229Z76-181M 900Z300-71 229Z76-218M 900Z300-86 229Z76-254M 900Z300-100 229Z76-290M 900Z300-114 229Z76-326M 900Z300-128 254Z76-181M 1000Z300-71 254Z76-218M 1000Z300-86 254Z76-254M 1000Z300-100 254Z76-290M 1000Z300-114 254Z76-326M 1000Z300-128 305Z76-181M 1200Z300-71 305Z76-218M 1200Z300-86 305Z76-254M 1200Z300-100 305Z76-290M 1200Z300-114 305Z76-326M 1200Z300-128 356Z76-181M 1400Z300-71 356Z76-218M 1400Z300-86 356Z76-254M 1400Z300-100 356Z76-290M 1400Z300-114 356Z76-326M 1400Z300-128

NEW NOMENCLATURE

SI

FORMER NOMENCLATURE

SI

EXAMPLE: 152Z76-144M

With 152 Z 70 144 depth of section (mm) Z section flange width (mm) minimum steel thickness, i.e. 95% of the design thickness (10-2 mm) M = International system nomenclature (metric) = = = =

EXAMPLE: Z152x4.5

With Z = Z section 152 = depth of section (mm) 4.5 = nominal linear weight (kg/m) IMPERIAL

EXAMPLE: Z6x3.0

With Z = Z section 6 = depth of section (in.) 3.0 = nominal linear weight (lb./ft.)

IMPERIAL

EXAMPLE: 600Z300-57

With 600 Z 300 57 = = = = depth of section (10-2 in.) Z section flange width (10-2 in.) minimum steel thickness, i.e. 95% of the design thickness (10-3 in.)

27

Z SECTIONS

PROPERTIES ­

METRIC

Y b

Z

h

O

W

t/2

d

X

C.G. & S.C.

W

Z

Y

No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32

SECTIONS New Former nomenclature nomenclature 152Z76-144M 152Z76-181M 152Z76-218M 152Z76-254M 152Z76-290M 152Z76-326M 203Z76-144M 203Z76-181M 203Z76-218M 203Z76-254M 203Z76-290M 203Z76-326M 229Z76-181M 229Z76-218M 229Z76-254M 229Z76-290M 229Z76-326M 254Z76-181M 254Z76-218M 254Z76-254M 254Z76-290M 254Z76-326M 305Z76-181M 305Z76-218M 305Z76-254M 305Z76-290M 305Z76-326M 356Z76-181M 356Z76-218M 356Z76-254M 356Z76-290M 356Z76-326M Z152x4.5 Z152x5.4 Z152x6.4 Z152x7.6 Z152x8.6 Z152x9.7 Z203x5.1 Z203x6.3 Z203x7.3 Z203x8.8 Z203x10.0 Z203x11.2 Z229x6.6 Z229x7.7 Z229x9.2 Z229x10.6 Z229x11.9 Z254x6.8 Z254x8.2 Z254x9.8 Z254x11.2 Z254x12.5 Z305x7.7 Z305x9.2 Z305x10.9 Z305x12.4 Z305x14.0 Z355x8.5 Z355x10.1 Z355x11.9 Z355x13.6 Z355x15.4

DIMENSIONS d 152.4 152.4 152.4 152.4 152.4 152.4 203.2 203.2 203.2 203.2 203.2 203.2 228.6 228.6 228.6 228.6 228.6 254.0 254.0 254.0 254.0 254.0 304.8 304.8 304.8 304.8 304.8 355.6 355.6 355.6 355.6 355.6 b 76.2 76.2 76.2 76.2 76.2 76.2 76.2 76.2 76.2 76.2 76.2 76.2 76.2 76.2 76.2 76.2 76.2 76.2 76.2 76.2 76.2 76.2 76.2 76.2 76.2 76.2 76.2 76.2 76.2 76.2 76.2 76.2 h 24.1 24.1 24.1 24.1 24.1 24.1 24.1 24.1 24.1 24.1 24.1 24.1 24.1 24.1 24.1 24.1 24.1 24.1 24.1 24.1 24.1 24.1 24.1 24.1 24.1 24.1 24.1 24.1 24.1 24.1 24.1 24.1 t 1.52 1.91 2.29 2.67 3.05 3.43 1.52 1.91 2.29 2.67 3.05 3.43 1.91 2.29 2.67 3.05 3.43 1.91 2.29 2.67 3.05 3.43 1.91 2.29 2.67 3.05 3.43 1.91 2.29 2.67 3.05 3.43

EXAMPLE:

152Z76-144M With 152 = depth of section (mm) Z = Z section 76 = flange width (mm) 144 = minimum steel thickness, i.e. 95% of the design thickness (10-2 mm) M = International system nomenclature (metric)

(Table continued on page 29)

