" High-Strength Low-Alloy Structural Steel with 50 ksi (345 MPa)
Minimum Yield Point to 4 inches (100 mm) thick, ASTM A588/
A588M
" Steel, Sheet and Strip, High-Strength, Low-Alloy, Hot-Rolled
This specification covers the design, manufacture and use of
and Cold-Rolled, with Improved Corrosion Resistance,
Special Profile Steel Joists, SP-Series. Load and Resistance
ASTM A606
Factor Design (LRFD) and Allowable Strength Design (ASD) are
" Steel, Sheet, Cold-Rolled, Carbon, Structural, High Strength
included in this specification.
Low-Alloy and High-Strength Low-Alloy with Improved
Formability, ASTM A1008/A1008M
" Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural,
High-Strength Low-Alloy and High-Strength Low-Alloy with
Improved Formability, and Ultra-High Strength, ASTM A1011/
The term Special Profile Steel Joists, SP-Series as used
A1011M
herein, refers to open web, load-carrying members utilizing hot-
rolled or cold-formed steel, including cold-formed steel whose or shall be of suitable quality ordered or produced to other than
yield strength has been attained by cold working. SP-Series steel the listed specifications, provided that such material in the state
joists are suitable for the direct support of roof decks in buildings. used for final assembly and manufacture is weldable and is proven
by tests performed by the producer or manufacturer to have the
The design of SP-Series joists chord and web sections shall be
properties specified in Section 902.2.
based on a yield strength of at least 36 ksi (250 MPa), but not
greater than 50 ksi (345 MPa). Steel used for SP-Series joist
902.2 MECHANICAL PROPERTIES
chord or web sections shall have a minimum yield strength
determined in accordance with one of the procedures specified
The yield strength used as a basis for the design stresses
in Section 902.2, which is equal to the yield strength assumed
prescribed in Section 903 shall be either 36 ksi (250 MPa) or 50
in the design. SP-Series joists shall be designed in accordance
ksi (345 MPa). Evidence that the steel furnished meets or exceeds
with these specifications to support the loads specified in the
the design yield strength shall, if requested, be provided in the
joist designation.
form of an affidavit or by witnessed or certified test reports.
The term Yield Strength as used herein shall designate the
For material used without consideration of increase in yield
yield level of a material as determined by the applicable method
strength resulting from cold forming, the specimens shall be taken
outlined in paragraph 13.1 Yield Point, and in paragraph 13.2
from as-rolled material. In the case of material, the mechanical
Yield Strength, of ASTM A370, Standard Test Methods and
properties of which conform to the requirements of one of the
Definitions for Mechanical Testing of Steel Products, or as
listed specifications, the test specimens and procedures shall
specified in Section 902.2 of this specification.
conform to those of such specifications and to ASTM A370.
In the case of material, the mechanical properties of which do not
conform to the requirements of one of the listed specifications,
the test specimens and procedures shall conform to the applicable
requirements of ASTM A370, and the specimens shall exhibit a
902.1 STEEL
yield strength equal to or exceeding the design yield strength
and an elongation of not less than (a) 20 percent in 2 inches (51
The steel used in the manufacture of chord and web sections
mm) for sheet and strip, or (b) 18 percent in 8 inches (203 mm)
shall conform to one of the following ASTM specifications:
for plates, shapes, and bars with adjustments for thickness for
" Carbon Structural Steel, ASTM A36/A36M
plates, shapes, and bars as prescribed in ASTM A36/A36M, A242/
" High-Strength Low-Alloy Structural Steel, ASTM A242/A242M
A242M, A529/A529M, A572/A572M, A588/A588M, whichever
specification is applicable on the basis of design yield strength.
" High-Strength Carbon-Manganese Steel of Structural Quality,
ASTM A529/A529M, Grade 50
The number of tests shall be as prescribed in ASTM A6/A6M for
" High-Strength Low-Alloy Columbium-Vanadium Structural
plates, shapes, and bars; and ASTM A606, A1008/A1008M and
Steel, ASTM A572/A572M, Grade 42 and 50
A1011/A1011M for sheet and strip.
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Introduction
Special Profile Joists
SP-Series Design
SP-Series Tables
Standard Specification
STANDARD SPECIFICATION, SP-SERIES
If as-formed strength is utilized, the test reports shall show the 902.4 PAINT
results of tests performed on full section specimens in accordance
The standard shop paint is intended to protect the steel for
with the provisions of the AISI North American Specifications
only a short period of exposure in ordinary atmospheric
for the Design of Cold-Formed Steel Structural Members. They
conditions and shall be considered an impermanent and
shall also indicate compliance with these provisions and with the
provisional coating. When specified, the standard shop paint
following additional requirements:
shall conform to one of the following:
a) The yield strength calculated from the test data shall equal or
a) Steel Structures Painting Council Specification, SSPC No. 15
exceed the design yield strength.
b) Shall be a shop paint which meets the minimum performance
b) Where tension tests are made for acceptance and control
requirements of the above listed specification
purposes, the tensile strength shall be at least 6 percent
greater than the yield strength of the section.
c) Where compression tests are used for acceptance and control
purposes, the specimen shall withstand a gross shortening of
2 percent of its original length without cracking. The length
of the specimen shall be not greater than 20 times the least 903.1 METHOD
radius of gyration.
SP-Series joists shall be designed in accordance with these
d) If any test specimen fails to pass the requirements of the
specifications as simply supported, uniformly loaded trusses
subparagraphs (a), (b), or (c) above, as applicable, two retests
supporting a roof deck so constructed as to brace the top
shall be made of specimens from the same lot. Failure of
chord of the joists against lateral buckling. All joists are
one of the retest specimens to meet such requirements
designed as pinned at one end and roller bearing on the
shall be the cause for rejection of the lot represented by
opposite end to prevent horizontal thrust to the supporting
the specimens.
structure. The end fixity conditions of Scissor and Arch joists
require special consideration from the specifying professional
902.3 WELDING ELECTRODES
regarding end anchorage conditions. (See Sections 904.1 and 904.7)
The following electrodes shall be used for arc welding:
Where any applicable design feature is not specifically covered
herein, the design shall be in accordance with the following
a) For connected members both having a specified minimum
specifications:
yield strength greater than 36 ksi (250 MPa):
AWS A5.1: E70XX
a) Where the steel used consists of hot-rolled shapes, bars or
AWS A5.5: E70XX-X
plates, use the American Institute of Steel Construction,
AWS A5.17: F7XX-EXXX, F7XX-ECXXX flux-electrode
Specification for Structural Steel Buildings.
combination
AWS A5.18: ER70S-X, E70C-XC, E70C-XM
b) For members that are cold-formed from sheet or strip
AWS A5.20: E7XT-X, E7XT-XM
steel, use the American Iron and Steel Institute, North
AWS A5.23: F7XX-EXXX-XX, F7XX-ECXXX-XX
American Specification for the Design of Cold-Formed Steel
AWS A5.28: ER70S-XXX, E70C-XXX
Structural Members.
AWS A5.29: E7XTX-X, E7XTX-XM
Design Basis:
b) For connected members both having a specified minimum yield
Designs shall be made according to the provisions in this
strength of 36 ksi (250 MPa) or one having a specified minimum
Specification for either Load and Resistance Factor Design (LRFD)
yield strength of 36 ksi (250 MPa), and the other having a
or for Allowable Strength Design (ASD).
specified minimum yield strength greater than 36 ksi (250 MPa):
Load Combinations:
AWS A5.1: E60XX
AWS A5.17: F6XX-EXXX, F6XX-ECXXX flux-electrode
LRFD:
combination
AWS A5.20: E6XT-X, E6XT-XM
When load combinations are not specified to NMBS, the required
AWS A5.29: E6XTX-X, E6XTX-XM
stress shall be computed for the factored loads based on the
or any of those listed in Section 902.3(a)
factors and load combinations as follows:
1.4D
Other welding methods, providing equivalent strength as
1.2D + 1.6 (L, or L , or S, or R)
r
demonstrated by tests, may be used.
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Introduction
Special Profile Joists
SP-Series Design
SP-Series Tables
Standard Specification
STANDARD SPECIFICATION, SP-SERIES
ASD:
QFy
ć
ł
ASD:
QFy
Ł ł ć
ę0.658 Fe śFy ł
ASD:
When load combinations are not specified to NMBS, the Fcr = Q
ASD:
ę ś Fe
y
ę0 ł śFy
required stress shall be computed based on the load Fcr = QćQF.658Ł ł
When load combinations are not specified to NMBS, the
Fe
ę ś
Ł ł
ę0.658 ę śFy ś
When load combinations are not are not specified NMBS, the required Fcr = Q (903.2-3)
When load combinations specified to NMBS,
combinations as follows:
required stress shall be computed to on the load
based the
ASD:
QFy
ę ś ć
ę ś ł
required stress shall be computed based on the load
combinations as follows:
stress shall be computed based on the load combinations as follows:
ę śQ ę0.658 Fe śFy (903.2-3)
Ł ł
D (903.2-3)
When Fcr = (903.2-3)
combinations as follows: load combinations are not specified to NMBS, the
ę ś
D + (L, or Lr, or S, or R)
D
required stress shall be computed based on the load
D
ś
Kl
D
D + (L, or Lr, or S, or R)
For members with > 4.71ę E (903.2-3
combinations as follows:
r QFy E
D + (L, or L , or S, or R)
r
D + (L, or Lr, or S, or R) Kl
Where:
For members with
For members with > 4.71
r QFy
D Kl E
Where: For members with > 4.71
D = dead load D + (L, or Lr, or S, or R) the structural r QFy
due to the weight of
Where:
Where:
elements and the permanent features of the
D = dead load due to the weight of the structural
Kl E
For members with > 4.71
D elements to the permanent features of the Fcr = 0.877Fe
= dead load due to the weight of the structural elements
r (903.2-4)
QFy
D = dead load due the weight of the structural
structure
and
Where:
F = 0.877F (903.2-4)
cr
and the permanent features of the structure
elements and the permanent features of the
L = live load due to occupancy and movable equipment Fe = 0.877Fe (903.2-4)
structure
cr
Fcr = 0.877Fe (903.2-4)
structure
Lr = roof live load
L = = live load due tooccupancy andmovable equipment
L liveD = dead load due to the weight of the structural
load due to occupancy and movable equipment
elements and the permanent features of the F = Elastic buckling stress determined in accordance
L = live load due to occupancy and movable equipment
S = snow load
Lr = r roof live load
L = roof live load
Fe = Elastic buckling stress determined in accordance
e
Fcr = (903.2-4
Lr = roof live load with Equation 903.2-50 .877Fe
R = load due initial
S =
S snow load rainwater or ice exclusive of the with Equation 903.2-5
= to = structure Fe = Elastic buckling stress determined in accordance
snow load
S = snow load L live load due to occupancy and movable equipment with Equation 903.2-5
ponding contribution
R =
R load initial to initial rainwater or ice exclusive of
= to r due roof live load
load due to initial rainwater or ice exclusive of the the Fe = Elastic buckling stress determined in accordance
L =
R = load due rainwater
ponding contribution or ice exclusive of the
with Equation 903.2-5
pondingsnow load
contribution
p2 E
S =
ponding contribution
The current ASCE 7, Minimum Design Loads for Buildings and
Fe = Elastic buckling stress determined in accordan
Fe = (903.2-5)
R = load initial and load 2 E
for to rainwater
Other Structures shall be used due LRFD ASD or ice exclusive of the
The current ASCE 7, Minimum Design Loads for Buildings and
(903.2-5)
KlFeE= p2with Equation 903.2-5
(903.2-5)
( )
p2
ponding contribution 2
The current ASCE 7, Minimum Design Loads for Buildings and Buildings
The current ASCE 7, Minimum Design Loads for
combinations. This provision pertains exclusively to the
Other Structures shall be used for LRFD and ASD load r
Fe = Kl (903.2-5)
( )
2
Other Structures shall be used for
combination of loads and does not imply NMBS verify or
combinations. This provision pertains exclusively to the
and Other Structures shall LRFD for LRFD and ASD load For hot-rolled sections, Q is the full reduction factor for slender
be that and ASD load r
used
Kl
( )
p2 E
The current ASCE 7, Minimum Design Loads for Buildings and
combinations. This provision pertains exclusively to the
generate load development for Special Profile Joists. r
combination of loads and does not imply that NMBS verify or
Fe = (903.2-5
combinations. This provision be exclusively to the
pertains
Other Structures shall compression elements.
combination of loads and does not imply that used for LRFD and ASD load hot-rolled sections, Q is 2 full reduction factor for
NMBS verify or
generate load development for Special Profile Joists.
Klthe
( )
combination of loads and does not imply that NMBS generate or to For
combinations. This provision pertains exclusively the
generate load development for Special Profile Joists. r
903.2 DESIGN AND ALLOWABLE STRESSES
slender compression elements.
For hot-rolled sections, Q is the full reduction
verify load development for SP-Series.
Design Stress = 0.9F (LRFD)
combination of loads and does not imply that NMBS verify or hot-rolled sections, Q is the full reduction (903.2-6) factor for
cr
903.2 DESIGN AND ALLOWABLE STRESSES
For factor for
slender compression elements.
generate load development for Special Profile Joists.
(ASD) (903.2-7)
903.2 DESIGN AND ALLOWABLE STRESSES Allowable Stress = 0.6F (LRFD) (903.2-6)
Design Using Load and Resistance Factor Design (LRFD)
slender compression elements.
Design Stress = 0.9Fcrcr
903.2 DESIGN AND ALLOWABLE STRESSES
Design Using Load and Resistance Factor Design (LRFD) For hot-rolled sections,
Allowable Stress = 0.6Fcr (ASD) cr Q (903.2-7) reduction factor
Design Stress = 0.9F (LRFD) is the full
(903.2-6)
Design Using Load and Resistance Factor Design (LRFD) In the above equations, ! is taken as the distance in inches (mm)
Joists shall have 903.2 DESIGN AND ALLOWABLE STRESSES slender compression elements.
their components so proportioned that the
Design Stress = 0.9Fcr (LRFD) (903.2-6)
Allowable Stress = 0.6Fcr (ASD) (903.2-7)
Design Using Load and Resistance Factor Design (LRFD)
Joists shall have their components so Allowable Stress = 0.6Fcr (ASD) (903.2-7)
required stresses, fu, shall not exceed fFn where, proportioned that the between panel points for the chord members and the appropriate
In the above equations, l is taken as the distance in
Joists shall have Design Using Load and Resistance Factor Design (LRFD) In the above Design Stress is taken as the distance in
their components so proportioned that the = 0.9Fcr (LRFD) (903.2-6
required stresses, fu, shall not exceed fFn where,
length for web members, and r is the corresponding least radius
equations, l
inches (mm) between panel points for the chord members
Joists shall have their ksi (MPa) so proportioned that the
components
Allowable Stress as (903.2-7
= 0.6Fcr (ASD)
required stresses, fu, shall not exceed fFn where,
fu = required stress
In the above equations, l is taken the distance in
inches (mm) between panel points for the chord members
and the appropriate length for web members, and r is the
of gyration of the member or any component thereof. E is equal
Joists shall have ksi (MPa) n so proportioned that inches (mm) between panel points for the chord members
their components the
required stresses, f , shall not exceed ŚF where,
Fn = nominal stress u
fu = required stress ksi (MPa)
and the appropriate length for web members, and r is the
corresponding least radius of gyration of the member or
to 29,000 ksi (200,000 MPa).
required stresses, fu, shall not exceed fFn where,
as the
fu = required stress ksi (MPa) In the above equations, l is taken member distance
Fn = nominal stress
f = resistance factor ksi (MPa)
and the appropriate length for web members, and r is the
corresponding least radius of gyration of the
any component thereof. E is equal to 29,000 ksi (200,000 or
f = required stress ksi (MPa)
u
Fn n = nominal stress ksi (MPa)
f = resistance factor ksi (MPa)
fF = design stress
corresponding of gyration of the member or
MPa). any component thereof. E is equal to 29,000 ksi (200,000
Use 1.2 !/r for least radius first primary compression web
a inches (mm) between panel points for the chord memb
crimped,
x
F = nominal stress ksi (MPa)
n
fu = required stress ksi (MPa) ksi (MPa)
f = resistance factor and the appropriate length for web members, and r is
fFn = design stress
any component thereof. E is equal to 29,000 ksi (200,000
MPa).
member when a moment-resistant weld group is not used for
Ś = resistance factor
Fn ksi (MPa)
fFn = design stress = nominal stress ksi (MPa) least radius
Design Using Allowable Strength Design (ASD) corresponding primary of gyration of the member
MPa).
