Special profile steel joists - New Millennium Building Systems

Transcription

Special Profile Steel Joists
• 40,000+ Engineered Design Specifications
• Gable, Bowstring, Scissor, and Arch Joist Profiles
• Nationwide Engineering and Manufacturing
GABLE
Introduction to Products and Services .............................. 2
Special Profile Joists ....................................................... 10
Availability
Design
Fire Ratings
SP-Series Design ............................................................ 14
Horizontal Reactions
Load Adjustment Factors
Scissor Joist Design Example
Bowstring Joist Design Example
Special Profile Joists
FLAT TOP GABLE
Introduction
Table of Contents
Gable Joist (SPGB) Tables ............................................. 24
Bowstring Joist (SPBW) Tables ....................................... 40
SCISSOR
Scissor Joist (SPSC) Tables ............................................. 56
SP-Series Standard Specification ................................... 88
COMPOUND SCISSOR
SP-Series Design
Arch Joist (SPAC) Tables ................................................ 72
BOWSTRING
SP-Series Tables
SLOPED BOWSTRING
SLOPED ARCH
Standard Specification
ARCH
LIABILITY STATEMENT
The data published in this catalog has been developed using
recognized engineering principles and is intended for general
information only. Although the data shown is believed to be accurate, New Millennium Building Systems does not assume any
liability or obligation of any kind or nature arising from or related
to the data provided herein and/or its use. Applicability of the
products and the accuracy of the data should be assessed by
a licensed professional engineer or architect to determine the
suitability for the intended application. New Millennium Building
Systems’ Standard Terms and Conditions shall supersede any
statements to the contrary contained herein.
Introduction
Uplift your design ideas
40,000 ways to change the shape of architecture.
This catalog was developed in response to the growing demand for new structural design
ideas and innovative rooflines that are only possible using “special profile” steel joists.
To meet the aspirations of both architects and engineers, we have vastly expanded the
previous range of published weight table specifications for the four basic special joist
profiles: gable, bowstring, scissor, and arch. This development has eased the way for the
evaluation and specification of many thousands more combinations of steel joist profiles
that were heretofore not practically supported by the specification tables.
With this catalog as your guide and our engineering
teams at your service, you now have access to the
following:
•Over 40,000 engineering design specifications
across four basic profiles
•Engineers can now more feasibly and practically
specify unique steel architecture
SP-Series Design
•Tables include bridging information, bearing seat
depth and other key information
•Online joist specification “tools” make specification
even easier and faster
SP-Series Tables
•Online tools are available as mobile apps for
Android and iOS devices
As more architects have learned about the design flexibility of gable, scissor, bowstring
and arch joist profiles, they have used variations and even combinations of these profiles
to uplift distinctive building designs.
2
Discover the easiest way to specify special profile joists:
www.newmill.com/digital-tools
Shipping Considerations
Introduction
Delivery coordination of your project.
We ship special profile steel joists to all regions of the country and are always mindful of related
considerations, such as trailering length and erection site constraints. We will collaborate on these
important considerations to further assure the cost-minimized success of the project.
•Coordination on erection site access and joist
routing on site are often based on joist size and
length, including whether profile dimensions must
be modified in advance to minimize delivery costs.
Related considerations include whether the joists
can be shipped and erected in one piece or
shipped in shorter sections for field splicing.
•Coordination extends to roadway considerations
and meeting any state requirements regarding
over-length or over-width material, types of escorts
and route surveys.
•Coordination on material delivery schedules
prior to shipping to ensure the erection crew has
the proper equipment and is ready to unload when
the truck arrives. NMBS engineering can provide
joist weights and bundle weights to assist in
this planning.
•Sufficient time should be allowed for safe
unloading. Special profile joists can take more
time to unload than standard steel joists, due to
their often-unusual shapes and dimensions.
•The safe erection of steel joists is guided by
the OSHA Steel Erection Standard Part §1926.