28

t

X

Z SECTIONS

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 (10 6 mm4) Sxeff = elastic section modulus about axis X-X: maximum compressive stress = 0.9 Fy (10 3 mm3) rx = radius of gyration about axis X-X (mm) Iy = moment of inertia about axis Y-Y (10 6 mm4) Syeff = elastic section modulus about axis Y-Y: maximum compressive stress = 0.9 Fy (10 3 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 Ix 2.01 2.49 2.96 3.41 3.86 4.30 3.90 4.83 5.75 6.65 7.54 8.41 6.36 7.57 8.76 9.94 11.10 8.14 9.70 11.23 12.75 14.24 12.54 14.95 17.34 19.68 22.00 18.16 21.67 25.13 28.55 31.94 Sxeff 22.50 29.37 36.32 44.06 50.71 56.48 31.21 41.35 52.67 64.36 74.21 82.80 47.28 60.50 75.31 86.96 97.08 53.21 68.34 85.45 100.37 112.10 65.04 84.01 105.77 125.59 143.31 77.30 99.66 126.11 150.55 172.70 rx 61.9 61.7 61.6 61.4 61.2 61.0 80.5 80.3 80.1 79.9 79.7 79.5 89.3 89.1 88.9 88.7 88.5 98.1 97.9 97.7 97.5 97.3 115.3 115.1 114.9 114.7 114.5 132.2 131.9 131.7 131.5 131.3 Iy 0.89 1.10 1.31 1.51 1.70 1.89 0.89 1.10 1.31 1.51 1.70 1.89 1.10 1.31 1.51 1.70 1.89 1.10 1.31 1.51 1.70 1.89 1.10 1.31 1.51 1.70 1.89 1.10 1.31 1.51 1.70 1.89 Syeff 10.21 12.65 15.01 17.33 19.59 21.80 10.21 12.65 15.01 17.33 19.59 21.80 12.65 15.01 17.33 19.59 21.80 12.65 15.01 17.33 19.59 21.80 12.65 15.01 17.33 19.59 21.80 12.65 15.01 17.33 19.59 21.80 ry 41.3 41.1 41.0 40.8 40.6 40.4 38.5 38.4 38.2 38.0 37.8 37.7 37.2 37.0 36.8 36.7 36.5 36.1 35.9 35.8 35.6 35.4 34.2 34.0 33.9 33.7 33.5 32.6 32.4 32.3 32.1 31.9 rmin 23.5 23.4 23.3 23.2 23.1 23.0 24.2 24.1 24.0 23.9 23.8 23.7 24.2 24.1 24.0 23.9 23.7 24.1 24.0 23.9 23.8 23.7 23.8 23.7 23.6 23.5 23.4 23.4 23.3 23.2 23.1 23.0 0 -30.7 -30.6 -30.6 -30.5 -30.5 -30.5 -21.3 -21.3 -21.2 -21.2 -21.1 -21.1 -18.2 -18.2 -18.1 -18.1 -18.0 -15.8 -15.7 -15.7 -15.6 -15.6 -12.3 -12.2 -12.2 -12.2 -12.1 -9.9 -9.8 -9.8 -9.8 -9.7 A 524 653 780 906 1,031 1,156 602 750 896 1,042 1,186 1,330 798 954 1,110 1,264 1,417 846 1,012 1,177 1,341 1,504 943 1,128 1,313 1,496 1,678 1,040 1,245 1,448 1,651 1,852

SECTIONS

New nomenclature

(imperial) 600Z300-57 600Z300-71 600Z300-86 600Z300-100 600Z300-114 600Z300-128 800Z300-57 800Z300-71 800Z300-86 800Z300-100 800Z300-114 800Z300-128 900Z300-71 900Z300-86 900Z300-100 900Z300-114 900Z300-128 1000Z300-71 1000Z300-86 1000Z300-100 1000Z300-114 1000Z300-128 1200Z300-71 1200Z300-86 1200Z300-100 1200Z300-114 1200Z300-128 1400Z300-71 1400Z300-86 1400Z300-100 1400Z300-114 1400Z300-128

29

Z SECTIONS

SELECTION

TABLE FOR FACTORED LOADS

­

METRIC

Fy Mr Mu Lu

Vr Pr

= specified minimum yield strength = 345 MPa = factored moment resistance (kN·m) = factored moment resistance considering lateral buckling (kN·m) = maximum laterally unsupported length for which a member can develop Mr (mm) = factored shear resistance (kN) = factored bearing resistance (kN) for a 100 mm bearing

SECTIONS No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 New nomenclature 152Z76-144M 152Z76-181M 152Z76-218M 152Z76-254M 152Z76-290M 152Z76-326M 203Z76-144M 203Z76-181M 203Z76-218M 203Z76-254M 203Z76-290M 203Z76-326M 229Z76-181M 229Z76-218M 229Z76-254M 229Z76-290M 229Z76-326M 254Z76-181M 254Z76-218M 254Z76-254M 254Z76-290M 254Z76-326M 305Z76-181M 305Z76-218M 305Z76-254M 305Z76-290M 305Z76-326M 356Z76-181M 356Z76-218M 356Z76-254M 356Z76-290M 356Z76-326M Former nomenclature Z152x4.5 Z152x5.4 Z152x6.4 Z152x7.6 Z152x8.6 Z152x9.7 Z203x5.1 Z203x6.3 Z203x7.3 Z203x8.8 Z203x10.0 Z203x11.2 Z229x6.6 Z229x7.7 Z229x9.2 Z229x10.6 Z229x11.9 Z254x6.8 Z254x8.2 Z254x9.8 Z254x11.2 Z254x12.5 Z305x7.7 Z305x9.2 Z305x10.9 Z305x12.4 Z305x14.0 Z355x8.5 Z355x10.1 Z355x11.9 Z355x13.6 Z355x15.4 Vr 15.5 26.9 38.7 49.5 56.2 62.8 12.2 23.9 41.3 56.2 73.3 91.7 20.1 34.8 53.3 69.6 88.0 18.4 31.9 50.8 71.4 90.2 15.8 27.3 43.5 65.1 92.9 13.8 23.9 38.0 56.8 81.1 Pr 5.9 9.0 12.6 16.8 21.4 26.6 5.7 8.7 12.2 16.3 20.8 25.9 8.6 12.0 16.1 20.6 25.6 8.4 11.9 15.9 20.4 25.3 8.2 11.6 15.5 19.9 24.8 8.0 11.3 15.2 19.5 24.4 Lu 1,495 1,494 1,558 1,732 1,832 1,844 1,452 1,449 1,511 1,669 1,766 1,773 1,430 1,494 1,645 1,739 1,745 1,411 1,479 1,623 1,714 1,720 1,377 1,452 1,584 1,669 1,673 1,345 1,341 1,337 1,476 1,544 Mre 7.1 9.0 11.1 13.1 15.0 16.7 10.4 13.2 16.2 19.1 21.9 24.5 15.4 19.0 22.3 25.7 28.7 17.9 21.9 25.8 29.6 33.1 21.5 28.2 33.1 38.1 42.6 23.3 30.6 38.7 45.7 51.9

The tables on the following pages list Mr, the factored bending moment resistance for Canam Z sections, as well as Lu, the maximum laterally unsupported length without lateral support in torsion and 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 specified laterally unsupported length (Lu). The maximum factored bearing resistance, Pr, is given for a bearing length of 100 mm.

