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 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
17
17
18
20
22
24
26
Z SECTIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
New nomenclature . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Properties – Metric . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Selection table for factored loads – Metric . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Properties – Imperial . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Selection table for factored loads – Imperial . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
27
27
28
30
32
34
STANDARD FEATURES OF C AND Z SECTIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Assembly holes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Sag rod holes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Fabrication marks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Overlapping Z sections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
36
36
36
36
37
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 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
38
38
38
39
40
41
42
APPENDIX 1 – Cutting list (order form) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
APPENDIX 2 – Fabrication details (order form) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
BUSINESS UNITS AND WEB ADDRESSES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
PLANTS AND SALES OFFICES ADDRESSES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
43
44
46
47
Canam is a trademark of Canam Group Inc.
3
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.
5
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
TOLERANCES
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.
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.
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.
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.
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).
COMPLETE
FABRICATION SERVICES
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.
6
LATERAL STABILITY OF PURLINS
THROUGH-FASTENED
ROOF
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 torsional–flexural buckling.
STANDING
DEFINITION
OF DISCRETE BRACING
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
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 torsional–flexural buckling.
EXAMPLES OF LATERAL STABILITY:
TYPE 1
Symmetrical about
the ridge
Purlin brace
Ridge brace
TYPE 2
Symmetrical about
the ridge
Ridge channel
Angle cross
brace at eaves
Cope angles at
top flange
Angle top
and bottom
(typical)
Fasteners at
each purlin
(typical)
Eave strut
7
LATERAL STABILITY OF PURLINS
TYPE 3
Symmetrical about
the ridge
Steel deck
Eave
strut
Channel bracing
Ridge channel
C section
for discrete bracing
Clip angle
Structural
bolts
Purlin
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
Purlin
Structural
fastener
Shop
weld
Anti-roll stiffener
Horizontal plate
Structural
bolts
Structural bolts
Shop
weld
Anti-roll
U section
Structural
fastener
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.
8
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.
X purlin brace
Purlin
A
Single purlin brace
(every other span)
A
Steel deck roof
(1) Fastener
Single
purlin brace
Purlin
(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
Purlin
lap
Single
purlin
brace
X
purlin
brace
0.38 x span
Rafter
Purlin
Purlin
lap
Single
purlin
brace
X
purlin
brace
0.24 x span
0.38 x span
=
Span
=
=
=
Span
Spacing for two rows
Spacing for three rows
Location of purlin bracing on a pitch 2/12
9
LATERAL STABILITY OF PURLINS
SAMPLE
CALCULATIONS
–
METRIC
Snow load = 2.4 kPa
Wind p
ad = 1
Dead lo
ressure
= 0.6 kP
a
8,000 m
m
7 space
s of 1,1
00 mm
kPa
Ridge channel
Wind (u
plift) =
Z section
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 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
}
wt
2005 NATIONAL BUILDING CODE
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 =
10
}
wn
0.4 wn wp
1.4 wn wp
total wn
total wt
=
=
=
=
5.48
3.57
5.48
0.33
kN/m
kN/m
kN/m
kN/m
– 0.87
kN/m
control
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 OF A SECTION
Choice:
new nomenclature: 305Z76-326M; former nomenclature: Z305x14
Assumption: the roof deck only partially maintains the compression flange on the Z section with a 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
Calculation of the moment under uplift loads
Mr uplift = Value of the Canam table (Mu for Lt = 3,000 mm) =
ACCEPTABLE
26.5 kN•m
Note: local lateral restraints can be used for uplift.
Mf uplift / Mr uplift =
0.15
<=
1
ACCEPTABLE
Calculation of shear (worst case scenario is shear near the support)
Vr = Value of the Canam table (Vr) =
Vf / Vr =
0.18
<=
1
92.90 kN
ACCEPTABLE
Calculation of web crippling with 100 mm of bearing
Pr = Value of the Canam table (Pr) =
24.80
kN
24.13
kN
Pr reduced because of the pitch = Pr [sin (90–a)]2 =
Vf / Pr reduced =
0.68
<=
1
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.
11
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.