Use 1.2 l rx for a x
this member; where rcrimped, first compression web
= member radius of gyration in the plane
f = resistance factor
ŚF = design stress ksi (MPa)
n
Design Using Allowable Strength Design (ASD)
Use 1.2 lany component thereof. E is equal to 29,000 ksi (200,0
rx for a crimped, first primary compression
member when a moment-resistant weld group is not used web
Joists shall have their
of the joist.
fFcomponents so proportioned that the
= design stress ksi (MPa)
n
Design Using Allowable Strength Design (ASD)
Use 1.2member; where = member radius of gyration in
l rx for a MPa). first primary compression web
crimped,
for this member when a moment-resistant weld group is not used
rx
Joists shall have their components so proportioned that the
required stresses, f, shall not exceed Fn / W where,
Design Using Allowable Strength Design (ASD)
for this member;
Joists shall have Design Using Allowable Strength Design (ASD) member when a moment-resistant weld group is not used in
their components so proportioned that the the plane of the joist. where r = member radius of gyration
required stresses, f, shall not exceed Fn / W where,
For cold-formed sections the method of calculating the nominal
rx
Use 1.2xl= for xa crimped, of gyration in compression w
Joists shall have their ksi (MPa) so proportioned that the column strength is given in the AISI North American Specification
components for this member; where r
required stresses, f, shall not exceed Fn / W where, the plane of the joist. member radius first primary
fu = required stress
Joists shall have ksi (MPa) n so proportioned that For
their components the cold-formed member when a moment-resistant weld group is not us
the plane of the joist.
required stresses, f, shall not exceed F /ś where,
sections the method of calculating the
Fn = nominal stress
fu = required stress ksi (MPa)
for the Design of Cold-Formed Steel Structural Members.
rx = member radius
required stresses, f, shall not exceed Fn / W where,
fu = required stress ksi (MPa)
nominal column for this member; where the AISI North the
strength is given in
Fn = nominal stress ksi (MPa) For cold-formed sections the method of calculating of gyration
W = safety factor
f = required stress ksi (MPa)
u
the plane of the joist.
the method given in the AISI
Fn /W = allowable stress ksi (MPa) For cold-formed sections strength of calculating the
American Specification for Design Cold-Formed
nominal column
W = safety factor
Fn = nominal stress ksi (MPa)
(c) Bending: Śb = 0.90 (LRFD), ś the for is in Design of North North
= 1.67 (ASD)of Cold-Formed
b
F = nominal stress ksi (MPa)
n
fu = required stress ksi (MPa) ksi (MPa)
nominal column strength is given the AISI
Steel Structural Members.
W = safety factor American Specification the
Stresses:
Fn/W = allowable stress
ś = safety factor ksi (MPa) For cold-formed sections the method of calculating
Fn = nominal stress ksi (MPa)
American Specification for the Design of
Steel Structural Members.
Fn/W = allowable stress
Stresses:
Bending calculations are to be based strength Cold-Formed the AISI No
on using is elastic
the
(a) Tension: ft = 0.90 (LRFD), Wt = 1.67 (ASD) nominal column
W = safety factor
F /ś = allowable stress ksi (MPa) Steel Structural Members.
Stresses: n (c) Bending: fb = 0.90 (LRFD), Wb = 1.67 (ASD) given in
section modulus.
American Specification for the Design of Cold-Form
(a) Tension: ft = 0.90 (LRFD), Wt = 1.67 (ASD)
Fn/W = allowable stress ksi (MPa)
(c) Bending: fb = 0.90 (LRFD), Wb = 1.67 (ASD)
(a) Tension: ft = 0.90 (LRFD), Wt = 1.67 (ASD)
For Chords: Fy = 50 ksi (345 MPa) Steel Structural Members.
Stresses: (c) Bending: fb = 0.90 (LRFD), Wb = 1.67 (ASD)
Stresses:
Bending calculations are to be based on using the elastic
For chords and web members other than solid rounds:
For Webs: Fy = 50 ksi (345 MPa), or
For Chords: Fy = 50 ksi (345 MPa)
section modulus.
Bending calculations are to be based on using the elastic
(a) Tension: Śt = 0.90 (LRFD), ś = 1.67 (ASD)
(a) Tension: f= 50 ksi (345 MPa), or
t
For Chords: Fy = 50 ksi (345 MPa)
Fy = 36 ksi (250 MPa) F = 50 ksi (345 MPa)
For Webs: Fy t = 0.90 (LRFD), Wt = 1.67 (ASD) Bending calculations are to be based on using the elastic
y (c) Bending: fb = 0.90 (LRFD), Wb = 1.67 (ASD)
section modulus.
For Webs: Fy = 50 ksi (345 MPa), or
Fy = 36 ksi (250 MPa)
section modulus.
For chords and web members other than solid
For chords: F = 50 ksi (345 MPa) (903.2-1)
For Chords:
y y
Fy = 36 ksi (250 MPa)
Design Stress = 0.9F (LRFD) (903.2-8)
Design Stress = 0.9Fy (LRFD) F = 50 ksi (345 MPa) rounds: For chords and web members other than solid
Bending calculations are to be based on using the ela
y
Fy = 50 ksi (345 MPa), or
For webs: For Webs: = 0.9Fy (LRFD) (903.2-1) Allowable Stressand web y (ASD) other than solid
F = 50 ksi (345 MPa) or
Allowable Stress = 0.6Fy (ASD) (903.2-2)
Design Stress y section modulus.
For chords = 0.6Fmembers (903.2-9)
rounds:
= 36 ksi (250 MPa) Fy = 50 ksi (345 MPa)
Design Stress = 0.9Fy (LRFD) Fy (903.2-1)
Allowable Stress = 0.6Fy (ASD) (903.2-2)
F = 36 ksi (250 MPa)
y rounds:
Fy = 50 ksi (345 MPa)
Allowable Stress c = 0.90 (LRFD), Wc = 1.67 (ASD)
= 0.6Fy (ASD) (903.2-2)
(b) Compression: f For chords and web members other than s
For web members of solid round cross section:
Design Stress = 0.9F = 1.67 (ASD) (903.2-1) Design Stress = 0.9Fy (LRFD) (903.2-8)
rounds:
(b) Compression: fc = 0.90 (LRFD), Wcy (LRFD) (903.2-1)
Design Stress = 0.9F (LRFD)
y
F Fy = 50 ksi (345 MPa) = 36 ksi (250 MPa)
= 50 ksi (345 MPa) or F
y y
Allowable Stress = 0.6Fy (ASD) (903.2-2) Allowable Stress = 0.6Fy (ASD) y (903.2-9)
Design Stress = 0.9F (LRFD) (903.2-8)
(b) Compression: fc = 0.90 (LRFD), Wy = 1.67 (ASD)
Allowable Stress (903.2-2)
Kl E= 0.6Fc (ASD)
For members with Ł 4.71 Fy = 50 ksi (345 MPa)
Design Stress = 0.9Fy (LRFD) (903.2-8)
Allowable Stress = 0.6Fy (ASD) (903.2-9)
r QFy E
Design Stress = 1.45F (LRFD) (903.2-10)
Kl y
For members with Ł 4.71
For web members of solid round cross section:
(b) Compression: fc = 0.90 (LRFD), Wc = 1.67 (ASD) Allowable Stress = 0.6Fy (ASD) (903.2-9)
r QFy
(b) Compression: Śc = 0.90 (LRFD), ś = 1.67 (ASD)
Kl E c
Allowable Stress = 0.95F (ASD) (903.2-11)
y
For members with Ł 4.71 Design Stress = 0.9Fy (LRFD) (903.2-8
For web members of solid round cross section:
r QFy
Fy = 50 ksi (345 MPa), or Fy = 36 ksi (250 MPa)
Allowable Stress = 0.6Fy (ASD) (903.2-9
For web members of solid round cross section:
Kl E
Fy = 50 ksi (345 MPa), or Fy = 36 ksi (250 MPa)
For members with Ł 4.71
For members with
r QFy
Fy = 50 ksi (345 MPa), or Fy = 36 ksi (250 MPa)
Design Stress = 1.45Fy (LRFD) (903.2-10)
For web members of solid round cross section:
Design Stress = 1.45Fy (LRFD) (903.2-10)
Fy = 50 ksi (345 MPa), or Fy = 36 ksi (250 MPa)
Design Stress = 1.45Fy (LRFD) (903.2-10)
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Design Stress = 1.45Fy (LRFD) (903.2-1
85
85
85
Introduction
Special Profile Joists
SP-Series Design
SP-Series Tables
Standard Specification
STANDARD SPECIFICATION, SP-SERIES
For bearing plates: For chords rolled to a radius, the secondary moment stress
F = 50 ksi (345 MPa) or F = 36 ksi (250 MPa) For chords rolled to a radius the secondary moment stress
Allowable Stress = 0.95Fy (ASD) (903.2-11) shall be equal to:
y y
shall be equal to:
For bearing plates:
Design Stress = 1.35F (LRFD) (903.2-12)
y
2
ć
Pr c d
Allowable Stress = 0.90F (ASD) (903.2-13)
Fy = 50 ksi (345 MPa), or Fy = 36 ksi (250 MPa)
y
s = R - R2 - (903.2-17)
divergence
Ix 4
Ł ł
(d) Weld Strength:
Design Stress = 1.35Fy (LRFD) (903.2-12)
(903.2-17)
Allowable Stress = 0.90Fy (ASD) (903.2-13)
Pr = axial force required in the member
Shear at throat of fillet welds:
c = distance from neutral axis to the extreme fiber
(d) Weld Strength:
results in two stresses for asymmetric sections such
P = axial force required in the member
r
Nominal Shear Stress = F = 0.6F (903.2-14)
nw exx
as double angles
Shear at throat of fillet welds:
Ix = moment of inertia about axis perpendicular to radius
c = distance from neutral axis to the extreme fiber
Nominal Shear Stress = Fnw = 0.6Fexx (903.2-14)
LRFD: Św = 0.75
of divergence
results in two stress values for asymmetric sections
R = radius of divergence from neutral axis. Usually the
LRFD: fw = 0.75 such as double angles
Design Shear Strength =
radius of cold rolling for Bowstring or Arch Joists
ŚR = ŚwF A = 0.45F A (903.2-15)
n nw exx
d = straight-line distance from node to node
Design Shear Strength =
I = moment of inertia about axis perpendicular to
x
fRn = fwFnw A = 0.45Fexx A (903.2-15)
903.3 MAXIMUM SLENDERNESS RATIOS
ASD: ś = 2.0 radius of divergence
w
ASD: Ww = 2.0
The slenderness ratios, 1.0 l/r and 1.0 ls/r of members as a
Allowable Shear Strength =
R = radius of divergence from neutral axis. Usually the
Allowable Shear Strength =
whole or any component part shall not exceed the values
R /ś = F A/ś = 0.3F A (903.2-16)
n w nw w exx
radius of cold rolling for Bowstring or Arch Joists
Rn/Ww = FnwA/Ww = 0.3Fexx A (903.2-16)
given in Table 903.3-1, Parts A.
Where A = effective throat area
Where A = effective throat area
d = straight-line distance from node to node
The effective slenderness ratio, Kl/r* to be used in calculating
the nominal stresses Fcr and Fe, is the largest value as
Made with E70 series electrodes or F7XX-EXXX flux-
Made with E70 series electrodes or F7XX-EXXX
determined from Table 903.3-1, Parts B and C.
903.3 MAXIMUM SLENDERNESS RATIOS
electrode combinations.
flux-electrode combinations.
The slenderness ratios, 1.0 !/r and 1.0 !s/r of ties as a
members
In compression members when fillers or are used, they
Fexx = 70 ksi (483 MPa)
whole or any component part shall not exceed the values given
shall be spaced so that the ls/rz ratio of each component does
F = 70 ksi (483 MPa)
exx
in Table 903.3-1, Parts A.
not exceed the governing l/r ratio of the member as a whole.
Made with E60 series electrodes or F6XX-EXXX flux-
electrode combinations.
Made with E60 series electrodes or F6XX-EXXX
The terms used in Table 903.3-1 are defined as follows:
The effective slenderness ratio, K!/r to be used in calculating
flux-electrode combinations.
Fexx = 60 ksi (414 MPa)
the nominal stresses F and F , is the largest value as
cr e
l = length center-to-center of panel points, except l = 36 in.
determined from Table 903.3-1, Parts B and C. See P.N.
(914 mm) for calculating l/ry of top chord member.
F = 60 ksi (414 MPa)
Tension or compression on groove or butt welds shall be
exx
Chod and T.V. Galambos, Compression Chords Without panel
Fillers
ls = maximum length center-to-center between point
the same as those specified for the connected material.
and filler (tie), or between adjacent fillers (ties).
in Longspan Steel Joists, Research Report No. 36, June 1975
Tension or compression design or butt welds shall be the
on groove
Divergence Stress: The of chords formed into
rx = member radius of gyration in the plane of the joist.
Structural Division, Civil Engineering Department, Washington
same as those specified for the connected material.
arches through cold rolling shall include a divergence
ry = member radius of gyration out of the plane of the joist.
University, St. Louis, Mo.
stress in the design. A secondary moment in the chord
rz = least radius of gyration of a member component.
resulting from the divergence of the actual member from
Divergence Stress: The design of chords formed into arcs
In compression members when fillers or ties are used, they shall
the node-to-node linear element shall
* See P.N. Chod and T. V. Galambos, Compression
through cold rolling shall design a divergence stress be the
include in
accounted for in the design. In some cases the divergence
be spaced so that the ! /r ratio of each component does not
s
Chords Without z Fillers in Longspan Steel Joists,
design. A secondary moment in the chord resulting from the
stress may counter act the bending stress of the chord, in
Research Report No. 36, June 1975 Structural Division,
exceed the governing !/r ratio of the member as a whole.
divergence of the actual member from the node-to-node linear
this case the effects of divergence stress is ignored.
Civil Engineering Department, Washington University,
design element shall be accounted for in the design.
St. Louis, Mo.