(Table continued on page 31)

30

Z SECTIONS

Example: Single span of 7,500 mm, spacing of 1,600 mm: external pressure + internal suction (0.38 + 0.32) = 0.70 kPa external 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 outside flange attached every 310 mm c/c. Pressure wf = 1.4 x 0.70 kPa x 1.6 m = 1.57 kN/m Suction wf = 1.4 x 0.60 kPa x 1.6 m = 1.34 kN/m M f+ = 1.57 kN/m x (7.5 m)2 / 8 = 11.04 kN·m M f- = 1.34 kN/m x (7.5 m)2 / 8 = 9.45 kN·m Vf = 1.57 kN/m x 7.5 m / 2 = 5.89 kN Imin (deflection < span / 180) = 180 x 5 x 1.12 kN/m x (7,500 mm)3 384 x 200,000 MPa = 5.5 x 10 6 mm4 The Properties table lists many profiles with a value of Ix greater than Imin: 203Z76-218M I x = 5.7 x 10 6 mm 4 229Z76-181M I x = 6.4 x 10 6 mm 4 254Z76-181M I x = 8.1 x 10 6 mm 4 The table also indicates that the strength of these three profiles: Mu with 2,500 mm of unsupported compression flange > M f+ Mu with 2,500 mm of unsupported compression flange > M fThe X bracings must be connected to the section according to standard S136-07 as described in the section entitled Lateral Stability of Purlins (see pages 7-12). Vr > Vf Pr > Vf The final selection will be determined according to the other bays of the building and the desired economy in steel or space.

1,500 1,800 2,100 7.1 6.7 6.3 9.0 8.5 8.0 11.1 10.6 10.0 13.1 12.9 12.1 15.0 15.0 14.2 16.7 16.7 15.9 10.3 9.8 9.2 13.0 12.4 11.6 16.2 15.4 14.4 19.1 18.6 17.4 21.9 21.8 20.4 24.5 24.4 22.8 15.3 14.5 13.5 18.9 17.9 16.7 22.3 21.7 20.2 25.7 25.3 23.6 28.7 28.4 26.5 17.6 16.6 15.5 21.8 20.6 19.2 25.8 24.9 23.1 29.6 29.1 27.0 33.1 32.6 30.3 21.1 19.9 18.6 27.9 26.3 24.3 33.1 31.7 29.3 38.1 37.0 34.2 42.6 41.4 38.4 22.7 21.4 19.7 29.8 27.9 25.7 37.6 35.2 32.5 45.5 42.7 39.3 51.9 49.1 45.2

2,400 5.9 7.4 9.3 11.3 13.2 14.8 8.5 10.7 13.2 16.0 18.8 21.0 12.4 15.3 18.5 21.7 24.3 14.2 17.5 21.1 24.7 27.7 17.0 22.1 26.6 31.1 34.8 17.8 23.2 29.3 35.5 40.7

2,700 5.4 6.8 8.5 10.3 12.1 13.6 7.7 9.6 11.9 14.5 17.0 19.1 11.1 13.8 16.7 19.5 21.9 12.7 15.7 18.9 22.2 24.8 15.1 19.6 23.6 27.5 30.9 15.7 20.4 25.7 31.1 35.7

3,000 4.8 6.1 7.6 9.3 10.9 12.3 6.8 8.5 10.5 12.8 15.0 16.9 9.7 12.1 14.6 17.1 19.3 11.0 13.6 16.5 19.3 21.7 13.0 16.8 20.2 23.6 26.5 13.3 17.3 21.7 26.3 30.2

Mu Unsupported 3,300 3,600 3,900 4.2 3.5 3.0 5.3 4.5 3.8 6.6 5.6 4.9 8.1 7.0 6.0 9.6 8.3 7.2 10.9 9.5 8.3 5.8 4.9 4.1 7.2 6.1 5.2 9.0 7.6 6.5 10.9 9.3 8.0 12.9 11.0 9.4 14.6 12.4 10.7 8.2 6.9 5.9 10.2 8.6 7.4 12.4 10.5 9.0 14.6 12.3 10.6 16.4 14.0 12.0 9.2 7.8 6.6 11.4 9.6 8.3 13.8 11.7 10.0 16.3 13.8 11.8 18.3 15.5 13.4 10.8 9.1 7.7 13.9 11.8 10.1 16.8 14.2 12.1 19.7 16.6 14.3 22.1 18.7 16.1 11.0 9.3 7.9 14.3 12.1 10.4 18.1 15.2 13.1 21.8 18.4 15.8 25.1 21.2 18.2

Sections length 4,200 4,500 2.6 2.3 3.3 2.9 4.2 3.7 5.3 4.6 6.3 5.6 7.3 6.5 3.6 3.1 4.5 3.9 5.7 5.0 6.9 6.1 8.2 7.3 9.4 8.3 5.1 4.5 6.4 5.6 7.8 6.9 9.3 8.1 10.5 9.3 5.7 5.0 7.1 6.3 8.7 7.6 10.3 9.0 11.6 10.3 6.7 5.9 8.7 7.6 10.5 9.2 12.4 10.9 14.0 12.3 6.9 6.0 9.0 7.8 11.3 9.9 13.7 12.0 15.8 13.8

New nomenclature

4,800 5,400 6,000 6,750 7,500 (imperial) 2.0 1.6 1.3 1.1 0.9 600Z300-57 2.6 2.1 1.7 1.4 1.2 600Z300-71 3.3 2.7 2.2 1.8 1.5 600Z300-86 4.1 3.4 2.8 2.3 2.0 600Z300-100 5.0 4.1 3.5 2.9 2.5 600Z300-114 5.8 4.8 4.1 3.4 2.9 600Z300-128 2.8 2.2 1.8 1.4 1.2 800Z300-57 3.5 2.8 2.3 1.8 1.5 800Z300-71 4.4 3.5 2.9 2.4 2.0 800Z300-86 5.4 4.4 3.6 3.0 2.5 800Z300-100 6.5 5.3 4.4 3.6 3.0 800Z300-114 7.4 6.1 5.1 4.2 3.6 800Z300-128 4.0 3.2 2.6 2.1 1.7 900Z300-71 5.0 4.0 3.3 2.6 2.2 900Z300-86 6.1 4.9 4.0 3.3 2.7 900Z300-100 7.2 5.9 4.9 4.0 3.3 900Z300-114 8.3 6.7 5.6 4.6 3.9 900Z300-128 4.4 3.5 2.9 2.3 1.9 1000Z300-71 5.5 4.4 3.6 2.9 2.5 1000Z300-86 6.8 5.4 4.5 3.6 3.0 1000Z300-100 8.0 6.5 5.4 4.4 3.6 1000Z300-114 9.1 7.4 6.1 5.0 4.2 1000Z300-128 5.2 4.1 3.3 2.7 2.2 1200Z300-71 6.7 5.4 4.4 3.5 2.9 1200Z300-86 8.2 6.5 5.4 4.3 3.6 1200Z300-100 9.6 7.7 6.4 5.1 4.3 1200Z300-114 10.9 8.8 7.3 5.9 4.9 1200Z300-128 5.3 4.2 3.4 2.7 2.2 1400Z300-71 6.9 5.5 4.5 3.7 3.0 1400Z300-86 8.7 7.0 5.7 4.6 3.8 1400Z300-100 10.6 8.5 7.0 5.6 4.6 1400Z300-114 12.3 9.8 8.1 6.6 5.4 1400Z300-128