12
LATERAL STABILITY OF PURLINS
LOADS
ON DISCRETE BRACING LINES
–
METRIC
TABLE 1
Z SECTIONS ON A 2/12 ROOF PITCH AND DISCRETE BRACING LOAD COEFFICIENTS (Pn)
Span
Number of discrete bracing
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
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
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
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
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
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
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
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
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
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
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
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
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
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
Imperial system
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
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
Former nomenclature
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
NEW NOMENCLATURE
FORMER NOMENCLATURE
SI
SI
EXAMPLE: 152S70-144M
EXAMPLE: C152x4.3
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)
IMPERIAL
EXAMPLE: 600S275-57
With 600
S
275
57
=
=
=
=
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
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.)
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
h
b
t
d
t/2
S.C.
X
C.G.
e
X
x
Y
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)
No.
SECTIONS
New
Former
nomenclature nomenclature
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
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
b
h
t
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
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
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
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
(Table continued on page 19)
18
C SECTIONS
Regular units of measurement are shown in parentheses.
d = depth of section (mm)
Ix = moment of inertia about axis X-X:
maximum compressive stress = 0.6 Fy (10 6 mm4)
b = flange width (mm)
Sxeff = elastic section modulus about axis X-X:
maximum compressive stress = 0.9 Fy (10 3 mm3)
h = length of lip (mm)
t = steel thickness (mm)
rx = radius of gyration about axis X-X (mm)
A = gross area of section (mm2)
Iy = moment of inertia about axis Y-Y (10 6 mm4)
C.G. = center of gravity
Syeff = elastic section modulus about axis Y-Y:
maximum compressive stress = 0.9 Fy (10 3 mm3)
S.C. = shear center
ry = radius of gyration about axis Y-Y (mm)
x = distance from center of web to center
of gravity (mm)
e = distance from center of web to shear
center (mm)
PROPERTIES
SECTIONS
Ix
Sxeff
rx
Iy
Syeff
ry
x
e
A
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
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
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
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
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
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
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
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
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
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
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.
No.
SECTIONS
New
Former
nomenclature nomenclature
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
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
= 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
Vr
Pr
Lu
Mre
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
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
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
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
(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
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
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
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
h
b
t
d
t/2
S.C.
X
C.G.
e
X
x
Y
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.)
No.
SECTIONS
New
Former
nomenclature nomenclature
d
b
h
t
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
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
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
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
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
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
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
(Table continued on page 23)
22
C SECTIONS
Regular units of measurement are shown in parentheses.
d = depth of section (in.)
Ix = moment of inertia about axis X-X:
maximum compressive stress = 0.6 Fy (in.4)
b = flange width (in.)
Sxeff = elastic section modulus about axis X-X:
maximum compressive stress = 0.9 Fy (in.3)
h = length of lip (in.)
t = steel thickness (in.)
rx = radius of gyration about axis X-X (in.)
A = gross area of section (in.2)
Iy = moment of inertia about axis Y-Y (in.4)
C.G. = center of gravity
Syeff = elastic section modulus about axis Y-Y:
maximum compressive stress = 0.9 Fy (in.3)
S.C. = shear center
ry = radius of gyration about axis Y-Y (in.)
x = distance from center of web to center
of gravity (in.)
e = distance from center of web to shear
center (in.)
PROPERTIES
SECTIONS
Ix
Sxeff
rx
Iy
Syeff
ry
x
e
A
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
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
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
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
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
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
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
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
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
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
Vr
Pr
= 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
SECTIONS
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.
No.
New
nomenclature
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
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
Pr
Lu
Mre
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
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
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
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
(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
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 f-
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
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
The 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.
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
b
01
01
02
d
02
d
t
t
h
h
E4
E3
E4
P
S1
E1
E2
S2
L
C (camber)
DIMENSION OR ANGLE
26
FABRICATION TOLERANCE
mm
b,d
±5
h
+10, -3
01
±3
02
±5
P,L
±3
C
0.002L
E1,E2,E3,E4
±3
S1,S2
±2
t
according to CAN/CSA-S136
Z SECTIONS
NEW
NOMENCLATURE
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
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
NEW NOMENCLATURE
FORMER NOMENCLATURE
SI
SI
EXAMPLE: 152Z76-144M
EXAMPLE: Z152x4.5
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)
IMPERIAL
EXAMPLE: 600Z300-57
With 600
Z
300
57
=
=
=
=
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
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.)