The terms used in Table 903.3-1 are defined as follows:
! = length center-to-center of panel points, except ! =
36 inches (914 mm) for calculating !/r of top chord member.
y
! = maximum length center-to-center between panel point
s
and filler (tie), or between adjacent fillers (ties).
r = member radius of gyration in the plane of the joist.
x
r = member radius of gyration out of the plane of the joist.
y
r = least radius of gyration of a member component.
z
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Introduction
Special Profile Joists
SP-Series Design
SP-Series Tables
Standard Specification
STANDARD SPECIFICATION, SP-SERIES
TABLE 903.3-1
MAXIMUM AND EFFECTIVE SLENDERNESS RATIOS
k!/r k!/r k!/r k! /r
x y z s z
I TOP CHORD INTERIOR PANEL
A. The slenderness ratios, 1.0!/r and 1.0! /r , of members as a
s
whole or any component part shall not exceed 90.
B. The effective slenderness ratio, k!/r, to determine F where k is:
cr
1. With fillers or ties 0.75 1.0 --- 1.0
2. Without fillers or ties --- --- 0.75 ---
3. Single component members 0.75 1.0 --- ---
C. The effective slenderness ratio, k!/r, to determine F where k is:
e
1. With fillers or ties 0.75 --- --- ---
2. Without fillers or ties 0.75 --- --- ---
3. Single component members 0.75 --- --- ---
II TOP CHORD END PANEL
A. The slenderness ratios, 1.0!/r and 1.0! /r , of members as a
s
whole or any component part shall not exceed 120.
B. The effective slenderness ratio, k!/r, to determine F where k is:
cr
1. With fillers or ties 1.0 1.0 --- 1.0
2. Without fillers or ties --- --- 1.0 ---
3. Single component members 1.0 1.0 --- ---
C. The effective sl enderness ratio, k!/r, to determine F where k is:
e
1. With fillers or ties 1.0 --- --- ---
2. Without fillers or ties 1.0 --- --- ---
3. Single component members 1.0 --- --- ---
III TENSION MEMBERS CHORDS AND WEBS
A. The slenderness ratios, 1.0!/r and 1.0! /r , of members as a whole
s
or any component part shall not exceed 240.
IV COMPRESSION MEMBERS
A. The slenderness ratios, 1.0 and 1.0! /r , of members as a whole
s
or any component part shall not exceed 200.
B. The effective slenderness ratio, k!/r, to determine F where k is:
cr
1. With fillers or ties 0.75 1.0 --- 1.0
2. Without fillers or ties --- --- 1.0 ---
3. Single component members 0.75* 1.0 --- ---
* If moment-resistant weld groups are not used at the ends of a crimped, first primary compression web member, then 1.2!/rx must be used.
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Introduction
Special Profile Joists
SP-Series Design
SP-Series Tables
Standard Specification
div = Divergence stress applied where applicable as
defined in Section 903.2.17
STANDARD SPECIFICATION, SP-SERIES
Mu = required flexural strength using LRFD load
903.4 MEMBERS combinations, kip-in (N-mm)
903.4 MEMBERS
= Divergence stress applied where applicable as
= Divergence stress applied where applicable as
div
div
903.4 MEMBERS
903.4 MEMBERS
= Divergence stress applied where applicable as
ed as an axially loaded
903.4 MEMBERS = Divergence stress applied where applicable as
903.4 MEMBERS div
divdiv= Divergence stress applied where applicable as
S = elastic section modulus, in3 (mm3) =
div
903.4 MEMBERS
defined in Section 903.2.17
Divergence stress applied where applicable as
= defined in Section 903.2.17
divergence stress applied where applicable as
div
defined in Section 903.2.17
(a) Chords STANDARD SPECIFICATION SP SERIESdefined in Section 903.2.17
903.4 MEMBERS crChords
903.4 MEMBERS
903.4 MEMBERS = nominal axial compressive stress based on l/r as u = defined in Section 903.2.17
(a) Chords F defined in Section 903.2.17
STANDARD SPECIFICATION SP SERIES
udiv = = Divergence stress applied where applicable as
= Divergence stress applied where applicable as
Divergence stress applied where applicable as
div = required flexural strength using LRFD load
Mrequired flexural strength using LRFD load
div
STSTANDARD SPECIFICATION SP SERIES
ANDARD SPECIFICATION SP SERIES
M
(a) Chords
(a) defined in Equation 903.2-17
= required flexural strength using LRFD load
(a) Chords M u = required flexural strength using LRFD load
(a) Chords
u
MuM= required flexural strength using LRFD load
(a) Chordsdefined in Section 903.2(b), ksi (MPa) Mu = required flexural strength using LRFD load
combinations, kip-in (N-mm)
defined in Section 903.2.17
defined in Section 903.2.17
arched chord joist shall bottom 903.4 MEMBERS designed an axially loaded as
required flexural strength using LRFD load
903.4 MEMBERS Mcombinations, kip-in (N-mm)
combinations, kip-in (N-mm)
= defined in Section 903.2.17 3
903.4 MEMBERS u
combinations, kip-in (N-mm)
(a) The bottom chord be
Chords
(a) chord = 1 - 0.3 fchord e for end panels
(a) Chords div combinations, kip-in (N-mm) 3
The Chords shall bottom designed as an axially loaded axially loaded elastic section modulus, in 3 (mm ) 3
CThe shall chord shall axially
903.4 MEMBERS
m
S uudivergence stress applied where applicable as 3
=
M = elastic section modulus, in3
Mdiv = divergence stress applied where applicable as
= udivergence stress applied where applicable as
= divergence stress applied where applicable as (mm
required flexural strength using LRFD load
div = = required flexural strength using LRFD load
The be be loaded = div required flexural strength using LRFD load 3
bottom au/fF as an be designed an axially S = combinations, kip-in (N-mm)
ce stress per Section tension member. bottom chord shall be designed as as axially loaded = Melastic section modulus, in (mm3 (mm ) (mm3) 3
3
S = elastic section modulus, in (mm3) )
The bottom chord shall combinations, kip-in (N-mm)
S = elastic section modulus, in
= elastic section modulus, in
defined in Equation 903.2-17
defined in Equation 903.2-17
tension member. The = be designed shall designed an S S Equation 903.2-17 )
1 - 0.4 fau/fF as
Ctension member. be designed loaded an loaded defined in Equation 903.2-17
The bottom chord shall as an axially
m combinations, kip-in (N-mm)
defined in
combinations, kip-in (N-mm)
combinations, kip-in (N-mm)
F Mrequired flexural strength using LRFD load
= = required flexural strength using LRFD load
nominal axial compressive stress based on l/r as
tension member. e for interior panels
(a) Chords Fcr M= cr
on forces. (a)
tension member.
(a) Chords = nominal axial compressive stress based on l/r
S nominal axial compressive stress based on l/r as
(a) Chords u = elastic section modulus, in3 (mm33) (mm3
The bottom chord shall be designed as an axially loaded = nominal axial compressive stress based on l/r a
The Chords = shall be designed as an axially loaded crcr
bottom ychord shall
chord
The bottom tension member. designed as an axially loaded Mu required flexural strength using LRFD load
FcrFF= nominal axial compressive stress based on l/r as
F specified minimum yield strength, ksi (MPa) Fcr = S = defined in Section 903.2(b), ksi (MPa)
nominal axial compressive stress based on l/r as
M u =
(mm3)
tension memberbe S defined in Section 903.2(b), ksi (MPa)
. = elastic section modulus, in33
S u = = required flexural strength using LRFD load
elastic section modulus, in
elastic section modulus, in
= combinations, kip-in (N-mm) (mm3) )
defined in Section 903.2(b), ksi (MPa)
Bottom chords div are chords for arched = = elastic section modulus, in3 (mm3)
tension member. rolled nominal axial compressive stress based on !/r as
that rolled combinations, kip-in (N-mm)
defined in Section 903.2(b), ksi (MPa)
= Divergence stress applied where applicable as F combinations, kip-in (N-mm)
tension member.
tension member. chord for arched chord shall shall joist mshall = crcombinations, kip-in (N-mm) 3 3
Bottom chords that Bottom chord be designed as chord joist chord joist = cr S = nominal axial compressive stress based on l/r as
are
2
The an
The bottom F =
Bottom that designed joist arched loaded CmS elastic section modulus, in3 (mm (mmfor end panels
are = 1 - 0.3 fau/fF e for end panels
= elastic section modulus, in/fF
nominal axial compressive stress based on l/r as
nominal axial compressive stress based on l/r as
chords arched rolled as for arched 1 - 0.3 fau/fF e Cm defined in Section 903.2(b), ksi (MPa)
that rolled an axially cr for end panels
The bottom chord shall be are stress for shall loaded Cshall defined in Section 903.2(b), ksi (MPa)
3
pshall shall stress rolled axially loaded
Ethat are rolled for for per Section
Bottom rolled
The tension member. for be chord an Section chord Cm FS 1 - 0.3 fnominal axial compressive stress based on l/r as
chord
Bottom chords that bottom divergence are designed an arched chord joist
are shall
=
be designed Fto
= for interior panels
1 - 0.3 fau/fF
include chords be per as axially stress per S = = = au/fF = 1 - 0.3 fau3 (mm) ) )
be designed to bottom include that designed as joist axially loaded shall = Fcr F defined in Section 903.2(b), ksi (MPa)
defined in Section 903.2(b), ksi (MPa)
defined in Section 903.2.17 m
Bottom chords divergence divergence chord joist shall
tension member. arched CmC/fF e= 1 - 0.3 fau3 e
(903.4-1)
tension member. to include per chord stress defined in Section 903.2(b), ksi (MPa)
e designed 2to include divergence
1 - 0.4 fe for end panels for end panels
tension member. = /fF e for interior panels e e for interior panels
au
designed stress au
be designed chords be that rolled , ksi (MPa) divergence stress Section = crelastic section modulus, in/fF e for end panels
to be be =designed include arched Section per per Section 1 - 0.4 fdefined in Section 903.2(b), ksi (MPa)
include required flexural strength using LRFD load Section FC mFcr nominal axial compressive stress based on l/r as
= nominal axial compressive stress based on l/r as
Bottom chords 903.2.17, in combination with tension forces. Cm cr F nominal axial compressive stress based on l/r as
that are for arched 1 - 0.4 faue
903.2.17, in combination with tension forces. = 0.4 fau/fF /fF
Bottom u
Bottom chords = rolled for joist
903.2.17, in combination with tension forces. chord joist shall
M903.2.17, in combination with tension forces. Fy = m Cm= 1 - 0.3 faufor interior panels for interior panels
C = 1 - 0.3 fmCCau /fF e for end panels
/ŚF for end panels
(are rto divergence Equation
lare xto include
/ )
be that kdivergence rolled stress stress per shall Fyspecified minimum yield strength, ksi (MPa)
designed rolled for arched chord joist shall au
Cm = = -C au /fF e 1 - 0.4 fau/fF e
Cm defined in Section 903.2(b), ksi (MPa)
= specified minimum yield strength, ksi (MPa)
= 1/fF e /fF e specified minimum yield strength, ksi (MPa)
0.3 f= 1 -for end panels
1 - 0.3 faumme= for end panels for interior panels
903.2.17, in combination with tension forces. stress per joist shall Cm = cr1 - 0.4 fdefined in Section 903.2(b), ksi (MPa)
903.2.17, in combination with tension forces. defined in Section 903.2(b), ksi (MPa)
Bottom chords that rolled
be designed to include divergence for
Bottom that divergence arched chord Section shall Fy = specified minimum yield strength, ksi (MPa)
be designed include are divergence stress per y
Section
be designed to to include per joist joist shall specified minimum yield strength, ksi (MPa)
combinations, kip-in (N-mm) chord Section y
Bottom chords are are for arched chord shall Fyau/fF e=
specified minimum yield strength, ksi (MPa)
Bottom chords that that are rolled for arched chord joist C defined in Section 903.2(b), ksi (MPa)
chords rolled for arched Cm= 1 - 0.4 f /ŚF for interior panels
903.2-17, in combination with tension forces. e
2
=
1 - 0.4 f Fau/fF e for interior panels
C1 - 0.3 fau/fFe e /fFe for end2panels
Where elastic section modulus, in3 au e
l is the panel length, in inches (mm), as defined in mCmCm= = 1 - 0.4 f/fF= for end panels
be designed to include divergence stress per
ed as (903.4-2) loaded 903.2.17, in combination with tension forces. per per Equation CC m = = 21 - 0.4 fauF= /fF e for interior panels
an axially 903.2.17, in combination with tension forces. au
be designed
p E
903.2.17, in combination with tension forces. (mm3) Equation Cmm= m 2 = 1 - 0.3 faufor end panels
be designed include divergence stress Equation p1 - 0.3 f /fF au for interior panels
to include divergence stress Equation E1 - 0.3 f for end panels
S =
stress per 2
Cm = = specified minimum yield strength, ksi (MPa)
p E
= for interior panels
specified minimum yield strength, ksi (MPa)
pE2E
au
Forbe designed to Ł 0.9divergence (903.4-1) Cm = = = 1 - 0.4 fau/fFe for interior panels
LRFD: f +s Ffy F p= E1 - 0.4 f2 for interior panels
, ksi (MPa)
Section 903.2(b) and rx is the radius of gyration about the mFy = m1 - 0.4 fau/fF for interior panels
p
903.2-17, in combination with tension forces. , ksi (MPa)
For LRFD: 903.2-17, in combination with tension forces. (903.4-1) CF C specified minimum yield strength, ksi (MPa)
fau +sau to include axial compressive stress based on l/r as yF = specified minimum yield strength, ksi (MPa)
Ł 0.9 F (903.4-1) e
div
903.2-17, in combination with tension forces. y y
Fordiv , ksi (MPa)
Fcr Fornominaly ++s 0.9 09 FF e
LRFD:au div div .
sŁdivŁŁ0F.9 (903.4-1) Fe = yy Fy1 - 0.4 fau/fFeF/fFe=
For LRFD:
For LRFD: 903.2-17, in combination with tension forces. (903.4-1) Fe FF y e= yspecified minimum yield strength, ksi (MPa)
fau +s=For0.LRFD: fauau (903.4-1) y (903.4-1) = Fy specified minimum yield strength, ksi (MPa)
Ł 9 F
LRFD: y f +s = F
2
l22 EEFe= = (k ))2, ksi (MPa)
div = (kspecified minimum yield strength, ksi (MPa)
)
axis of bending. (F /= 2specified minimum yield strength, ksi (MPa)
pprxe) (kl(l )2
(ekkll/=ppx)2Epp2EE , ksi (MPa) 2
rr p/22, ksi (MPa) /krl//rrx, ksi (MPa)
chord
x
ForASD: Forau +s Ł 0F0F Fe Fe= = 2 , ksi (MPa)
f+LRFD: Ł9 F x x
ForFor f fdefined in Section 903.2(b), ksi (MPa)
s
For f s Ł 0.6 F = E22 2 , ksi (MPa)
arched about joist shall fLRFD: = For.+ASD: .sy099+ for end panels
chord its vertical For LRFD: div Fordiv div (903.4-1) (903.4-2) Where el is the panel length, in inches (mm), as defined in
For ASD: LRFD: a LRFD: y au . (903.4-2)
+s Ł+fs6div 0.9 F F (903.4-1)
0 FfŁ + y (903.4-2)
Where =l is the panel length, in inches (mm), as defined in
Fe
FFe ==e
ASD: sf. yŁ . . .(903.4-1) (903.4-2) e
Cm div= form factor defined in Section 903.2(b)
Forau f +Ły(903.4-2) y(903.4-1) (903.4-2) F , ksi (MPa)
FF
0 0
here l is the spacing in fa +s Łaudiv Fs div a (=klE/l2 )r)Where l is the panel length, in inches (mm), as defin
ForLRFD: ASD: sdiv+ŁŁadiv.divFŁ.90FŁ0F(903.4-1) (903.4-2) Where l is the panel length, in inches (mm), as defined in
For1 - 0.3 ffa/fF e ss.9Ł6 066 , ksi (MPa)
au +sy9F0 y y (903.4-1)
div y
For ASD: .f6++f (k(kk ))x2), ksi (MPa)
au y y l/ rr2/x, ksi (MPa)
2
ce stress per Section For ASD: a Q LRFD: au au div 0 divFy (903.4-1)
((kl/(rkl))/xrxWhere l is the panel length, in inches (mm), as defin
kl
Section 903.2(b) and rx is the radius of gyration about the
Section 903.2(b) and rx is the radius of gyration about the
( / rxSection 903.2(b) and rx is the radius of gyration abou
x
C / rl Where l is the panel length, in inches (mm), as defined
idging as specified in For ASD: For= area of the top chord, in.2 (mm Section 903.2(b) and rx is the radius of gyration abo
x
fa + +s Ł 6 F
For ASD: For= s Ł 0.6. Ł F (903.4-2) 2
Section 903.2(b) and rx is the radius of gyration about the
Section 903.2(b) and rx is the radius of gyration about t
on forces. ForForA m f a = 1 - 0.4 fau/fF e for interior panels
ASD: f+sfdiv Ł 0+.Ł0066FF 6 Fy (903.4-2) )
F 0
ASD: diva (903.4-2) Where l is the panel length, in inches (mm), as defined in
+sf .
a axis of bending.