31

Z SECTIONS

PROPERTIES ­

IMPERIAL

Y b

Z

h

O

W

t/2

d

X

C.G. & S.C.

W

Z

Y

No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32

SECTIONS New Former nomenclature nomenclature 600Z300-57 600Z300-71 600Z300-86 600Z300-100 600Z300-114 600Z300-128 800Z300-57 800Z300-71 800Z300-86 800Z300-100 800Z300-114 800Z300-128 900Z300-71 900Z300-86 900Z300-100 900Z300-114 900Z300-128 1000Z300-71 1000Z300-86 1000Z300-100 1000Z300-114 1000Z300-128 1200Z300-71 1200Z300-86 1200Z300-100 1200Z300-114 1200Z300-128 1400Z300-71 1400Z300-86 1400Z300-100 1400Z300-114 1400Z300-128 Z6x3.0 Z6x3.6 Z6x4.3 Z6x5.1 Z6x5.8 Z6x6.5 Z8x3.4 Z8x4.2 Z8x4.9 Z8x5.9 Z8x6.7 Z8x7.5 Z9x4.4 Z9x5.2 Z9x6.2 Z9x7.1 Z9x8.0 Z10x4.6 Z10x5.5 Z10x6.6 Z10x7.5 Z10x8.4 Z12x5.2 Z12x6.2 Z12x7.3 Z12x8.3 Z12x9.4 Z14x5.7 Z14x6.8 Z14x8.0 Z14x9.1 Z14x10.3

DIMENSIONS d 6 6 6 6 6 6 8 8 8 8 8 8 9 9 9 9 9 10 10 10 10 10 12 12 12 12 12 14 14 14 14 14 b 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 h 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 t 0.060 0.075 0.090 0.105 0.120 0.135 0.060 0.075 0.090 0.105 0.120 0.135 0.075 0.090 0.105 0.120 0.135 0.075 0.090 0.105 0.120 0.135 0.075 0.090 0.105 0.120 0.135 0.075 0.090 0.105 0.120 0.135

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.)

(Table continued on page 33)

32

t

X

Z SECTIONS

Regular units of measurement are shown in parentheses. 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) C.G. = center of gravity 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 Ix 4.8 6.0 7.1 8.2 9.3 10.3 9.4 11.6 13.8 16.0 18.1 20.2 15.3 18.2 21.1 23.9 26.7 19.6 23.3 27.0 30.6 34.2 30.1 35.9 41.6 47.3 52.9 43.6 52.1 60.4 68.6 76.7 Sxeff 1.39 1.80 2.27 2.69 3.09 3.45 1.93 2.54 3.30 3.93 4.53 5.05 2.91 3.79 4.60 5.31 5.92 3.28 4.28 5.23 6.12 6.84 4.03 5.28 6.48 7.67 8.75 4.72 6.24 7.72 9.20 10.55 rx 2.44 2.43 2.42 2.42 2.41 2.40 3.17 3.16 3.15 3.15 3.14 3.13 3.51 3.51 3.50 3.49 3.48 3.86 3.85 3.85 3.84 3.83 4.54 4.53 4.52 4.52 4.51 5.20 5.19 5.19 5.18 5.17 Iy 2.15 2.65 3.14 3.62 4.08 4.53 2.15 2.65 3.14 3.62 4.08 4.53 2.65 3.14 3.62 4.08 4.53 2.65 3.14 3.62 4.08 4.53 2.65 3.14 3.62 4.08 4.53 2.65 3.14 3.62 4.08 4.53 Syeff 0.62 0.77 0.92 1.06 1.20 1.33 0.62 0.77 0.92 1.06 1.20 1.33 0.77 0.92 1.06 1.20 1.33 0.77 0.92 1.06 1.20 1.33 0.77 0.92 1.06 1.20 1.33 0.77 0.92 1.06 1.20 1.33 ry 1.63 1.62 1.61 1.61 1.60 1.59 1.52 1.51 1.50 1.50 1.49 1.48 1.46 1.46 1.45 1.44 1.44 1.42 1.42 1.41 1.40 1.39 1.35 1.34 1.33 1.33 1.32 1.28 1.28 1.27 1.26 1.26 rmin 0.92 0.92 0.92 0.91 0.91 0.90 0.95 0.95 0.95 0.94 0.94 0.93 0.95 0.95 0.94 0.94 0.93 0.95 0.95 0.94 0.94 0.93 0.94 0.93 0.93 0.92 0.92 0.92 0.92 0.91 0.91 0.90 0 -0.54 -0.53 -0.53 -0.53 -0.53 -0.53 -0.37 -0.37 -0.37 -0.37 -0.37 -0.37 -0.32 -0.32 -0.32 -0.32 -0.31 -0.28 -0.27 -0.27 -0.27 -0.27 -0.21 -0.21 -0.21 -0.21 -0.21 -0.17 -0.17 -0.17 -0.17 -0.17 A 0.81 1.01 1.21 1.40 1.60 1.79 0.93 1.16 1.39 1.61 1.84 2.06 1.24 1.48 1.72 1.96 2.20 1.31 1.57 1.82 2.08 2.33 1.46 1.75 2.03 2.32 2.60 1.61 1.93 2.24 2.56 2.87