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
Z
b
h
d
t
O
W
t/2
C.G. & S.C.
X
X
Z
W
Y
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)
No.
SECTIONS
New
Former
nomenclature nomenclature
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
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
b
h
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
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
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
(Table continued on page 29)
28
Z SECTIONS
Regular units of measurement are shown in parentheses.
d = depth of section (mm)
Ix = moment of inertia about axis X-X:
maximum compressive stress = 0.6 Fy (10 6 mm4)
b = flange width (mm)
Sxeff = elastic section modulus about axis X-X:
maximum compressive stress = 0.9 Fy (10 3 mm3)
h = length of lip (mm)
t = steel thickness (mm)
rx = radius of gyration about axis X-X (mm)
A = gross area of section (mm2)
Iy = moment of inertia about axis Y-Y (10 6 mm4)
C.G. = center of gravity
Syeff = elastic section modulus about axis Y-Y:
maximum compressive stress = 0.9 Fy (10 3 mm3)
S.C. = shear center
ry = radius of gyration about axis Y-Y (mm)
rmin = radius of gyration about axis Z-Z (mm)
0 = angle between Z-Z axis and Y-Y axis (degrees)
PROPERTIES
SECTIONS
Ix
Sxeff
rx
Iy
Syeff
ry
rmin
0
A
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
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
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
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
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
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
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
-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
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
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
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.
No.
New
nomenclature
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
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
Pr
Lu
Mre
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
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
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
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
(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
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
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.
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
Z
b
h
d
t
O
W
t/2
C.G. & S.C.
X
X
Z
W
Y
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.)
No.
SECTIONS
New
Former
nomenclature nomenclature
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
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
b
h
t
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
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
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
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
(Table continued on page 33)
32
Z SECTIONS
Regular units of measurement are shown in parentheses.
d = depth of section (in.)
Ix = moment of inertia about axis X-X:
maximum compressive stress = 0.6 Fy (in.4)
b = flange width (in.)
Sxeff = elastic section modulus about axis X-X:
maximum compressive stress = 0.9 Fy (in.3)
h = length of lip (in.)
t = steel thickness (in.)
rx = radius of gyration about axis X-X (in.)
A = gross area of section (in.2)
Iy = moment of inertia about axis Y-Y ( in.4)
C.G. = center of gravity
Syeff = elastic section modulus about axis Y-Y:
maximum compressive stress = 0.9 Fy ( in.3)
S.C. = shear center
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
Sxeff
rx
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
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
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
SECTIONS
Syeff
ry
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
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
A
-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
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
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
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.
No.
New
nomenclature
Former
nomenclature
Vr
Pr
Lu
Mre
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
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
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
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
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
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
(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
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 f-
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
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
The 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.
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.)
76 mm (3 in.)
76 mm (3 in.)
=
102 mm (4 in.)
=
21 mm holes (13/16 in.) Ø
14 mm x 19 mm holes
(9/16 in. x 3/4 in.)
14 mm x 19 mm holes
(9/16 in. x 3/4 in.)
SAG
ROD HOLES
=
76 mm (3 in.)
=
14 mm holes (9/16 in.)
21 mm holes (13/16 in.)
D. C.
FABRICATION
CL
MARKS
EL:
800S275-71
G108
800S275-71
EL:
W
G108
W
The plant fabrication mark is found
on the same extremity as that
indicated on the shop drawing.
EL:
EL:
36
STANDARD FEATURES OF C AND Z SECTIONS
OVERLAPPING Z
SECTIONS
Overlapping joints for sections < 210 mm (8 1/4 in.)
562 mm
(22 1/8 in.)
102 mm
(4 in.)
38 mm
(1 1/2 in.)
562 mm
(22 1/8 in.)
=
102 mm
(4 in.)