Where l is the panel length, in inches (mm), as defined in
l is the panel length, in inches (mm), as defined in
Where l is the panel length, in inches (mm), as defined in
Where l is the panel length, in inches (mm), as defined in
ASD: sdivyŁy0. y (903.4-2)
(903.4-2)
Where l is the panel length, in inches (mm), as defined in
(903.4-2)
FASD: fadiv f +s y F (903.4-2) vertical axis of bending. axis of bending.
Where axis of bending.
a Where l is the panel length, in inches (mm), as defined in
axis of bending.
of gyration +sdivthe div.6 y chord its chord about vertical Section 903.2(b), and rx is the radius of gyration about the
The radius For yASD: specified minimum yield strength, ksi (MPa) its axis of bending.
of divof chord about the
The radius of gyration the a Ł 0top y.6 its vertical
The radius of gyration of the top chord about its vertical axis
Section 903.2(b) and rxx is the radius of gyration about the
Where ! is the panel length, in inches (mm), as defined in
Section 903.2(b) and rx is the radius of gyration about the
Section 903.2(b) and rx is the radius of gyration about the
is the radius of gyration about the
The radius gyration of of the top chord about its vertical Section 903.2(b), and rx
gyration the top top vertical Section 903.2(b), and r is the radius of gyration about the
of about Section 903.2(b), and rx is the radius of gyration about the
The of 2
radius top gyration
The radius of gyration of the top chord about its vertical
The radius chord
axis shall not be less than l/120 where l is the spacing in
pof of
E
axis of bending.
axis of bending.
axis shall not be less than l/120 where l is the spacing in about its Q axis of bending. x
shall not be less than !/120 where ! is the spacing in inches
Q
axis = form factor defined in Section 903.2(b)
Section 903.2(b), and r is the radius of gyration about the
axis of bending.
axis of bending.
axis shall not be less than l/120 where l is the spacing in of bending. Q = form factor defined in Section 903.2(b)
as stayed laterally by inches The The eradius of gyration of top = form factor defined in Section 903.2(b)
axis shall not be less than l/120 where l is the spacing in its vertical
(903.4-1) The radius radius gyration the , ksi (MPa) about about vertical Q = form factor defined in Section 903.2(b)
Fbetween the chord about about
=lines gyration
radius axis shall not be less than l/120 where l is the spacing in = form factor defined in Section 903.2(b)
of axis shall not be less than l/120 where l is the spacing in axis of bending.
gyration
The of of top the chord its vertical
The radius gyration of of bridging chord about its in Q Q = form factor defined in Section 903.2(b)
The radius specified
(mm) For ASD: of top the chord about its in as A in A
inches (mm) between of of between lines about vertical = area of the top chord, in.2 (mm (mm2)
The radius of of
(mm) of gyration the the top top chord its vertical in Q = area of the top chord, in.2 2
between between chord specified its its
as of bridging vertical
in
inches (mm) bridging lines specified in
inches
inches (mm) between kl(mm) 2 bridging chord bridging Section A = area of the top chord, in.2 (mm2) )
uirements of Section Section 904.5(d). (gyration the bridging as bridging vertical specified in Q = form factor defined in Section 903.2(b)
/lines
rx lines of top lines of specified as as axis bending. A A = area of the top chord, in.2 (mm2)
)of of of top as
axis shall not be less than l/120 where l is the spacing in A = area of the top chord, in.2 (mm2
inches lines between as of
(mm) of
axis shall not be less than l/120 where l is the spacing in = area of the top chord, in.2 (mm2) )
= form factor defined in Section 903.2(b)
axis shall not be less than l/120 where l is the spacing in specified Q = form factor defined in Section 903.2(b)
axis shall not be less than l/120 where l is the spacing in
axis shall not be less than l/120 where l is the spacing in specified Q Q = form factor defined in Section 903.2(b)
axis shall not be less than l/120 where l is the spacing in
Section 904.5(d).
axis shall not be less than l/120 where l is the spacing in
= form factor defined in Section 903.2(b)
Q Q = form factor defined in Section 903.2(b)
904.5(d).
Section 904.5(d). aof 2 2
inches (mm) as specified
Section 904.5(d). flines fb Łbridging
0.as
6
t. Section 904.5(d). at the panel point: +bridging Fyspecified in (903.4-6) A A A = form factor defined in Section 903.2(b)
inches
Section 904.5(d). nes of bridging as specified in in in A A = area of the top chord, in.2 (mm2)
(903.4-2) inches inches Where between lines lines bridging as specified
(mm) (mm) between li of bridging as specified
between between of bridging specified in in
inches (mm) lines of
in = form factor defined in Section 903.2(b)
inches (mm) between lines bridging as = area of the top chord, in.2
between between
inches (mm) (mm) lines of of as specified Q A = area of the top chord, in.22 (mm2) 2)
l is the panel length, in inches (mm), as defined in A = area of the top chord, in. 2 2 2 2
= area of the top chord, in. (mm (mm
(mm) )
= area of the top chord, in.2 (mm
= area of the top chord, in. (mm) )
Section 904.5(d).
Section 904.5(d).
Section 904.5(d).
Section 904.5(d).
Section 904.5(d).
The chord shall shall top considered as laterally stayed laterally
top chord be by
Section 904.5(d).
Section 904.5(d). considered as stayed laterally by
The top Section 903.2(b) and rbe considered stayed For ASD:
be top chord is the radius of gyration about the by
A = area of the top chord, in.2 (mm2)
The top chord shall be considered as stayed laterally by the
The top shall The considered shall xconsidered as as stayed laterally For ASD: For ASD:
s a continuous member roof roof The be chord chord be be stayed of Section laterally by by
top shall considered as stayed as
at the mid panel: shall of Section
the chord The The roof considered considered by
provided deck as stayed
provided chord the provided stayed requirements of For ASD: For ASD:
the deck deck top shall shall considered as laterally laterally by For ASD: For ASD:
the requirements
axis of bending. be requirements Section
The
roof deck provided the requirements of Section 904.9(c) of
the roof requirements the
provided
the provided be shall provided stayed requirements by of Section
ding stresses and shall 904.9(c) of this specification are met. as the stayed laterally Section For ASD:
The The chord be be considered as laterally by
top
the top the provided of requirements
roof deck
chord about its vertical roof deck top the shall be considered as the stayed laterally Section For ASD:
The top chord roof chord deck the as requirements Section by at the panel point:
top shall be
at the panel point: fa + f Ł 0.6F (903.4-6)
The the chord chord deck considered requirements laterally Section Section For ASD: .
chord laterally
The top the shall shall be considered requirements of by of 06F
904.9(c) of this specification are met. the stayed laterally by For ASD: faat the panel point: (903.4-6)
fprovided as stayed of by
roof deck deck of
For ASD: at the panel point:
For ASD:
the For ASD: (903.
904.9(c) of this specification are met. of
this specification are met.
the roof roof provided the .(903.4-6) (903.4
904.9(c) of this specification areprovided requirements of Section faat the panel point: yfafaf++fbfbŁŁ0066 Fy (903.4-6)
904.9(c)aof this specification are met. Section
f 0(903.4-6)
.6F. Fy
the roof deck provided 0the the requirements Section at the panel point: ++ffbŁŁ00.b6Fy Fa + Ł (903.4-6)
for ł the
.2the
,
here l is the spacing in the roof deck deck met. requirements of of Section at the panel point: fa fff Ł fb.6Ł b y
904.9(c) of this specification are met. at the panel point: bfa + F0
roof 904.9(c) of this specification are met.
deck provided requirements
provided
the 904.9(c) of this specification are met.
Q = form factor defined in Section 903.2(b)
904.9(c) of this specification are met. 2 at the panel point: .
904.9(c) of this specification are met. at the panel point: fa+ + Ły0.6Fy (903.4-6)
a b
Fa
Ły006
.60y6yFy (903.4-6)
904.9(c) of this specification are met. at the panel point: +ffbb+Łff0.6FyŁ 6Fy (903.4-6)
idging as specified in 904.9(c) of this specification are met. (mm2)
aa + F (903.4-6)
The top chord shall be designed as a continuous member at the panel point: f+ f fŁ . . (903.4-6)
904.9(c) of this specification are met.
The top chord shall be designed as a continuous member at the panel point: (903.4-6)
A = area of the top chord, in.
The top chord shall be designed as a continuous member at the mid panel:
The top chord shall be designed as a continuous member at the panel point: bb
The top chord shall be designed as a continuous member
The top chord shall be designed as a continuous member
The top chord shall be designed as a continuous member at the mid panel: a b
The top chord shall be designed as a continuous member
at the mid panel:
The top chord shall be designed as a continuous member
at the mid panel: at the mid panel:
subject to combined axial and bending stresses and shall
The top chord shall be designed as a continuous member
at the mid panel:
subject to combined axial and bending stresses and shall at the mid panel:
The top chord shall be designed as a continuous member
at the mid panel:
subject to combined axial and bending stresses and shall at the mid panel:
subject to combined axial and bending stresses and shall be
subject to combined axial and bending stresses and shall f
subject to combined axial and bending stresses and shall
subject to combined axial and bending stresses and shall
subject to combined axial and bending stresses and shall
subject to combined axial and bending stresses and shall at the mid panel:
The top chord shall be designed as a continuous member
subject to combined axial and bending stresses and shall
be so proportioned that:
The top chord shall be designed as a continuous member at the mid panel:
The top chord shall be designed as a continuous member ffa ł0a.2, , fa
be so proportioned that: at the mid panel: fafa
subject to combined axial and bending stresses and shall
for ł 0.2
0
for at the mid panel: for
a
(903.4-3) be so proportioned that: at the mid panel: , for ,
be so proportioned that:
be so proportioned that:
be so proportioned that:
y be so proportioned that:
so proportioned that: for ł
be so proportioned that: ł
subject to combined axial and bending stresses and shall
be so proportioned that:
as stayed laterally by subject to combined axial and bending stresses and shall
be so proportioned that: Ffor ffa 0.2 , FFał2 . .
subject to combined axial and bending stresses and shall
For ASD:
a
fa faa
Ffa F.2 for ł 0.ł0022, ,
f fł0022,
a
ę ś for ł 0a.2ł, F
be so proportioned that:
for
quirements of Section For LRFD: For LRFD:
for
be so proportioned that:
be so proportioned that:
For LRFD:
F0.2a, .ł.2, ,
for Faa ł 0. 0.2 , a a
Ffor ł ł
ćFor LRFD:
For LRFD: For LRFD: a a
f LRFD: )
ForFor LRFD: m div ś
For LRFD: 8 ę C (ffba++sfb Ł 0.6Fy1
Fa
Fa for
For LRFD: a
For LRFD:
t. at the panel point: (903.4-6)
FaFa
+ Ł .0 (903.4-7)
ę
fau
at the panel point:
For LRFD:at the panel point: 0.
at the panel point: 9ffauy+Ł00yŁFF. 9Fy(903.4-3) (903.4-3)
at the panel point: + fbu Łf +bu auf+auł
Łf0.9fF . bu a 0 ś
0 F
F
at the panel point: f (903.4-3)
bu
For LRFD:
For LRFD:
a ł y
at the panel point: au 0 (903.4-3) (903.4-3)
Łat the panel point: fbu.9 bu9fbu(903.4-3)
at the panel point: fau +ffau9+ęau1.+ŁćbufŁ9fF Łfś. Fy .ś y (903.4-3) (903.4-3)
at the panel point: f
łłł ł ł łł
bu au
at the panel point: y Ł 0 9F. Fyy (903.4-3)
at the panel point: 1+67ff.9++fQFbŁŁ0099F (903.4-3) (903.4-3) ł
0.2 , łł
-auy bu .
s a continuous member ę
ę
ę
at the mid panel: ę
ę
at the panel point: fau + f Ł 0.9FyFś (903.4-3)
śś ś
ębufbu FF
Ł ł
at the panel point: f+ Ł 0. y (903.4-3)
at the panel point: fauf + bu Ł 0.9eó9y ś (903.4-3) ( )ś ś
ding stresses and shall at the mid panel: ć ęę ę (Cb )+fędiv ę)
at the mid panel: f C ))Ł śśł
ę C + s
at the mid panel: ćć88ęfaCę (8fCćć((fbb++)fs88ęśsdivCCŁł1.++ ś śś
at the mid panel: ć m b div
at the mid panel: ( )
ćć ć a fam div
fdiv + ( )(903.4-7)
at the mid panel: au (8Cęm+sfm8sębdivs f div (903.4-7)
fa
at the mid panel: )(903.4-7) .0
at the mid panel: + ę s b + śś0 ś śś(903.4-7)
at the mid panel: at the mid panel: a ę 8ęę+ ęććf.67ćłf+łśłśęC11ś.śfŁ11ś.0Ł . ) ś
+
(śł(+fs 1ss (903.4-7)
at the mid panel: m
(903.4-7) (903.4
m
ffa+ffafaęę+a88ęm ębfama ś śmś b01.0 (903.4-7) 1 10 (903.4-7)
+ F ęć1ćf ę+mfC (903.
for ł 0.2 F łę ę fał ęę ś
F
fau ę Fa99ę8.9 C .+ s Łdiv.0Ł b .0bŁ div0div (903.4-7) .
a ł
ććFć9ęf+9 9 FŁaŁ1Cm(ff+bę9śśśdiv ć1.67 f ł śŁŁ
a 8 ( ) ś
Łł ęę 1-67ł.679ęsłQFŁś ł
at the mid panel: fau Fafau fau, 0.2 , f fau ŁŁf9 ł a
ffor, 0.2 fau a ć+
a
a
Ł łęę.671F671f.67+fęaę)ćłśśś67ś1.0 a ś śś(903.4-7)
fau for 0.ł ŁŁFa łłŁ fF ęa8ćę1167Cm1łałś9QFfQFb ).śbŁf1.0.0QFŁś1.0
(. fb 1 ębdiv
a
at the mid panel: 0. ę 1- ę ę ęf1a
at the mid panel: ffor, 2ła0.2 , , for, au , m div
fau for, b
for au ł 0.2ł, . a
< 0.ł ęćF- ś
2
for łł 2, c .cr, for, for, ł2 . b ś1ś
+ ęę - ę asłaQFś-śść1ś.67fł QFQF
-
ś
for
f
for , 1śś 1 śb
Fe a
ffor, fauf 0.2f2FfFFcr0.ł0022, , Faaęa+1-ę1Ł- e 67óffęFe1ś-1łb ś Łśaś ś bśś (903.4-7)
ęłęł +ę 1ęŁ ćś Fe ę ęęŁQF ś
Fcr, auauł fcrc ł a ł 9ęęFóŁó FQFbłęę-QFb łłś
ffFFfcFcr Fac0F2fcfFcr ŁŁ F Fęę9 Ł91 eć1.ł1śe67ęłfśśłęłś ó óó śśb (903.4-7)
ęęęęę-ęćę łF śQF ŁFeśFFłś
) c crfcFcr Łę F Ł łłQFśśś ś
Ł ł
Ła
Ł ś
c cr a 1Fe. aęaśQFbśśŁ e
.67 e
Ł 1.0 (903.4-4) for, ł 0.2., c , c cr
for, ł 0,
- ś
f Fcrł ę ę 1ę1- b
ffor fa , e
(903.4-3)
fcfcFcr a
y
ł
ę
ł for < . Ł e e
faę< 0. óFóśś
łcFcrś łłłłłł łł fafa fa ęę ę ŁŁ Fó łłłś śb ś
for <, 0.2 ,
for
fFfor <0022<, 022 , fa
ę aa .