SECTIONS

New nomenclature

(metric) 152Z76-144M 152Z76-181M 152Z76-218M 152Z76-254M 152Z76-290M 152Z76-326M 203Z76-144M 203Z76-181M 203Z76-218M 203Z76-254M 203Z76-290M 203Z76-326M 229Z76-181M 229Z76-218M 229Z76-254M 229Z76-290M 229Z76-326M 254Z76-181M 254Z76-218M 254Z76-254M 254Z76-290M 254Z76-326M 305Z76-181M 305Z76-218M 305Z76-254M 305Z76-290M 305Z76-326M 356Z76-181M 356Z76-218M 356Z76-254M 356Z76-290M 356Z76-326M

33

Z SECTIONS

SELECTION

TABLE FOR FACTORED LOADS

­

IMPERIAL

Fy Mre Mu Lu

Vr Pr

= specified minimum yield strength = 50 ksi = factored moment resistance (kip·ft.) = factored moment resistance considering lateral buckling (kip·ft.) = maximum laterally unsupported length for which a member can develop Mr (ft.) = factored shear resistance (kip) = factored bearing resistance (kip) for a 4 inch bearing

SECTIONS No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 22 22 23 24 25 26 27 28 29 30 31 32 New nomenclature 600Z300-57 600Z300-71 600Z300-86 600Z300-100 600Z300-114 600Z300-128 800Z300-57 800Z300-71 800Z300-86 800Z300-100 800Z300-114 800Z300-128 900Z300-71 900Z300-86 900Z300-100 900Z300-114 900Z300-128 1000Z300-71 1000Z300-86 1000Z300-100 1000Z300-114 1000Z300-128 1200Z300-71 1200Z300-86 1200Z300-100 1200Z300-114 1200Z300-128 1400Z300-71 1400Z300-86 1400Z300-100 1400Z300-114 1400Z300-128 Former nomenclature Z6x3.0 Z6x3.6 Z6x4.3 Z6x5.1 Z6x5.8 Z6x6.5 Z8x3.4 Z8x4.2 Z8x4.9 Z8x5.9 Z8x6.7 Z8x7.5 Z9x4.4 Z9x5.2 Z9x6.2 Z9x7.1 Z9x8.0 Z10x4.6 Z10x5.5 Z10x6.6 Z10x7.5 Z10x8.4 Z12x5.2 Z12x6.2 Z12x7.3 Z12x8.3 Z12x9.4 Z14x5.7 Z14x6.8 Z14x8.0 Z14x9.1 Z14x10.3 Vr 3.50 6.06 8.71 11.13 12.63 14.11 2.75 5.39 9.29 12.64 16.49 20.59 4.49 7.78 11.92 15.55 19.67 4.13 7.15 11.38 15.96 20.18 3.54 6.13 9.76 14.59 20.82 3.09 5.36 8.52 12.75 18.19 Pr 1.34 2.03 2.85 3.78 4.83 6.00 1.29 1.96 2.76 3.68 4.71 5.85 1.93 2.72 3.63 4.65 5.78 1.90 2.68 3.58 4.60 5.72 1.85 2.61 3.50 4.50 5.60 1.80 2.55 3.42 4.41 5.50 Lu 4.9 4.9 5.1 5.7 6.0 6.0 4.8 4.8 5.0 5.5 5.8 5.8 4.7 4.9 5.4 5.7 5.7 4.6 4.9 5.3 5.6 5.6 4.5 4.8 5.2 5.5 5.5 4.4 4.4 4.4 4.8 5.1 Mre 5.22 6.62 8.17 9.63 11.06 12.34 7.67 9.70 11.94 14.06 16.16 18.06 11.39 13.98 16.47 18.92 21.16 13.17 16.14 19.00 21.83 24.42 15.85 20.78 24.44 28.07 31.43 17.21 22.57 28.52 33.74 38.29

The tables on the following pages list Mr, the factored bending moment resistance for Canam Z sections, as well as Lu, the maximum laterally unsupported length without lateral support in torsion and 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 specified laterally unsupported length (Lu). The maximum factored bearing resistance, Pr, is given for a bearing length of 4 inches.

(Table continued on page 35)

34

Z SECTIONS

Example: Single span of 25 ft., spacing of 5 ft.: external pressure + internal suction (8.0 + 6.6) = 14.6 psf external 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 plf Suction wf = 1.4 x 12.5 psf x 5.0 ft. = 88 plf M f+ = 0.102 kip/ft. x (25 ft.)2 / 8 = 8.0 kip·ft. M f- = 0.088 kip/ft. x (25 ft.)2 / 8 = 6.9 kip·ft. Vf = 0.102 kip/ft. x 25 ft./2 = 1.28 kip Imin (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: 800Z300-86 Ix = 13.8 in.4 900Z300-71 Ix = 15.3 in.4 1000Z300-71 Ix = 19.6 in.4 The table also indicates that the strength of these three profiles: Mu with 8 ft. 4 in. of unsupported compression flange > M f+ Mu with 8 ft. 4 in. of unsupported compression flange > M fThe X bracings must be connected to the section according to standard S136-07 as described in the section entitled Lateral Stability of Purlins (see pages 7-12). Vr > Vf Pr > Vf The final selection will be determined according to the other bays of the building and the desired economy in steel or space.