=
38 mm
(1 1/2 in.)
plant or jobsite
Overlapping joints for sections > 210 mm (8 1/4 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.)
=
38 mm
(1 1/2 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
40
VIEW OF BUILDING CORNER
CONNECTION DETAILS AND ACCESSORIES
FRAME
ATTACHMENT ANGLES
LG_
LG_
LG_
LG_
LG_
LG_
METRIC
TYPICAL DETAILS
Cut (mm)
36
76
36
23
102
23
57
76
57
44
102
44
44
76
76
Mark
Description (mm)
Length (mm)
Holes (mm)
C/C (mm)
51
LG 6.9.3
LG 6.13.3
L76x51x3.0
L76x51x3.0
148
148
14
21
76
76
51
LG 6.9.4
L76x51x3.0
148
14
102
51
LG 8.9.3
LG 8.13.3
L76x51x3.0
L76x51x3.0
190
190
14
21
76
76
51
LG 8.9.4
LG 8.13.4
L76x51x3.0
L76x51x3.0
190
190
14
21
102
102
51
LG 10.9
LG 10.13
L76x51x3.0
L76x51x3.0
240
240
14
21
76
76
44
IMPERIAL
TYPICAL DETAILS
Cut (in.)
1 7/16
3
1 7/16
15/16
4
15/16
2 1/4
1 3/4
4
3
Description (in.)
Length (in.)
Holes (in.)
C/C (in.)
2
LG 6.9.3
LG 6.13.3
L3x2x0.12
L3x2x0.12
5 7/8
5 7/8
9/16
13/16
3
3
2
LG 6.9.4
L3x2x0.12
5 7/8
9/16
4
2
LG 8.9.3
LG 8.13.3
L3x2x0.12
L3x2x0.12
7 1/2
7 1/2
9/16
13/16
3
3
2
LG 8.9.4
LG 8.13.4
L3x2x0.12
L3x2x0.12
7 1/2
7 1/2
9/16
13/16
4
4
2
LG 10.9
LG 10.13
L3x2x0.12
L3x2x0.12
9 1/2
9 1/2
9/16
13/16
3
3
1 3/4
3
1 3/4
A1011 Gr 50 Steel
Mark
2 1/4
3
1 3/4
A1011 Gr 50 Steel
41
CONNECTION DETAILS AND ACCESSORIES
ANGLE
CLOSURES
LC_
LC_
METRIC
LC_
Mark
Description (mm)
Length (mm)
LC 4.35
L102x90x2.3
6,096
LC 3.30
L76x76x2.3
6,096
LC 3.20
L76x51x2.3
6,096
Mark
Description (in.)
Length (ft.)
LC 4.35
L4x3,5x0.09
20
LC 3.30
L3x3x0.09
20
LC 3.20
L3x2x0.09
20
IMPERIAL
42
PURLINS AND GIRTS – APPENDIX 1
CUTTING
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 estimation.girts@canam.ws.
Date:
Company:
Contact person:
Telephone:
Project name:
Email:
❏ Grey
❏ Red
Indicate Option 1 or Option 2 and hole preferences
❏ Option 1
SAG ROD HOLES
❏
=
76 mm
(3 in.)
102 mm
(4 in.)
76 mm (3 in.)
76 mm (3 in.)
=
=
❏
Dimensions A and B
Length
NOMENCLATURE
38 mm (1 1/2 in.)
38 mm (1 1/2 in.)
=
76 mm (3 in.)
❏ Option 2
=
❏ None
=
Primer:
❏ 21 mm holes (13/16 in.)
holes x 19 mm
❏ 14 mm
(9/16 in. x 3/4 in.)
holes x 19 mm
❏ 14 mm
(9/16 in. x 3/4 in.)
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
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 gedeon.dessin@canam.ws.
Date:
Company:
Contact person:
Telephone:
Project name:
Email:
TYPICAL END
CONNECTION
32 mm (1 1/4 in.)
to
38 mm (1 1/2 in.)
"
❑ 21 mm holes (13/16 in.)
76 mm
❑ (3 in.)
(3/4 in.)