ę ę ś ś for
Fa
ę for 0a.2 for .
<2 . , ,
< ,
FFa< ff
f
ęć (ę ę ( ś
ć fau 8ę+ Cć(ffau++sbuęę)Cs ęśę łs div s(903.4-4)
(ffłbufdivs )ś
ffauć 8ę fau ffCffau mdivCm(1 +ss f s )sś śś (903.4-4) a
ć(ćfau+ ęę ę ęśCm 0 + 0+ś ś śś
ś
ćć8Cfć ć sdiv8)ęę (()f(C(.śłbu(+.)+)div)ś)Łś)1)ś
Fa Fa f< for FaFF0.<0022
a
ć a 88+ C
fbu m 8 8 m bf +
)divś(903.4-4) 1100 (903.4-4)
au m div aa
div ś 1.ś(903.4-4) (903.4-7)
(+śśbus1s ś 1.
au 8 ę div
f fa + Ł (903.4-4)
ć + ę ćm ębu+aułęęę8mśęCbub0
.
(903.4-4) a
div
ęę f ę ę8Cęfbu1fC++divbu śŁŁŁś 000 (903.4-4) (903.4-4) for for a 0.20.2 , łł ł
F ęćś
c+ ę 8ę C(9f+ divŁm .mśmŁśbu divł Ł 100Ł ś ł
cr 9 au + +C
ę m)f śauf ł . (903.4-4) (903.4-4) for Fa <0<.2, ,
Ł c cr
fcFŁćfćffau9ł + cFcr au +9 Q bu1 ćś a Ł .Ł . (903.4-8)
F 9
łFcrf+łf+Fćffau . ś ś 0 FaFa
cr ŁŁ-棣1FFćłłę999+łęsęśćććć
Ł ł f c (+(ęęęs )ć)fauŁłł ś śś.1ś1Ł0 (903.4-4) ę
fauę ŁćfęFFmśQfę9Q1-au fł
8f ł
0.2 , ł au ę1+ccrffcrłFFauęfę-ś+ę1s11.67
Ł łę ęęśę-div fłfśf1ś0ł0śśy ś .1. ś
ęę1f8ęęFffcŁaCcrCścrbuł19ęF9-śf1F67śćfŁfb.FQFbśśśFś(903.4-4)
c ł ę
ę2- bu
0.2 , -ęęŁfŁcaucmcrmfFęóę1śłęy1div-ę-y au
ę ł
(fb )ł ś
ś łśQF ćfaęę
CC ((fbm +))divś)Ł .ś
ę f ćć fać ę + ęm C divśsdiv ś Ł ł łł
ę śfŁyfśbQ ś Cm+sb + s
łł
fcFcr ę 9 Łfę a ł-y 1-śśQśłłśQśfQFfF śś (fs
F óćścfau bęłfb . Fa auau Q bbFy
b
1.ś ś
fb+ śśś ś
ę Ł c e
łęł ę
Łf fcF + 9ę1Feóf bę-fę e fśóQ1b0 fśb y y (903.4-4)
e
9ęęcFŁćłćfauęfau1śęQęŁęFfFFe c ó (903.4-8)
ę ę -ełśęęęęęłfcŁFeFccśóFóśśQśyśbF faę
Ł Łc cr cr ęęŁęścFŁ cłŁ łeśełłś śś
ł ó
ł ębŁfłśfeśFFśśśy
śf łśFfś 2+aęę
ś
Ł FFf ę ęm div 1100Ł 1.0 (903.4-8)
e ł
-
ę (ffb ś )łśśłłŁ 1.0 (903.4-8)
(+fbććs67167 div f
)
y Łł++ęłfćę ć1.67łfęaę ś. (903.4-8)
a m
ŁŁ ł2Faę ę ć1 . s łś śśC ś
m div fQF QFm div
ćć ć fęę FC C1.67ć +ę łCśf Łł 0 ss ś ś(903.4-8)
ę1ę1-f ś ).
Łf fcfł bFbŁśyec Ł a (f.b++ )ś(903.4-8)
ł
ęfęę
śś (903.4-8)
ę fau cFóśQŁQfyF ś aa )(903.4-8) 0
ś
.m ś
ęęłę- fa ś (ś (+ )
e e ff 22ęa Cęm(11b ę
łó ęć11-diva Łś100 b ś1s
faf0. ś
fauęfŁ ŁcFeóFśśfau0 ęę ę++s-affa b (903.
<, 0.2 , fau ęQFmQFb div
(903.4
au
fau F
for au 2F 2+ęęa ę C
ć+Fę ę 67Ca F śśśęŁ śb div ś Łś1ŁŁ . . (903.4-8)
+faę+ęaC
for <for, .2 au 2
fau = 002<, , <20.<
for for . for, , < f ę.ę-ć1.Fłł+fs+śłśę Ł łł ś.0110
a
m e łł ł) f
for ę ęŁęŁ F
ę
for, ŁŁ 2F Łć ćaa ł ęć1. b + QFb ś1 67 f f
Ł
(
(67+ęFedivę)bś
. 11+ęę .
Ła a
ffa FfcFcr < 0.2 , , .2, for, au <2 . -ć1ę67ff2ŁFQFsłśśśść1ś67
F c Łma2fbś łe div
div
c Fcr fcFcr fau
FacFcrfcF0.2 for, for, fcrc < 0.<0022, ,
a
) cr 2fęaęfa+ę1Ł-2FCmFeafłbęsśśś-1ć1.ś67.ś1.0 łaśQFb śś (903.4-8)
P crf= required axial strength using ASD load ę
ffor, faufau< 0.2f FfFF , +
c cr
F2ęę-ęę ćó 1ęę- 1.a 0 ś (903.4-8)
ł
ę F1.ćśeófębłśśłęęł1-śŁ Ł 1 łśQFbś
c crcr Ł a ł= P/A, required compressive stress, ksi (MPa) (903.4-8)
Ł 1.0 (903.4-4)
fa P/A, required compressive stress, ksi (MPa)
fa a = F aę łŁęę1ęFóŁć łśQFębę FśFF0óś. QFb ś
2ŁęP/A, required compressive stress, ksi (MPa)
ęF
ł67 fa
1
f= = ęŁ e e 67 ę Łb ś ó e
.ś QFQFb
2 1ł.67ęfśa óś
combinations, kips (N) a
f
f
= łaP/A, required compressive stress, ksi (MPa)
) fŁ = required axial strength using ASD load śś ś
for, cfcFcr < 0 , ł = required axial strength using ASD load
- Ł e
for, fcFcr < 0.2., c 1-1-
łł, ł P a P P/A, required compressive stress, ksi (MPa)
ęęę ŁŁ Fó aśęQFbśśŁ eś ł ł
Fcr
P = required axial strength using ASD load
ś
Ł 1.0 (903.4-5) P = required axial strength using ASD load
fb = M/S, Required bending stress at the location under
ęę ś ś
ę ę Ł e ółś
ó
F
f = P/A, Required compressive stress, ksi (MPa)
combinations, kips (N)
P = required axial strength using ASD load
ę = P/A, Required compressive stress, ksi (MPa)
combinations, kips (N) ś ś
e ł
ł
fa a F= e
f ę f = P/A, Required compressive stress, ksi (MPa)
= a P/A, Required compressive stress, ksi (MPa)
combinations, kips (N)
a P/A, Required compressive stress, ksi (MPa)
ł = P/A, Required compressive stress, ksi (MPa)
Cm( +buł ś) ł ś
ć ęę ę ł div sdiv ś
fau C ((fbu s +) a
ćć fau f consideration, ksi (MPa) ś Ł (903.4-5) ffa fbf bP required axial strength using ASD load
fb combinations, kips (N)
= M/S, required bending stress at the location under
= required axial strength using ASD load
ćę P = required axial strength using ASD load
= M/S, required bending stress at the location under
combinations, kips (N)
b
P = a = M/S, required bending stress at the location under
ć m fbu+fbu + P = required axial strength using ASD load
ę = P/A, Required compressive stress, ksi (MPa)
fau ęęęCęm Cm( fs śdivs)divś) ś ś ł1.łł f f= M/S, required bending stress at the location under
= required axial strength using ASD load
ę ę ++ P P = required axial strength using ASD load
2 +
2f f aau ęęf+ ę ś (903.4-5)
P/A, Required compressive stress, ksi (MPa)
= consideration, ksi (MPa)
= required axial strength using ASD load
P/A, Required compressive stress, ksi (MPa)
m b div śś Ł1100Ł 1(903.4-5) a
ć consideration, ksi (MPa)
= combinations, kips (N)
M/S, required bending stress at the location under
ć fau ę 2fC2fFCcr+(łf ę+Cęśę( + ł )śśŁś . ) .0 (903.4-5) = M/S, Required bending stress at the location under
(ff= Divergence stress applied where applicable as f fdiv div = consideration, ksi (MPa)
)
fau ę cFcr(Fdefined in Section 903.2.17 (903.4-5) (903.4-5) ffcombinations, kips (N)
Ł combinations, kips (N)
ć Łędivc =
combinations, kips (N)
fau + ŁŁ fbu+sę ę)ę ęść)ffauśłsł1 ++Fs ś ś ś0ś fbb b fa consideration, ksi (MPa)
m
au ( combinations, kips (N)
m ćbu m sbu au
Łęćcrł ę ęć ść fłłśłf ś
)1.0śś =
+CF2caFcrfau1divę1fćdivęC67Cłf(f+Q.0bs(903.4-5) Ł . (903.4-8) P combinations, kips (N) where applicable as
c łćłę+ł ęć1-śęŁ1Q0mŁśFQf ś ś div = M/S, Required bending stress at the location under
au 1.f div required axial strength using ASD load
( div = combinations, kips (N)
fau divsf Cfbub )ś ś. = divergence stress applied where applicable as
required axial strength using ASD load
m divergence stress applied where applicable as
divergence
- =div = divergence stress applied where applicable as
consideration, ksi (MPa)
0.2 , (903.4-5) bM/S, Required bending stress at the location under
ę ęęf f b= = M/S, Required bending stress at the location u
- 1. m śaf bubufdiv(903.4-5) = M/S, Required bending stress at the location un
b
M/S, Required bending stress at the location unde
2fcFćcr + ę M ę ćm 1+łQśe 0 fb fstress applied
)Fś.śśśłysśśFy defined in Equation 903.2-17
C (Qęę++auŁ b ś
Łćcrć Łę ęfauf(łfcfauęfłbśscdivb)ć)śćś Łau b y ś. . (903.4-5) = P P defined in Equation 903.2-17
2fcF2fffFę ł
consideration, ksi (MPa)
stress, ksi (MPa) Ł łc fę ć 1f= 2fśmFę-fęśFłcFfeśćłśQF ś Łś1Ł01100 (903.4-5) fbconsideration, ksi (MPa)
aucr ć ęęłę1+ęłsęśfłFQśFy0bś ś ś consideration, ksi (MPa)
combinations, kips (N)
defined in Equation 903.2-17
Ł ł Ł sfc
ębu- Ł
ę+f
Ł
(ŁF+Fęediv
ęę + Crequired flexural strength using ASD load
consideration, ksi (MPa)
= M/S, Required bending stress at the location under
div required flexural strength using ASD load
= combinations, kips (N)
divergence stress applied where applicable as
1-ęę c c fę c div eśłłś1ł.0łł ś ś(903.4-5) consideration, ksi (MPa)
au
Ł
ę consideration, ksi (MPa)
-ęę2Łau2FCF f f M defined in Equation 903.2-17
=
fŁ mcr ęcrcrbułyęśęęFóś fś ś ś
LRFD load +fc- M = consideration, ksi (MPa)
f= = = M/S, Required bending stress at the location under
= required flexural strength using ASD load
M/S, Required bending stress at the location under
b = required flexural strength using ASD load
2 Fęauęf1+= FŁćfbu 1 au ś1 1. b M required flexural strength using ASD load
Divergence stress applied where applicable as
fł fQfy div M fDivergence stress applied where applicable as
FfęFęy1ł-1-y-śśŁauŁ.Qś0FfFFś(903.4-5) div= bDivergence stress applied where applicable as
= div
Fócombinations, kip-in (N-mm) y
f2F cr ŁPu eóśQó b Łś e ffś Qb ś (903.4-5)
Ł2ffc
e
e
defined in Equation 903.2-17
Divergence stress applied where applicable as
łau uęęf1= /A, required compressive stress, ksi (MPa) combinations, kip-in (N-mm)
ęfcrf łęu= ęrequired axial strength using LRFD load = kip-in (N-mm)
div
fęF= auę= ęc fęF óśśb y combinations, kip-in (N-mm)
= Divergence stress applied where applicable as
auP Ł /A, required compressive stress, ksi (MPa) = Divergence stress applied where applicable as
ę
au łśc au div
fłśłQę ŁF óśóe
ęł ęP-/A, required compressive stress, ksi (MPa) combinations,
cr S /A, required compressive stress, ksi (MPa) 3)
Ł Ł c c elastic Section Modulus, in3 (mm div
consideration, ksi (MPa)
consideration, ksi (MPa)
fau = combinations, kip-in (N-mm) 3
Pu1ćłśćfau fśŁ ecśFF śś
3
defined in Section 903.2.17
ś ę c e łłś
S
Pu Pę= 1= /A, required compressive stress, ksi (MPa) defined in Section 903.2.17 3
-
= = Divergence stress applied where applicable as
óś defined in Section 903.2.17 (mm 3
ęu-f FóauśęQQŁfycś ł = = elastic Section Modulus, in333)
M = = required flexural strength using ASD load
defined in Section 903.2.17
S elastic Section Modulus, in (mm (mm3)
P ę P/A, Required compressive stress, ksi (MPa) defined in Section 903.2.17
frequired axial strength using LRFD load
Łfc śfbFbF S = div = elastic Section Modulus, in )
ł
P = uaa required axial strength using LRFD load defined in Section 903.2.17
ss at the location under = = Pu u = urequired axial strength using LRFD load
F allowable axial compressive stress based on l/r as S M div a elastic Section Modulus, in (mm )
ę = FeFśś b ś
ę= ęcombinations, kips (N) ś
Divergence stress applied where applicable as
Divergence stress applied where applicable as
Pcombinations, kips (N) y y required flexural strength using ASD load
fc łół required flexural strength using ASD load l/r as
fauPu/A, Required compressive stress, ksi (MPa) M = required flexural strength using ASD load
Pu/A, Required compressive stress, ksi (MPa)
ffau ę ę F
Ł= Łc e e
= Pu/A, Required compressive stress, ksi (MPa)
au = required axial strength using LRFD load a
combinations, kips (N)
defined in Section 903.2.17
M = required flexural strength using ASD load
allowable axial compressive stress based on
F = allowable axial compressive stress based on l/r as
combinations, kip-in (N-mm)
f /A, Required compressive stress, ksi (MPa) = div= = M M = required flexural strength using ASD load
combinations, kips (N) = required flexural strength using ASD load
P au= uPdefined in Section 903.2(b), ksi (MPa) M FF a = aallowable axial compressive stress based on l/r as
required axial strength using ASD load
u
f PP/A, Required compressive stress, ksi (MPa) = allowable axial compressive stress based on l/r as
u
= au= = /A, Required compressive stress, ksi (MPa)
u
fbuau M /S, required bending stress at the location under combinations, kip-in (N-mm)
P = fMu= Mu/S, required bending stress at the location under defined in Section 903.2.17
combinations, kips (N) defined in Section 903.2.17
Pu = au = required axial strength using LRFD load defined in Section 903.2(b), ksi (MPa)
combinations, kip-in (N-mm)
Pu = urequired axial strength using LRFD load
required axial strength using LRFD load
f= M/S, required bending stress at the location under
bu defined in Section 903.2(b), ksi (MPa)
fbu /S, required bending stress at the location under M = required flexural strength using ASD load
combinations, kip-in (N-mm)
f = fbu u/A, Required compressive stress, ksi (MPa) defined in Section 903.2(b), ksi (MPa)
P u = required axial strength using LRFD load
combinations, kips (N) = = defined in Section 903.2(b), ksi (MPa)
combinations, kip-in (N-mm)
elastic Section Modulus, in3 (mm3)
u = required axial strength using LRFD load S combinations, kip-in (N-mm)
u combinations, kip-in (N-mm)
Pu PP consideration, ksi (MPa)
) consideration, ksi (MPa)
S elastic Section Modulus, in3 (mm) ) 3
= elastic Section Modulus, in3 3
required flexural strength using ASD load
f au = uPu/A, Required compressive stress, ksi (MPa) S M = combinations, kip-in (N-mm)
fPcombinations, kips (N)
= P /A, Required compressive stress, ksi (MPa)
fconsideration, ksi (MPa) S = elastic Section Modulus, in3 (mm3 (mm )
= = required axial strength using LRFD load
M /S, required bending stress at the location under
au bu
combinations, kips (N)
required axial strength using LRFD load
Ł 1.0 (903.4-5) = combinations, kips (N) S = elastic Section Modulus, in3 (mm3
combinations, kips (N)
= uM/S, Required bending stress at the location under = M required flexural strength using ASD load
u fconsideration, ksi (MPa) = elastic Section Modulus, in3 (mm3) )
b combinations, kips (N)
F = combinations, kip-in (N-mm)
allowable axial compressive stress based on !/r as3
S S = elastic Section Modulus, in3 (mm
combinations, kips (N)
fbuu = Mu/S, Required bending stress at the location under combinations, kip-in (N-mm)
Pu = required axial strength using LRFD load
PMu/S, Required bending stress at the location under
ffbu = = required axial strength using LRFD load Fa
= Mu/S, Required bending stress at the location under F
consideration, ksi (MPa)
bu Faa = aallowable axial compressive stress based on l/r as )
S (mm33
combinations, kips (N)
Mu/S, Required bending stress at the location under = allowable axial compressive stress based on l/r as
consideration, ksi (MPa) = allowable axial compressive stress based on l
a