5.0 5.20 6.59 8.17 9.63 11.06 12.34 7.59 9.59 11.91 14.06 16.16 18.06 11.22 13.92 16.47 18.92 21.16 12.93 16.02 19.00 21.83 24.42 15.49 20.52 24.44 28.08 31.43 16.69 21.85 27.59 33.43 38.30

6.0 4.95 6.26 7.80 9.46 11.06 12.34 7.19 9.08 11.27 13.63 15.95 17.86 10.60 13.13 15.88 18.57 20.80 12.20 15.09 18.22 21.31 23.86 14.62 19.26 23.19 27.10 30.36 15.65 20.45 25.81 31.26 35.93

7.0 4.65 5.87 7.32 8.88 10.40 11.64 6.72 8.47 10.51 12.72 14.89 16.67 9.87 12.22 14.77 17.28 19.36 11.32 14.00 16.90 19.77 22.14 13.57 17.77 21.40 25.00 28.01 14.41 18.79 23.71 28.70 32.98

8.0 4.30 5.43 6.77 8.23 9.65 10.82 6.18 7.77 9.64 11.68 13.68 15.34 9.02 11.17 13.51 15.81 17.72 10.31 12.75 15.40 18.02 20.19 12.35 16.07 19.35 22.61 25.33 12.96 16.89 21.30 25.77 29.60

9.0 3.91 4.93 6.16 7.50 8.81 9.91 5.56 6.97 8.67 10.51 12.33 13.84 8.06 9.99 12.09 14.17 15.90 9.17 11.34 13.70 16.05 18.00 10.94 14.15 17.04 19.91 22.32 11.31 14.74 18.57 22.46 25.80

10.0 3.48 4.37 5.48 6.70 7.91 8.93 4.87 6.10 7.59 9.22 10.85 12.21 6.99 8.67 10.52 12.35 13.90 7.90 9.78 11.83 13.87 15.59 9.29 12.02 14.47 16.93 18.99 9.48 12.34 15.55 18.80 21.58

Mu Unsupported 11.0 12.0 13.0 2.99 2.52 2.16 3.77 3.19 2.74 4.75 4.04 3.48 5.84 4.99 4.31 6.93 5.95 5.16 7.88 6.81 5.92 4.11 3.47 2.96 5.14 4.34 3.72 6.42 5.43 4.66 7.83 6.63 5.70 9.24 7.85 6.77 10.46 8.90 7.70 5.86 4.94 4.23 7.28 6.15 5.27 8.85 7.49 6.43 10.42 8.84 7.60 11.76 10.00 8.62 6.59 5.55 4.75 8.16 6.89 5.90 9.89 8.36 7.17 11.63 9.84 8.46 13.10 11.11 9.57 7.70 6.48 5.54 9.97 8.40 7.19 12.02 10.15 8.69 14.07 11.90 10.20 15.82 13.39 11.50 7.86 6.63 5.67 10.25 8.65 7.40 12.91 10.90 9.33 15.62 13.18 11.29 17.93 15.16 13.00

Sections length 14.0 1.87 2.38 3.03 3.77 4.53 5.22 2.56 3.22 4.04 4.96 5.91 6.73 3.66 4.57 5.59 6.62 7.53 4.11 5.11 6.23 7.36 8.34 4.79 6.22 7.53 8.85 10.00 4.91 6.41 8.08 9.79 11.28

New nomenclature

15.0 1.64 2.09 2.67 3.33 4.02 4.65 2.24 2.82 3.55 4.37 5.21 5.96 3.20 4.01 4.91 5.83 6.65 3.59 4.48 5.46 6.47 7.35 4.18 5.44 6.60 7.77 8.79 4.30 5.61 7.07 8.57 9.90

16.0 18.0 20.0 1.45 1.16 0.95 1.85 1.49 1.24 2.38 1.93 1.60 2.98 2.43 2.04 3.60 2.96 2.50 4.18 3.46 2.94 1.98 1.58 1.29 2.49 2.00 1.64 3.14 2.53 2.09 3.88 3.14 2.60 4.64 3.77 3.15 5.32 4.35 3.65 2.83 2.26 1.85 3.55 2.85 2.34 4.35 3.51 2.90 5.18 4.20 3.49 5.92 4.82 4.02 3.17 2.53 2.07 3.96 3.17 2.60 4.84 3.89 3.21 5.74 4.63 3.84 6.54 5.30 4.41 3.69 2.93 2.39 4.80 3.83 3.14 5.83 4.67 3.83 6.88 5.53 4.56 7.80 6.29 5.20 3.79 3.02 2.46 4.95 3.94 3.22 6.24 4.99 4.08 7.58 6.07 4.99 8.77 7.05 5.81

22.0 0.80 1.04 1.36 1.74 2.16 2.55 1.07 1.37 1.76 2.21 2.68 3.13 1.55 1.97 2.45 2.96 3.43 1.73 2.18 2.70 3.25 3.75 1.99 2.62 3.22 3.84 4.40 2.05 2.68 3.42 4.19 4.89

24.0 0.68 0.90 1.18 1.52 1.89 2.25 0.91 1.17 1.51 1.90 2.33 2.73 1.32 1.68 2.11 2.56 2.98 1.47 1.90 2.31 2.80 3.24 1.69 2.27 2.75 3.29 3.79 1.73 2.33 2.91 3.58 4.19

(metric) 152Z76-144M 152Z76-181M 152Z76-218M 152Z76-254M 152Z76-290M 152Z76-326M 203Z76-144M 203Z76-181M 203Z76-218M 203Z76-254M 203Z76-290M 203Z76-326M 229Z76-181M 229Z76-218M 229Z76-254M 229Z76-290M 229Z76-326M 254Z76-181M 254Z76-218M 254Z76-254M 254Z76-290M 254Z76-326M 305Z76-181M 305Z76-218M 305Z76-254M 305Z76-290M 305Z76-326M 356Z76-181M 356Z76-218M 356Z76-254M 356Z76-290M 356Z76-326M

35

STANDARD FEATURES OF C AND Z SECTIONS

ASSEMBLY

HOLES

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.)

=

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

SAG

ROD HOLES

76 mm (3 in.)

=

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

D. C.

C L

FABRICATION

MARKS

=

=

EL: The plant fabrication mark is found on the same extremity as that indicated on the shop drawing.

G108

800S275-71

EL:

W

G108

800S275-71

W

EL:

EL:

36

STANDARD FEATURES OF C AND Z SECTIONS

OVERLAPPING Z

SECTIONS

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

38 mm (1 1/2 in.) 562 mm (22 1/8 in.) 102 mm (4 in.) 562 mm (22 1/8 in.) 38 mm (1 1/2 in.)

=

102 mm (4 in.)

=

plant or jobsite

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

38 mm (1 1/2 in.) 562 mm (22 1/8 in.) 102 mm (4 in.) 562 mm (22 1/8 in.) 38 mm (1 1/2 in.)