"
❑ 14 mm X 19 mm holes
(9/16 in.)
❑ 21 mm holes (13/16 in.)
❑ 14 mm X 19 mm holes
=
76 mm
(3 in.)
76 mm
(3 in.)
=
❑ 14 mm X 19 mm holes
(9/16 in.)
mm
❑102
(4 in.)
32 mm (1 1/4 in.)
to
38 mm (1 1/2 in.)
(3/4 in.)
(9/16 in.)
(3/4 in.)
❑ 14 mm X19 mm holes
(9/16 in.)
(3/4 in.)
❑ G150
❑ G200
❑ G230
❑ G250
❑ G300
❑ G350
❑ G230
❑ G250
❑ G300
❑ G350
❑ Z150
❑ Z200
❑ Z230
❑ Z250
❑ Z300
❑ Z350
❑ Z230
❑ Z250
❑ Z300
❑ Z350
(Z8)
PRIMER:
(G9)
❑
None
❑
Grey
❑
Red
(Z9)
(G10)
(Z10)
(G12)
(Z12)
(G9)
(G14)
(Z9)
(Z14)
(G10)
(Z10)
(G12)
(Z12)
(G14)
(Z14)
SAG ROD HOLES
A X IS
76 mm (3 in.)
"
(Z6)
(G8)
❑ 14 mm holes
"
(G6)
❑ 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
_____ - (7,620 mm to 9,150 mm) 25 ft. to 30 ft. - 0 in.
❑
Other: ________________________________
_____ - (9,150 mm and over) 30 ft. and over
_____ - (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.
BRACING CLEARANCE
❑ Slot
❑ Holes
Angles and bolts
(supplied by Canam)
❑
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
Angle
(not supplied by Canam)
W-beam
Girt or
C section
38 mm
(1 1/2 in.)
Angle
(supplied by Canam)
51 mm
(2 in.)
12 mm
(1/2 in.)
51 mm
(2 in.)
❑
14 mm x 19 mm holes
(9/16 in. x 3/4 in.)
❑
21 mm holes (13/16 in.)
____
❑
14 mm x 19 mm holes
(9/16 in. x 3/4 in.)
❑
21 mm holes (13/16 in.)
Angle
(supplied by Canam)
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.)
❑
❑
14 mm holes (9/16 in.)
21 mm holes (13/16 in.)
Anchors
(not supplied by Canam)
51 mm
(2 in.)
Angle
(supplied by Canam)
❑
❑
❑
0 mm (0 in.)
12 mm (1/2 in.)
25 mm (1 in.)
OR
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
CONTACT OUR EXPERTS
JOISTS
JOISTS:
STEEL DECK
JOIST GIRDERS:
STEEL DECK DIAPHRAGM
STEEL DECK:
SPECIFICATION GUIDE (JOIST GIRDERS)
COLD-FORMED PRODUCTS: www.canam-steeljoist.ws/contactus-coldformed
PURLINS AND GIRTS
ENGINEERING SERVICES: www.canam-steeljoist.ws/contactus-engineering
www.canam-steeljoist.ws/contactus-joist
www.canam-steeljoist.ws/contactus-girder
www.canam-steeljoist.ws/contactus-steeldeck
Discover our interactive engineering tools at www.canam.ws/tools
46
PLANTS AND SALES OFFICES ADDRESSES
Canam Group Inc.
www.canamgroup.ws
Canam Canada
www.canam.ws
Canam United States
www.canam.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
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
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
Administrative Center
270, chemin Du Tremblay
Boucherville (Québec) J4B 5X9
Telephone: 450-641-4000
Toll-free: 1-866-506-4000
Fax: 450-641-4001
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
Illinois
Plant and Sales Office – SDI
9 Unytite Drive
Peru, Illinois 61354
Telephone: 815-224-9588
Fax: 815-224-9590
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
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
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
47
NOTES
48
NOTES
49
NOTES
50
50 %
1-877-499-6049
www.canam.ws
Printed in Canada 05/2011
© Canam Group Inc., 2001-2011
Last modified on 05/2011
Better Building Solutions