bu = allowable axial compressive stress based on l/r
fbu f fbu M= /S, Required bending stress at the location under = S S = elastic Section Modulus, in33 (mm
= = uMu/S, Required bending stress at the location under allowable axial compressive stress based on l/r as
defined in Section 903.2(b), ksi (MPa)) ) 3)
a
Fa FF= allowable axial compressive stress based on l/r a
= allowable axial compressive stress based on l/r as
elastic Section Modulus, in
combinations, kips (N) = elastic Section Modulus, in3 (mm
combinations, kips (N)
consideration, ksi (MPa) defined in Section 903.2(b), ksi (MPa)
consideration, ksi (MPa) defined in Section 903.2(b), ksi (MPa)
fbu = consideration, ksi (MPa)
Mu/S, Required bending stress at the location under
consideration, ksi (MPa) Fdefined in Section 903.2(b), ksi (MPa)
= defined in Section 903.2(b), ksi (MPa)
consideration, ksi (MPa) a
= Divergence stress applied where applicable as defined in Section 903.2(b), ksi (MPa)
consideration, ksi (MPa)
div defined in Section 903.2(b), ksi (MPa)
fbufbu = = uMu/S, Required bending stress at the location under
M /S, Required bending stress at the location under
FaFa = defined in Section 903.2(b), ksi (MPa)
= allowable axial compressive stress based on l/r as
allowable axial compressive stress based on l/r as
89 89
consideration, ksi (MPa)
89 89
defined in Section 903.2.17
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consideration, ksi (MPa)
consideration, ksi (MPa)
defined in Section 903.2(b), ksi (MPa)
88 defined in Section 903.2(b), ksi (MPa)
M = required flexural strength using ASD load
stress, ksi (MPa)
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combinations, kip-in (N-mm)
LRFD load
S = elastic Section Modulus, in3 (mm3)
88
88
88
Introduction
Special Profile Joists
SP-Series Design
SP-Series Tables
Standard Specification
STANDARD SPECIFICATION, SP-SERIES
F = 0.6 F , allowable bending stress, ksi (MPa) (2) Welding Program
b y
C = 1 - 0.5 f /F for end panels
m a e
NMBS shall have a program for establishing weld
C = 1 - 0.67 f /F for interior panels
m a e
procedures and operator qualification, and for weld
sampling and testing. (Refer to Steel Joist Institute
(b) Web
Technical Digest #8, Welding of Open Web Steel Joists.)
The vertical shears to be used in the design of the web members
(3) Weld Inspection by Outside Agencies (See Section 904.13
shall be determined from full uniform loading, but such vertical
of this specification).
shears shall be not less than 25 percent of the end reaction.
The agency shall arrange for visual inspection to determine
Interior vertical web members used in modified Warren-type that welds meet the acceptance standards of Section
web systems shall be designed to resist the gravity loads 903.5(a)(1). Ultrasonic, X-ray, and magnetic particle testing
supported by the member plus an additional axial load of 1/2 of are inappropriate for joists due to the configurations of the
1 percent of the top chord axial force. components and welds.
(b) Strength
(c) Eccentricity
(1) Joint Connections shall develop the maximum force due
Members connected at a joint shall have their center-of-gravity
to any of the design loads, but not less than 50 percent
lines meet at a point, if practical. Eccentricity on either side of
of the strength of the member in tension or compression,
the neutral axis of chord members may be neglected when it
whichever force is the controlling factor in the selection of
does not exceed the distance between the neutral axis and the
the member.
back of the chord. Otherwise, provision shall be made for the
(2)
Shop Splices may occur at any point in chord or web
stresses due to eccentricity. Ends of joists shall be proportioned
members. Splices shall be designed for the member force
to resist bending produced by eccentricity at the support.
but not less than 50 percent of the member strength.
(d) Extended Ends
Members containing a butt weld splice shall develop an
ultimate tensile force of at least 2 x 0.6 F times the full
y
Extended top chords or full depth cantilever ends require the
design area of the chord or web. The term member shall
special attention and coordination between the specifying
be defined as all component parts comprising the chord or
professional and NMBS. The magnitude and location of the
web, at the point of splice.
loads to be supported, deflection requirements, and proper
(c) Field Splices
bracing shall be clearly indicated in the contract documents
and joist erection plans.
Field Splices shall be designed by NMBS in accordance
with the AISC Steel Construction Manual. Splices shall be
903.5 CONNECTIONS
designed for the member forces, but not less than 50 percent
of the member strength.
(a) Methods
Top chord splices may be designed as compression only
Joist connections and splices shall be made by attaching the
when the joist is not subject to an in-service net uplift. Most
members to one another by arc or resistance welding or other
all joists are subject to negative bending moment during
accredited methods.
hoisting at erection and compression only splices shall be
designed for these tension forces.
(1) Welded Connections
a) Selected welds shall be inspected visually by the manufacturer.
903.6 CAMBER
Prior to this inspection, weld slag shall be removed.
SP-Series joists are furnished with no camber. NMBS can provide
b) Cracks are not acceptable and shall be repaired.
special camber as required by the contract documents. The
c) Thorough fusion shall exist between weld and base metal
specifying professional shall give consideration to coordinating
for the required design length of the weld; such fusion
joist elevation with adjacent framing. Technical performance
shall be verified by visual inspection.
requirements shall be coordinated between NMBS and the
d) Unfilled weld craters shall not be included in the design
specifying professional.
length of the weld.
e) Undercut shall not exceed 1/16 inch (2 mm) for welds
903.7 VERIFICATION OF DESIGN & MANUFACTURE
oriented parallel to the principal stress.
f) The sum of surface (piping) porosity diameters shall not
(a) Design Calculations
exceed 1/16 inch (2 mm) in any 1 inch (25 mm) of design
Design calculations prepared by a professional engineer
weld length.
registered in the state of the NMBS manufacturing plant are
g) Weld spatter that does not interfere with paint coverage
available for NMBS SP-Series joists upon request.
is acceptable.
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Introduction
Special Profile Joists
SP-Series Design
SP-Series Tables
Standard Specification
STANDARD SPECIFICATION, SP-SERIES
904.1 USAGE
This specification shall apply to any type of structure where roof
904.1 USAGE
decks are to be supported directly by SP-Series joists installed
This specification shall apply to any type of structure where
as hereinafter specified. Where SP-Series joists are used other
roof decks are to be supported directly by SP-Series joists
than on simple spans under uniformly distributed loading as
installed as hereinafter specified. Where SP-Series joists are
prescribed in Section 903.1, they shall be investigated and
used other than on simple spans under uniformly distributed
modified if necessary to Section required they shall those
limit the 903.1, stresses to
loading as prescribed in be
listed in Section 903.2.if
investigated and modified necessary to limit the required
stresses to those listed in Section 903.2.
CAUTION: If a rigid connection of the bottom chord is to be
CAUTION: If a rigid connection of the bottom chord is to be
made to the column or other support, it shall be made only after
made to the column or other support, it shall be made only
the application of the dead loads. The joist is then no longer
after the application of the dead loads. The joist is then no
simply supported, and the system must be investigated for
longer simply supported, and the system must be investigated
continuous frame action by the specifying professional.
for continuous frame action by the specifying professional.
The designed detail of a rigid-type connection and moment
The designed detail of a rigid-type connection and moment
plates shall be on the by the
plates shall shown in the structural drawings and on the
be shown contract documents
specifying professional. The moment plates shall be furnished
structural drawings by the specifying professional. The moment
by other than NMBS.
plates shall be furnished by other than NMBS.
904.2 SPAN
904.2 SPAN
The term as used herein is defined as on the
The span as used herein is defined shown on the
term span as shown
diagram at the right. On beams, the span is to the center line
diagram at the right. On beams, the span is to the center line of
of the supporting steel and on a wall, span is defined as 6
the supporting steel and on a wall, span is defined as 6 (152
(152 mm) over the support. In each case, the vertical location
mm) over the support. In each case, the vertical location of the
of the point for determining span is at the top of the joist top
chord.
point for determining span is at the top of the joist top chord.
When the bearing points of a SP-Series joist are at different
When the bearing points of a SP-Series joist are at different
elevations, the span of the shall be the
elevations, the span of joist joist shall determined by by the
the be determined
length along the slope.
length along the slope.
In all cases, the design length of the joist is equal to the span
In all cases, the design length of the joist is equal to the span
less 4 (102 mm).
less 4 (102 mm).
904.3 DEPTH
904.3 DEPTH
The nominal depth as specified in the designation of SP-Series
The nominal depth as specified in the designation of SP-
joists shall be the maximum depth of the joist as measured
Series joists and be the chords. When joist the joist as
shall maximum depth of geometry
between the top bottom
measured between the top and bottom chords. When joist
consists of parallel chords, (e.g. Scissor or Arch), the
measurement shall be made perpendicular to the top
geometry consists of parallel chords, (e.g. Scissor or and
Arch),
bottom chord. If a profile not prescribing to one of the four
the measurement shall be made perpendicular to the top and
types or variations in this catalog is used, the nominal depth
bottom chord. If a profile not conforming to one of the four types
shall be measured perpendicular to a chord tangent, at a
or variations in this catalog is used, the nominal depth shall be
discontinuous panel point, (i.e. top or bottom chord ridge), or at
measured perpendicular to a chord tangent, at a discontinuous
the greatest nominal depth along the span. In any case,
dimensions to be used in design shall be as specified in the
panel point, (i.e. top or bottom chord ridge), or at the greatest
contract documents.
nominal depth along the span. In any case, dimensions to be
used in design shall be as specified in the contract documents.
SP-Series joists may have various chord configurations and
may have bearing conditions that cause the excessive pitch in
SP-Series joists may of various in configurations and
have chord cases
the chords. The design the joist all shall be
may have bearing conditions that cause the excessive pitch
comprehensive to meet all design requirements set forth in the
contract documents.
in the chords. The design of the joist in all cases shall be
comprehensive to meet all SP-Series design requirements set
forth in the contract documents.
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Introduction
Special Profile Joists
SP-Series Design
SP-Series Tables
Standard Specification
STANDARD SPECIFICATION, SP-SERIES
904.4 END SUPPORTS (c) Bridging Types
(a) Masonry and Concrete For spans less than or equal to 20 feet (6.096 m), welded
horizontal bridging may be used. If the joist center of gravity
SP-Series joists supported by masonry or concrete are to
is above the supports, the row of bridging nearest the center
bear on steel bearing plates and shall be designed as steel
is required to be bolted diagonal bridging.
bearing. Due consideration of the end reactions and all other
vertical or lateral forces shall be taken by the specifying
For spans more than 20 feet (6.096 m) all rows shall be bolted
professional in the design of the steel bearing plate and
diagonal bridging. Where the joist spacing is less than 2/3
the masonry or concrete. The ends of SP-Series joists shall
times the joist depth at the bridging row, both bolted diagonal
extend a distance of not less than 6 inches (152 mm) over the
bridging and bolted horizontal bridging shall be used.
masonry or concrete support and be anchored to the steel
bearing plate. The plate shall be located not more than 1/2
(d) Quantity and Spacing
inch (13 mm) from the face of the wall and shall not be less
than 9 inches (229 mm) wide perpendicular to the length
The maximum spacing of lines of bridging shall not exceed
of the joist. The plate is to be designed by the specifying
the values in Table 904.5-1.
professional and shall be furnished by other than NMBS.