=

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

plant or jobsite

37

CONNECTION DETAILS AND ACCESSORIES

INTERIOR

GIRT TO COLUMN CONNECTION DETAILS

INTERIOR

GIRT TO CORNER COLUMN CONNECTION DETAILS

38

CONNECTION DETAILS AND ACCESSORIES

EXTERIOR

GIRT TO CORNER COLUMN CONNECTION DETAILS

39

CONNECTION DETAILS AND ACCESSORIES

3D

VIEW OF BUILDING CORNER

40

CONNECTION DETAILS AND ACCESSORIES

FRAME

ATTACHMENT ANGLES

LG_

LG_

LG_

LG_

LG_

LG_

METRIC

Cut (mm)

51 36 76 36

TYPICAL DETAILS

Mark LG 6.9.3 LG 6.13.3 LG 6.9.4 Description (mm) L76x51x3.0 L76x51x3.0 L76x51x3.0 Length (mm) 148 148 148 14 21 14

A1011 Gr 50 Steel Holes (mm) C/C (mm) 76 76 102

51 23 102 23

51 57 76 57

LG 8.9.3 LG 8.13.3 LG 8.9.4 LG 8.13.4 LG 10.9 LG 10.13

L76x51x3.0 L76x51x3.0 L76x51x3.0 L76x51x3.0 L76x51x3.0 L76x51x3.0

190 190 190 190 240 240

14 21 14 21 14 21

76 76 102 102 76 76 A1011 Gr 50 Steel

51 44 102 44

51 44 76 76 44

IMPERIAL

Cut (in.)

2 1 7/16 3 1 7/16

TYPICAL DETAILS

Mark LG 6.9.3 LG 6.13.3 LG 6.9.4 LG 8.9.3 LG 8.13.3 LG 8.9.4 LG 8.13.4 LG 10.9 LG 10.13 Description (in.) L3x2x0.12 L3x2x0.12 L3x2x0.12 L3x2x0.12 L3x2x0.12 L3x2x0.12 L3x2x0.12 L3x2x0.12 L3x2x0.12 Length (in.) 5 7/8 5 7/8 5 7/8 7 1/2 7 1/2 7 1/2 7 1/2 9 1/2 9 1/2

Holes (in.) 9/16 13/16 9/16 9/16 13/16 9/16 13/16 9/16 13/16

C/C (in.) 3 3 4 3 3 4 4 3 3

2 15/16 4 15/16

2 2 1/4 3 2 1/4

2 1 3/4 4 1 3/4

2 1 3/4 3 3 1 3/4

41

CONNECTION DETAILS AND ACCESSORIES

ANGLE

CLOSURES

LC_

LC_

METRIC

Mark Description (mm) L102x90x2.3 L76x76x2.3 L76x51x2.3 Length (mm) 6,096 6,096 6,096 LC 4.35 LC 3.30 LC 3.20

LC_

IMPERIAL

Mark LC 4.35 LC 3.30 LC 3.20 Description (in.) L4x3,5x0.09 L3x3x0.09 L3x2x0.09 Length (ft.) 20 20 20

42

PURLINS AND GIRTS ­ APPENDIX 1

CUTTING

Date: Company: Contact person: Project name: Telephone: Email:

LIST (ORDER FORM) ­

DRAWINGS SUPPLIED BY THE CUSTOMER

You can download this form on the Canam Canada website at www.canam.ws/technical publications. Please return the completed form either by fax to 450-641-8769 or by email to [email protected]

Primer:

None

SAG ROD HOLES 76 mm (3 in.)

Grey

Red Option 1

38 mm (1 1/2 in.)

Indicate Option 1 or Option 2 and hole preferences

Option 2

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

76 mm (3 in.) 102 mm (4 in.)

=

=

=

=

Dimensions A and B Length

21 mm holes (13/16 in.) x 19 mm 14 mm holes 3/4 in.) (9/16 in. x

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

NOMENCLATURE

QUANTITY

TOTAL CUT LENGTH ft. or m in. or mm

DIMENSION A ft. or m in. or mm

DIMENSION B ft. or m in. or mm

=

43

PURLINS AND GIRTS ­ APPENDIX 2

FABRICATION

Date: Company: Contact person: Project name: 32 mm (1 1/4 in.) to 38 mm (1 1/2 in.) 76 mm (3 in.) mm 102 in.) (4 Telephone: Email:

DETAILS (ORDER FORM) ­

DRAWINGS SUPPLIED BY CANAM CANADA

You can download this form on the Canam Canada website at www.canam.ws/technical publications. Please return the completed form either by fax to 450-641-8769 or by email to [email protected]

TYPICAL END CONNECTION

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

21 mm holes (13/16 in.)

"

14 mm X 19 mm holes

(9/16 in.)

(3/4 in.)

14 mm X 19 mm holes

(9/16 in.)

(G8) (Z8)

(3/4 in.)

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

21 mm holes (13/16 in.) 14 mm X 19 mm holes

(9/16 in.)

(3/4 in.)

"

14 mm X19 mm holes

(9/16 in.)

(3/4 in.)

G150

(G6) (Z6)

G200 Z200

G230

(G9) (Z9)

G250 Z250

(G10) (Z10)

G300 Z300

(G12) (Z12)

G350 Z350

(G14) (Z14)

G230

(G9) (Z9)

G250 Z250

(G10) (Z10)

G300 Z300

(G12) (Z12)

G350 Z350

(Z14)

(G14)

Z150

PRIMER:

Z230

Z230

None Grey Red

A X IS

SAG ROD HOLES

76 mm (3 in.)

14 mm holes 21 mm holes

"

(9/16 in.)

"

(13/16 in.)

GIRT LINE: __________ (exterior side) POSITION OF BRACING:

See equal qty of spaces Qty = _____ - (0 mm to 4,575 mm) 0 ft. to 15 ft. - 0 in. sag rods

In the axis Facing interior column Facing exterior column Other: ________________________________

_____ - (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

BRACING CLEARANCE

Angles and bolts (supplied by Canam)

Slot

Holes

Slot with fastener

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.

44

PURLINS AND GIRTS ­ APPENDIX 2

TYPICAL DETAILS

W-beam Girt or C section

Angle (not supplied by Canam)

38 mm (1 1/2 in.)