TABLE 904.5-1
Where it is deemed necessary to bear less than 6 inches
BRIDGING SPACING AND FORCES
(152 mm) over the masonry or concrete support, special
consideration is to be given to the design of the steel
TOP CHORD MAXIMUM NOMINAL
bearing plate and the masonry or concrete by the specifying
LEG SIZE BRIDGING FORCE
professional. The joists must bear a minimum of 4 inches
SPACING REQUIRED
(102 mm) on the steel bearing plate.
< 2 11 -0 400 lbs.
(b) Steel
2 12 -0 550 lbs.
Due consideration of the end reactions and all other
vertical and lateral forces shall be taken by the specifying
2 13 -0 750 lbs.
professional in the design of the steel support. The ends of
3 16 -0 950 lbs.
SP-Series joists shall extend a distance of not less than 4
inches (102 mm) over the steel supports for top chords less
3 16 -0 1300 lbs.
than angle size L5 x 5 x , otherwise 6 inches (153mm).
4 21 -0 1850 lbs.
904.5 BRIDGING
5 21 -0 2300 lbs.
Top and bottom chord bridging is required and shall consist
6 x 6 x 0.500 26 -0 2800 lbs.
of one or both of the following types.
6 x 6 x 0.625 30 -0 3450 lbs.
(a) Horizontal
6 x 6 x 0.75 30 -0 4050 lbs.
Horizontal bridging shall consist of continuous horizontal
steel members with a !/r ratio of the bridging member of
Nominal bracing force is unfactored. 8 chords contact NMBS
not more than 300, where ! is the distance in inches (mm)
between attachments and r is the least radius of gyration of
(e) Connections
the bridging member.
Connections to the chords of the steel joists shall be made
(b) Diagonal by positive mechanical means or by welding, and capable
of resisting a horizontal force not less than that specified in
Diagonal bridging shall consist of cross-bracing with a
Table 904.5-1.
!/r ratio of not more than 200, where ! is the distance in
inches (mm) between connections and r is the least radius
(f) Bottom Chord Bearing Joists
of gyration of the bridging member. Where cross-bracing
members are connected at their point of intersection, the
Where bottom chord bearing joists are utilized, a row of
! distance shall be taken as the distance in inches (mm)
diagonal bridging shall be provided near the support(s).
between connections at the point of intersection of the
This bridging shall be installed and anchored before hoisting
bridging members and the connections to the chord of
cables are released.
the joists.
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Introduction
Special Profile Joists
SP-Series Design
SP-Series Tables
Standard Specification
STANDARD SPECIFICATION, SP-SERIES
904.6 INSTALLATION OF BRIDGING thereto with minimum of two 1/4 inch fillet welds, 4 inches
long, or two 3/4 inch ASTM A325 bolts or equivalent. When
Bridging shall support the top and bottom chords against lateral
SP-Series joists are used to provide lateral stability to the
movement during the construction period and shall hold the
904.6 INSTALLATION OF BRIDGING Uplift
supporting member, the final connection shall be made by
steel joists in the approximate position as shown on the joist
welding or as designated by the specifying professional.
Bridging shall support the top and bottom chords against Where uplift forces are a design consideration, SP-Series
placement plans.
lateral movement during the construction period and shall hold joists shall be anchored to resist such forces (Refer to
the steel joists in the approximate position as shown on the Section 904.12 Uplift).
(c) Uplift
The ends of all bridging lines terminating at walls or beams shall
joist placement plans.
904.8 JOIST SPACING
be anchored to resist the nominal force shown in Table 904.5-1. Where uplift forces are a design consideration, SP-Series
The ends of all bridging lines terminating at walls or beams
joists shall be anchored to resist such forces (Refer to Section
shall be anchored to resist the nominal force shown in Table Joists shall be spaced so that the loading on each joist does
904.12 Uplift).
904.7 BEARING SEAT ATTACHMENT
904.5-1. not exceed the design load (LRFD or ASD) for the particular
joist as designated in the contract documents.
CAUTION: Scissor and Arch joists with fixed anchorage
904.7 BEARING SEAT ATTACHMENT
904.8 JOIST SPACING
conditions may induce a horizontal thrust to the supporting
904.9 ROOF DECKS
CAUTION: The specifying Arch joists with welded anchorage Joists shall be spaced so that the loading on each joist does not
structure. Scissor and professional shall give consideration
conditions may induce a horizontal thrust to the supporting
(a) Material
to this thrust at the fixed ends of the joist. Alternatively, roller exceed the design load (LRFD or ASD) for the particular joist as
structure. The specifying professional shall give consideration
(slip) end supports result in lateral displacement of the reaction designated in the contract documents.
to this thrust at the fixed ends of the joist. Alternatively, roller
Roof decks may consist of gypsum, formed steel, wood, or
at the roller (slip) end of the joist. Anchorage conditions must
(slip) end supports result in lateral displacement of the reaction
other suitable material capable of supporting the required
at roller (slip) end of the joist. Anchorage conditions must be
be investigated by the specifying professional and the design
load at the specified joist spacing.
904.9 ROOF DECKS
investigated by the specifying professional and the design of
of the supporting structure shall accommodate appropriate
the supporting structure shall accommodate appropriate (a) Material
(b) Bearing
anchorage conditions.
anchorage conditions.
Roof decks may consist of gypsum, formed steel, wood, or
Decks shall bear uniformly along the top chords of the
For applicable conditions, horizontal thrust force to be resisted
For applicable conditions, horizontal thrust force to be resisted other suitable material capable of supporting the required
joists.
by the joist or allowable lateral slip at the support and design
by the joist or allowable lateral slip at the support and design load at the specified joist spacing.
details of end anchorage conditions shall be clearly indicated
(c) Attachments
details of end anchorage conditions shall be clearly indicated by
by the specifying professional in the contract documents.
the specifying professional on the contract documents.
(b) Bearing
The spacing of attachments along the joist top chord shall
not exceed 36 inches (914 mm). Such attachments of the
Decks shall bear uniformly along the top chords of the joists.
deck to the top chord of joists shall be capable of resisting
the forces given in Table 904.9-1.
(c) Attachments
TABLE 904.9-1
The spacing of attachments along the joist top chord shall
DECK ATTACHMENT FORCES
not exceed 36 inches (914 mm). Such attachments of the
deck to the top chord of joists shall be capable of resisting
TOP CHORD LEG NOMINAL FORCE REQUIRED
the forces given in Table 904.9-1.
d"2 100 PLF
2 150 PLF
TABLE 904.9-1
3 200 PLF
DECK ATTACHMENT FORCES
3 250 PLF
(a) Masonry and Concrete
(a) Masonry and Concrete
4 400 PLF
TOP CHORD LEG NOMINAL FORCE REQUIRED
Ends of SP-Series joists resting on steel bearing plates on
Ends of SP-Series joists resting on steel bearing plates on
5 500 PLF
masonry or structural concrete shall be attached thereto
d"2 100 PLF
masonry or structural concrete shall be attached thereto with
with a minimum of two 1/4 inch (6 mm) fillet welds 2
6 x 6 x 0.500 600 PLF
a minimum of two 1/4 inch (6 mm) fillet welds 2 inches (51
inches (51 mm) long, or with two 3/4 inch (19 mm) ASTM 2 150 PLF
6 x 6 x 0.625 750 PLF
mm) long, or with two 3/4 inch (19 mm) ASTM A307 bolts
A307 bolts (minimum), or the equivalent.
3 200 PLF
(minimum), or the equivalent. Top chords of angle size L5 x 6 x 6 x 0.75 850 PLF
(b) Steel
5 x 1/2 or greater shall be attached thereto with minimum
Nominal bracing force is unfactored.
3 200 PLF
8 chords contact NMBS
of two 1/4 inch fillet welds, 4 inches long, or two 3/4 inch
Ends of SP-Series joists resting on steel supports shall be
4 300 PLF
ASTM A325 bolts or equivalent.
attached thereto with a minimum of two 1/4 inch (6 mm)
(d) Wood Nailers
fillet welds 2 inches (51 mm) long, or with two 3/4 inch (19
5 400 PLF
mm)
(b) SteelASTM A307 bolts (minimum), or the equivalent.
Where wood nailers are used, such nailers in conjunction
When SP-Series joists are used to provide lateral stability
500 PLF
6 x 6 x 0.500
with deck shall be firmly attached to the top chords of the
to the supporting member, the final connection shall be
Ends of SP-Series joists resting on steel supports shall be
joists in conformance with Section 904.9(c).
made by welding or as designated by the specifying
600 PLF
6 x 6 x 0.625
attached thereto with a minimum of two 1/4 inch (6 mm) fillet
professional.
welds 2 inches (51 mm) long, or with two 3/4 inch (19 mm)
6 x 6 x 0.75 700 PLF
ASTM A307 bolts (minimum), or the equivalent. Top chords
Nominal bracing force is unfactored. 8 chords contact NMBS
of angle size L5 x 5 x 1/2 or greater shall be attached
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Introduction
Special Profile Joists
SP-Series Design
SP-Series Tables
Standard Specification
STANDARD SPECIFICATION, SP-SERIES
(d) Wood Nailers
Where wood nailers are used, such nailers in conjunction
with deck shall be firmly attached to the top chords of the
joists in conformance with Section 904.9(c).
904.10 DEFLECTION 905.1 STABILITY
The deflection due to the design live or snow load shall When it is necessary for the erector to climb on the SP-Series
not exceed the following: joists, extreme caution must be exercised since unbridged
joists may exhibit some degree of instability under the
Roofs:
erector s weight. The degree of instability increases for
geometries common with SP-Series joists due to their higher
" 1/360 of span where a plaster ceiling is attached
center-of-gravity.
or suspended
(a) Stability Requirements
" 1/240 of span for all other cases
(1) Before an employee is allowed on the SP-Series joists:
The specifying professional shall give consideration to the
BOTH ends of joists at columns (or joists designated
effects of deflection.
as column joists) shall be attached to its supports.
904.11 PONDING
For all other joists a minimum of one end shall be
attached before the employee is allowed on the joist.
The ponding investigation shall be performed by the specifying
The attachment shall be in accordance with Section
professional. Refer to Steel Joist Institute Technical Digest #3,
904.7.
Structural Design of Steel Joist Roofs to Resist Ponding Loads
and AISC Steel Construction Manual.
When a bolted seat connection is used for erection
purposes, as a minimum, the bolts must be snug
904.12 UPLIFT
tightened. The snug tight condition is defined as the
Where uplift forces due to wind are a design requirement, these
tightness that exists when all plies of a joint are in firm
forces must be indicated in the contract documents in terms
contact. This may be attained by a few impacts of an
of NET uplift in pounds per square foot (Pascals). The contract
impact wrench or the full effort of an employee using
documents shall indicate if the net uplift is based upon LRFD or
an ordinary spud wrench.
ASD. When these forces are specified, they must be considered in
the design of joists and/or bridging. A single line of bottom chord
(2) For SP-Series joists with spans less than or equal to 20
bridging must be provided near the first bottom chord panel points
feet (6.096 mm) that are permitted to have horizontal
whenever uplift due to wind forces is a design consideration.
bridging per the restrictions of Section 904.5.(c), only one
Refer to Steel Joist Institute Technical Digest #6, Structural
employee shall be allowed on the joists unless all bridging
Design of Steel Joist Roofs to Resist Uplift Loads.
is installed and anchored.
904.13 INSPECTION
(3) For SP-Series joists with spans more than 20 feet (6.096m),
the following shall apply:
Joists shall be inspected by NMBS before shipment to verify
compliance of materials and workmanship with the requirements
a) All rows of bridging shall be bolted diagonal bridging.
of these specifications. If the buyer wishes an inspection of the
Where the joist spacing is less than 2/3 times the
steel joists by someone other than NMBS, they may reserve the
joist depth at the bridging row, both bolted diagonal
right to do so in their Invitation to Bid or the accompanying
bridging and bolted horizontal bridging shall be used.
Job Specifications.
b) Hoisting cables shall not be released until all bolted
Arrangements shall be made with NMBS for such inspection of
bridging is installed and anchored, unless an alternate
the joists at the manufacturing facility by the buyer s inspectors
method of stabilizing the joist has been provided.
at buyer s expense.
c) No more than one employee shall be allowed on these
spans until all bridging is installed and anchored.
(4) When permanent bridging terminus points cannot be
used during erection, additional temporary bridging
terminus points are required to provide lateral stability.
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Introduction
Special Profile Joists
SP-Series Design
SP-Series Tables
Standard Specification
STANDARD SPECIFICATION, SP-SERIES
(2)
(5) In the case of bottom chord bearing joists, the ends of A copy of the OSHA Steel Erection Standard ż1926.757,
the joist must be restrained laterally per Section 904.5(f) Open Web Steel Joists, may be found at www.newmill.com for
before releasing the hoisting cables. reference. Qualified person is defined therein as one who, by
possession of a recognized degree, certificate, or professional
(6) After the joist is straightened and plumbed, and all bridging
standing, or who by extensive knowledge, training, and
is completely installed and anchored, the ends of the joists
experience, has successfully demonstrated the ability to solve
shall be fully connected to the supports in accordance with
or resolve problems relating to the subject matter, the work, or
Section 904.7.
the project.
(b) Landing and Placing Loads (c) Field Welding
(b) Landing and Placing Loads
(c) Field Welding
(1) Except as stated in paragraph 905(b)(3) of this section, no (1) All field welding shall be performed in accordance
(1) Except as stated in paragraph 905(b)(3) of this
(1) All field welding shall be performed in accordance with
section, no "construction loads (1) are allowed on the with the contract documents. Field welding shall not
construction loads (1) are allowed on the SP-Series joists
the contract documents. Field welding shall not damage
SP-Series joists until all bridging is installed and damage the joists.
until all bridging is installed and anchored, and all joist
the joists.
anchored, and all joist bearing seats are attached.
bearing seats are attached.
(2) On cold-formed members whose yield strength has
(2) During the construction period, loads placed on the been attained by cold working, and whose as-
(2) On cold-formed members whose yield strength has been
SP-Series formed strength is used in the design, the total
(2) During the joists shall be distributed so as not to the
construction period, loads placed on
attained by cold working, and whose as-formed strength
exceed the capacity of the joists. length of weld at any one point shall not exceed 50
SP-Series joists shall be distributed so as not to exceed
percent of the overall developed width of the
is used in the design, the total length of weld at any one
(3) the capacity of the joists. of joist bridging shall not cold-formed section.
The weight of a bundle
point shall not exceed 50 percent of the overall developed
exceed a total of 1000 pounds (454 kilograms). The
width of the cold-formed section.
bundle of joist bridging shall be placed on a (d) Handling
(3) The weight of a bundle of joist bridging shall not exceed a
minimum of 3 steel joists that are secured at one
total of 1000 pounds (454 kilograms). The bundle of joist
end. The edge of the bridging bundle shall be Particular attention should be paid to the erection of SP-
(d) Handling
positioned within 1 foot (0.30 m) of the secured end. Series joists. Care shall be exercised at all times to avoid
bridging shall be placed on a minimum of three steel joists
damage to the joists and accessories.