____

Angle (supplied by Canam)

51 mm (2 in.) 51 mm (2 in.)

14 mm x 19 mm holes (9/16 in. x 3/4 in.) 21 mm holes (13/16 in.)

12 mm (1/2 in.)

Angle (supplied by Canam)

14 mm x 19 mm holes (9/16 in. x 3/4 in.) 21 mm holes (13/16 in.) 12 mm (1/2 in.)

14 mm x 19 mm holes (9/16 in. x 3/4 in.) 21 mm holes (13/16 in.)

Angle and plate (supplied by Canam) 51 mm (2 in.)

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

51 mm (2 in.)

Angle (supplied by Canam)

OR

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

Anchors (not supplied by Canam)

0 mm (0 in.) 12 mm (1/2 in.) 25 mm (1 in.)

GIRT TO COLUMN CONNECTION DETAILS

WGOSL = _____

W32 mm to 38 mm (1 1/4 in.) (1 1/2 in.)

HSS -

45

BUSINESS UNITS AND WEB ADDRESSES

www.canamgroup.ws

www.canam.ws

www.canam.ws

www.canaminternational.ws

www.fabsouthllc.com

www.hambro.ws

www.structal.ws

www.structalbridges.ws

www.intelibuild.com

PUBLICATIONS

JOISTS STEEL DECK STEEL DECK DIAPHRAGM SPECIFICATION GUIDE (JOIST GIRDERS) PURLINS AND GIRTS

CONTACT OUR EXPERTS

JOISTS: JOIST GIRDERS: STEEL DECK: www.canam-steeljoist.ws/contactus-joist www.canam-steeljoist.ws/contactus-girder 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

46

PLANTS AND SALES OFFICES ADDRESSES

Canam Group Inc. www.canamgroup.ws Quebec Head Office 11535, 1re Avenue, bureau 500 Saint-Georges (Québec) G5Y 7H5 Telephone: 418-228-8031 Toll-free: 1-877-499-6049 Fax: 418-228-1750 Administrative Center 270, chemin Du Tremblay Boucherville (Québec) J4B 5X9 Telephone: 450-641-4000 Toll-free: 1-866-506-4000 Fax: 450-641-4001

Canam Canada www.canam.ws Alberta Plant and Sales Office ­ BCS, SJI 323 - 53rd Avenue South East Calgary, Alberta T2H 0N2 Telephone: 403-252-7591 Toll-free: 1-866-203-2001 Fax: 403-253-7708 British Columbia Sales Office 95 Schooner Street Coquitlam, British Columbia V3K 7A8 Telephone: 403-252-7591 Toll-free: 1-866-203-2001 Fax: 604-523-2181 New Brunswick Sales Office 95 Foundry Street Heritage Court, Suite 417 Moncton, New Brunswick E1C 5H7 Telephone: 506-857-3164 Toll-free: 1-800-210-7833 Fax: 506-857-3253 Ontario Plant and Sales Office ­ BCS, SJI 1739 Drew Road Mississauga, Ontario L5S 1J5 Telephone: 905-671-3460 Toll-free: 1-800-446-8897 Fax: 905-671-3924 Quebec Management 11505, 1re Avenue, bureau 500 Saint-Georges (Québec) G5Y 7X3 Telephone: 418-228-8031 Toll-free: 1-877-499-6049 Fax: 418-227-5424 Plant ­ ISO 9001:2000, BCS, SJI, AISC, ICCA 115, boulevard Canam Nord Saint-Gédéon-de-Beauce (Québec) G0M 1T0 Telephone: 418-582-3331 Toll-free: 1-888-849-5910 Fax: 418-582-3381 Plant and Sales Office ­ ISO 9001:2000, BCS, ICCA 200, boulevard Industriel Boucherville (Québec) J4B 2X4 Telephone: 450-641-8770 Toll-free: 1-800-463-1582 Fax: 450-641-8769 Sales Office 270, chemin Du Tremblay Boucherville (Québec) J4B 5X9 Telephone: 450-641-4000 Toll-free: 1-866-466-8769 Fax: 450-641-9585

Canam United States www.canam.ws Florida Plant and Sales Office ­ AISC, SJI 140 South Ellis Road Jacksonville, Florida 32254 Telephone: 904-781-0898 Toll-free: 1-888-781-0898 Fax: 904-781-4090 Illinois Plant and Sales Office ­ SDI 9 Unytite Drive Peru, Illinois 61354 Telephone: 815-224-9588 Fax: 815-224-9590 Maryland Management and Plant ­ AISC, SJI 4010 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 Massachusetts Sales Office 50 Eastman Street Easton, Massachusetts 02334-1245 Telephone: 508-238-4500 Fax: 508-238-8253 Mississippi Sales Office 4925 24th Place Meridian, Mississippi 39305 Telephone: 601-483-3345 Fax: 601-483-3070 Missouri Plant and Sales Office ­ AISC, SJI 2000 West Main Street Washington, Missouri 63090-1008 Telephone: 636-239-6716 Fax: 636-239-4135 New Jersey Plant and Sales Office ­ SDI 14 Harmich Road South Plainfield, New Jersey 07080 Telephone: 908-561-3484 Toll-free: 1-800-631-1215 Fax: 908-561-6772 Pennsylvania Sales Office 1401 North Cedar Crest Boulevard, Suite 150 Allentown, Pennsylvania 18104 Telephone: 610-432-1600 Fax: 610-432-6900 Washington Plant and Sales Office ­ AISC, SJI, ICC 2002 Morgan Road Sunnyside, Washington 98944 Telephone: 509-837-7008 Toll-free: 1-800-359-7308 Fax: 509-839-0383 Sales Office 240 North West Gilman Boulevard Suite G Issaquah, Washington 98027 Telephone: 425-392-2935 Fax: 425-392-3149

Canam Steel Corporation www.canam.ws Maryland Head Office 4010 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

47

NOTES

48

NOTES

49

NOTES

50

50 %

Better Building Solutions

© Canam Group Inc., 2001-2011 Last modified on 05/2011

Printed in Canada 05/2011

1-877-499-6049

www.canam.ws

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