Particular attention should be paid to the erection of
that bundle at one end. The edge of the bridging
are secured
(4) No of deck may be placed on SP-Series
SP-Series joists. Care shall be exercised at all times to
bundle shall be positioned within 1 foot (0.30 m) of the
joists until all bridging has been installed and Each joist shall be adequately braced laterally before any
avoid damage to the joists and accessories.
secured end.
anchored and all joist bearing ends attached, unless loads are applied. If lateral support is provided by bridging,
the following conditions are met: the bridging lines, as defined in Section 905(a),
paragraphs 2 3, must be anchored to prevent lateral
Each joist shall and adequately braced laterally before any
be
(4) No bundle of deck may be placed on SP-Series joists until
a) The contractor has first determined from a
movement.
loads are applied. If lateral support is provided by bridging, the
qualified person (2) and documented in a site-
all bridging has been installed and anchored and all joist
specific erection plan that the structure or portion
bridging lines, as defined in Section 905.1(a)(2) and 905.1(a)
(e) Fall Arrest Systems
bearing ends attached, unless the following conditions
of the structure is capable of supporting the load.
(3), must be anchored to prevent lateral movement.
are met:
b) The bundle of decking is placed on a minimum of SP-Series joists shall not be used as anchorage points for
3 steel joists. a fall arrest system unless written direction to do so is
a) The contractor has first determined from a qualified
(e) Fall Arrest Systems
obtained from a qualified person. (2)
person (2) and documented in a site specific erection plan
c) The joists supporting the bundle of decking are
attached at both ends.
that the structure or portion of the structure is capable of SP-Series joists shall not be used as anchorage points for a
d) All rows of bridging are installed and anchored.
supporting the load. fall arrest system unless written direction to do so is obtained
e) The total weight of the decking does not exceed from a qualified person. (2)
b) The bundle of decking is placed on a minimum of three
4000 pounds (1816 kilograms).
steel joists.
f) The edge of the bundle of decking shall be
placed within one foot (0.30 m) of the bearing
c) The joists supporting the bundle of decking are attached
surface of the joist end.
at both ends.
g) The edge of the construction load shall be placed
d) All rows of bridging are installed and anchored.
within one foot (0.30 m) of the bearing surface of
the joist end.
e) The total weight of the decking does not exceed 4000
(1)
pounds (1816 kilograms).
A copy of the OSHA Steel Erection Standard
ż1926.757, Open Web Steel Joists, is included at
f) The edge of the bundle of decking shall be placed within
www.newmil.com for reference. Construction loads are
one foot (0.30 m) of the bearing surface of the joist end.
defined therein for joist purposes as any load other than
the weight of the employee(s), the joists and the bridging.
(5) The edge of the construction load shall be placed within one
(2)
A copy of the OSHA Steel Erection Standard
foot (0.30 m) of the bearing surface of the joist end.
ż1926.757, Open Web Steel Joists, may be found at
www.newmil.com for
(1) Qualified person is
A copy therein OSHA reference. by Standard
of the Steel Erection possession ż1926.757,
defined as one who, of a
Open Web Steel Joists, is included at www.newmill.com for
recognized degree, certificate, or professional standing, or
reference. Construction loads are defined therein for joist
who by extensive knowledge, training, and experience,
has successfully demonstrated the ability to solve or
purposes as any load other than the weight of the employee(s),
resolve problems relating
the joists and the bridging. to the subject matter, the work,
or the project.
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www.newmill.com/digital-tools 99
Introduction
Special Profile Joists
SP-Series Design
SP-Series Tables
Standard Specification
STANDARD SPECIFICATION, SP-SERIES
The following abbreviated design examples demonstrate the
selection of an SP-Series joist from the Weight Tables given all
necessary geometry and loading information. The information
found in the SP-Series Weight Tables includes the uniform
self-weight of the joist as well as bridging and seat-depth
requirements. For Scissor (SPSC) and Arch (SPAC) Joists, the
table will note if the horizontal deflection is greater than 2 . This
The following examples serve as brief examples of going from a special profile geometry to the SP-Series load tables and
allowance is for a pin-roller bearing anchorage condition. The
determining the uniform self weight of the joist, the bridging requirements, the seat depth, and for Scissor (SPSC) and
horizontal deflection, or slip, is at the roller end.
Arch (SPAC) Joists, the table will note if the horizontal deflection is greater than 2 . This allowance is for a pin-roller
906.1 GABLE EXAMPLE
anchorage condition and the horizontal deflection, or slip, is at the roller end.
ALL TABLES ARE BASED ON ASD
Gable Joist Example
GABLE JOIST (SPGB)
From the above diagram, the following information is used to enter the Gable Joists (SPGB) Weight Tables on page 19.
Span: 40 -0 Center Depth: 46 End Depth: 6 Top Chord Pitch: 2 / foot
From the above diagram, the following information is used to enter the Gable Joists (SPGB) Tables on page 24.
Total Load: 300 plf The weight tables are based on a 0.75 Live to Total Load ratio (300 x 0.75 = 225 plf) and check
Span: 40 -0 Center Depth: 46 End Depth: 6 Top Chord Pitch: 2 / foot
for a Live Load Deflection not to exceed L/240, or 40 x 12 / 240 = 2 maximum deflection for 225
plf.
Total Load: 300 plf Total Load is the result of worst-case equivalent uniform load, W , based on investigation of
eqM-TL
Uplift Load: 160 plf This load is not shown in the above diagram but is called out on the contract drawings in the NET
all load cases.
UPLIFT plan and calculated for the given joist spacing.
Live Load: 120 plf SP-Series tables are based on a 0.75 Live to Total Load ratio (300 x 0.75 = 225 plf) and check for a Live Load
Joist Designation: 46 SPGB 300 / 225 / 160
deflection not to exceed L/240, or 40 x 12 / 240 = 2 maximum deflection for 225 plf. The Live Load in this
example, 120 plf, is less than 75 percent of the total load, 225 plf, therefore deflection is within limits.
From the information above, the correct geometry is found on page 23.
From the table: Joist Self-Weight: 23 PLF
Uplift Load: 160 plf Net Uplift is not shown in the above diagram but is called out in the contract documents in the
Bridging Required: 3 Rows of Bolted X-Bridging
NET UPLIFT plan.
Seat Depth: 5 Deep Seats
Joist Designation: 46 SPGB 300 / 120 / 160
Bridging and seat depth information should be noted on the contract documents and reflected in the section details.
From the information above, the correct geometry is found on page 28.
From the table: Joist Self-Weight: 8 PLF
Bridging Required: 3 Rows of Bolted X-Bridging
Seat Depth: 5 Deep Seats
Bridging and seat depth information should be noted in the contract documents and reflected in the section details.
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95
Introduction
Special Profile Joists
SP-Series Design
SP-Series Tables
Standard Specification
STANDARD SPECIFICATION, SP-SERIES
STANDARD SPECIFICATION SP SERIES
906.2 BOWSTRING EXAMPLE
906.2 BOWSTRING EXAMPLE
ALL TABLES ARE BASED ON ASD
EXAMPLES BASED ON ASD
BOWSTRING JOIST (SPBW)
From the above diagram, the following information is used to enter the Bowstring Joists (SPBW) Weight Tables on page
From the above diagram, the following information is used to enter the Bowstring Joists (SPBW) Tables on page 40.
35.
Span: 40 -0 Center Depth: 46 End Depth: 6 Top Chord Radius: 62 -0
Span: 40 -0 Center Depth: 46 End Depth: 6 Top Chord Radius: 62 -0
Total Load: 800 plf Total Load is the result of worst-case equivalent uniform load, WeqM-TL, based on investigation of
Total Load: 800 plf Total Load is the result of worst-case equivalent uniform load, W , based on investigation of
eqM-TL
all load cases.
all load cases.
Live Load: 400 plf SP-Series tables are based on a 0.75 Live to Total Load ratio (800 x 0.75 = 600 plf) and check for
a Live Load Deflection not to exceed L/240, or 40 x 12 / 240 = 2 maximum deflection for 600 plf.
Live Load: 400 plf SP-Series tables are based on a 0.75 Live to Total Load ratio (800 x 0.75 = 600 plf) and check for a Live Load
The Live Load in this example, 400 plf, is less than 75 percent of the total load, 600 plf, therefore
deflection not to exceed L/240, or 40 x 12 / 240 = 2 maximum deflection for 600 plf. The Live Load in this
deflection is within limits.
example, 400 plf, is less than 75 percent of the total load, 600 plf, therefore deflection is within limits.
Uplift Load: 220 plf Net Uplift is not shown in the above diagram but is called out in the contract documents in the
Uplift Load: 220 plf Net NET UPLIFT plan. in the above diagram but is called out in the contract documents in the NET
Uplift is not shown
UPLIFT plan.
Joist Designation: 46 SPBW 800 / 400 / 220
Joist Designation: 46 SPBW 800 / 400 / 220
From the information above, the correct geometry is found on page 39.
From the information above, the correct geometry is found on page 44.
From the table: Joist Self-Weight: 17 PLF
Bridging Required: 3 Rows of Bolted X-Bridging
From the table: Joist Self-Weight: 17 PLF 5 Deep Seats
Seat Depth:
Bridging Required: 3 Rows of Bolted X-Bridging
Bridging and seat depth information should be noted in the contract documents and reflected in the section details.
Seat Depth: 5 Deep Seats
Bridging and seat depth information should be noted in the contract documents and reflected in the section details.
97
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Introduction
Special Profile Joists
SP-Series Design
SP-Series Tables
Standard Specification
STANDARD SPECIFICATION, SP-SERIES
906.3 SCISSOR EXAMPLE
ALL TABLES ARE BASED ON ASD
Scissor Joist Example
SCISSOR JOIST (SPSC)
From the above diagram, the following information is used to enter the Scissor Joists (SPSC) Weight Tables on page 51.
From the above diagram, the following information is used to enter the Scissor Joists (SPSC) Tables on page 56.
Span: 40 -0 Chord Depth: 36 Shape Depth: 97 Top Chord Pitch: 3 / 12
Ridge Depth: 37.1
Span: 40 -0 Chord Depth: 36 Shape Depth: 97 Top Chord Pitch: 3 / foot
Ridge Depth: 37.1
Total Load: 600 plf The weight tables are based on a 0.75 Live to Total Load ratio (600 x 0.75 = 450 plf) and check
for a Live Load Deflection not to exceed L/240, or 40 x 12 / 240 = 2 maximum deflection for 450
plf.
Total Load: 600 plf Total Load is the result of worst-case equivalent uniform load, W , based on investigation of
eqM-TL
all load cases.
Uplift Load: 110 plf This load is not shown in the above diagram but is called out on the contract drawings in the NET
UPLIFT plan.
Live Load: 370 plf SP-Series tables are based on a 0.75 Live to Total Load ratio (600 x 0.75 = 450 plf) and check for a Live Load
deflection not to exceed L/240, or 40 x 12 / 240 = 2 maximum deflection for 450 plf. The Live Load in this
Joist Designation: 36 SPSC 800 / 600 / 110
example, 370 plf, is less than 75 percent of the total load, 450 plf, therefore deflection is within limits.
From the information above, the correct geometry is found on page 54.
Uplift Load: 110 plf Net Uplift is not shown in the above diagram but is called out in the contract documents in the
From the table: Joist Self-Weight: 18 PLF
NET UPLIFT plan.
Bridging Required: 6 Rows of Bolted X-Bridging
Seat Depth: 5 Deep Seats
Joist Designation: 36 SPSC 600 / 370 / 110
Horizontal Deflection: d"2 ; as the note for dx>2 is not shown in the cell
Bridging and seat depth information should be noted on the contract documents and reflected in the section details.
From the information above, the correct geometry is found on page 60.
From the table: Joist Self-Weight: 18 PLF
Bridging Required: 2 Rows of Bolted X-Bridging
Seat Depth: 5 Deep Seats
Horizontal Deflection: d"2 ; as the note for 1 >2 is not shown in the cell
x
Bridging and seat depth information should be noted in the contract documents and reflected in the section details.
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97
102 www.newmill.com/digital-tools
Introduction
Special Profile Joists
SP-Series Design
SP-Series Tables
Standard Specification
STANDARD SPECIFICATION, SP-SERIES
STANDARD SPECIFICATION SP SERIES
906.4 ARCH EXAMPLE
ALL TABLES ARE BASED ON ASD
906.4 ARCH EXAMPLE
EXAMPLES BASED ON ASD
ARCH JOIST (SPAC)
From the above diagram, the following information is used to enter the Arch Joists (SPAC) Weight Tables on page 67.
From the above diagram, the following information is used to enter the Arch Joists (SPAC) Tables on page 72.
Span: 40 -0 Chord Depth: 36 Shape Depth: 96 Top Chord Radius: 43 -0
Span: 40 -0 Chord Depth: 36 Shape Depth: 96 Top Chord Radius: 43 -0
Total Load: 450 plf Total Load is the result of worst-case equivalent uniform load, WeqM-TL, based on investigation of
Total Load: 450 plf Total all load cases. of worst-case equivalent uniform load, W , based on investigation of
Load is the result
eqM-TL
all load cases.
Live Load: 315 plf SP-Series tables are based on a 0.75 Live to Total Load ratio (450 x 0.75 = 338 plf) and check for
a Live Load Deflection not to exceed L/240, or 40 x 12 / 240 = 2 maximum deflection for 338 plf.
Live Load: 315 plf SP-Series tables are based on a 0.75 Live to Total Load ratio (450 x 0.75 = 338 plf) and check for a Live Load
The Live Load in this example, 315 plf, is less than 75 percent of the total load, 338 plf, therefore
deflection not to exceed L/240, or 40 x 12 / 240 = 2 maximum deflection for 338 plf. The Live Load in this
deflection is within limits.
example, 315 plf, is less than 75 percent of the total load, 338 plf, therefore deflection is within limits.
Uplift Load: 200 plf Net Uplift is not shown in the above diagram but is called out in the contract documents in the
NET UPLIFT plan.
Uplift Load: 200 plf Net Uplift is not shown in the above diagram but is called out in the contract documents in the
NET UPLIFT plan.
Joist Designation: 36 SPAC 450 / 315 / 200
Joist Designation: 36 SPAC 450 / 315 / 200
From the information above, the correct geometry is found on page 71.
From the table: Joist Self-Weight: 17 PLF
From the information above, the correct geometry is found on page 76.
Bridging Required: 2 Rows of Bolted X-Bridging
Seat Depth: 5 Deep Seats
From the table: Joist Self-Weight: 17 PLF d"2 ; as the note for dx>2 is not shown in the cell
Horizontal Deflection:
Bridging Required: 2 Rows of Bolted X-Bridging
Seat Depth: 5 Deep Seats
Bridging and seat depth information should be noted in the contract documents and reflected in the section details.
Horizontal Deflection: d"2 ; as the note for x>2 is not shown in the cell
Bridging and seat depth information should be noted in the contract documents and reflected in the section details.
99
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www.newmill.com/digital-tools 103
Introduction
Special Profile Joists
SP-Series Design
SP-Series Tables
Standard Specification
NOTES:
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Introduction
Special Profile Joists
SP-Series Design
SP-Series Tables
Standard Specification
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