This information is published in our Steel Joists
and Joist Girders catalog.
SP-Series Design
SP-Series Tables
Hundreds of steel building projects feature special profile steel
joists. New Millennium can deliver anywhere in the country.
3
Introduction
Together, let’s build a better steel experience.
New Millennium’s competitive advantage is flexibility.
As our customers nationwide have discovered, we engineer winning relationships, success stories
that continue to build America.
Our uniquely flexible engineering and manufacturing business model enables us to take the project owner’s
point of view: delivering higher total-project performance, for less total-project cost. You can count on us for
the experience, products, services, and nationwide locations that will build your business...
•Value engineered total-project
cost management
•Flexible approach to steel joist
and metal decking supply
•Experienced developers of
special profile steel joists
•Leading, most experienced
providers of BIM/IPD projects
SP-Series Design
•Nationwide locations for local
supply and support
QUALITY ASSURANCE
SP-Series Tables
New Millennium is a Steel Joist Institute (SJI) member company, fully certified to manufacture K, LH and
DLH-Series Steel Joists, and Joist Girders. New Millennium is also a Steel Deck Institute (SDI) member
company, fully certified to manufacture roof deck, form deck, and composite floor deck.
• New Millennium products meet FM, UL and ULC requirements.
• Welders are certified in accordance with AWS D1.1 and D1.3.
• The Indiana and Nevada facilities meet CSA Standard W47.1 in Division 2 for open web joists.
• The Indiana facility is certified in accordance with the requirements of the current IBC/Michigan Building Code,
Chapter 17, Section 1705, Paragraph 2.2.
• The Florida facility is certified in accordance with the requirements of the Miami-Dade County, Florida Building
Code, Article IV, Chapter 8.
• The Arkansas and Florida facilities are certified in accordance with the Houston, Texas Building Code,
Section 1704.2.2.
• The Nevada and Mexico facilities are certified in accordance with the requirements of Clark County, LA City,
IAS (pending).
4
Nationwide Support
Introduction
New Millennium is your nationwide resource for design, manufacturing, and
delivery of structural steel joists, and steel roof and floor decking.
SP-Series Design
FALLON
JUAREZ
FALLON
FALLON
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JUAREZ
JUAREZ
BUTLER
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MANUFACTURING
LOCATIONS:
HOPE
SALEM
BUTLERFacility
Indiana
1992 NW Bascom
Norris Drive
Lake City, FL 32055
Phone: (386) 466-1300
Fax: (386) 466-1301
SALEM Facility
Virginia
HOPE Facility
Arkansas
100 Diuguids
Lane
LAKE CITY
Post Office Box 3400
Salem, VA 24153
Phone: (540) 389-0211
Fax: (540) 389-0378
3565 Highway
BUTLER 32 North
Hope, AR 71801
Phone: SALEM
(870) 722-4100
Fax: (870)
722-4245
LAKE
CITY
FALLON
JUAREZ
FALLON Facility
Nevada
JUAREZ Mexico Facility
8200JUAREZ
Woolery Way
Carr. Panamericana
9920
HOPE
Fallon, NV 89406 HOPECol. Puente Alto
BUTLER
HOPE
Phone: (775) 867-2130
C.P. 32695
BUTLER
Fax: (775)
867-2169
Cuidad
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BUTLER
SALEM
SALEM
Mexico
LAKE CITY
SALEM
LAKE Phone:
CITY (915) 298-5050
LAKE CITY
Fax: (915) 298-4040
SP-Series Tables
6115 County
SALEMRoad 42
Butler, IN 46721
LAKE CITY
Phone: (260) 868-6000
Fax: (260) 868-6001
LAKE CITY
Florida
Facility
FALLON
To quickly identify the sales representative that services your area, log on to www.newmill.com/contactus.html
Industry-leading 3D BIM design • State-of-the-art manufacturing • Nationwide delivery and support • Steel joists and metal decking
5
Product Flexibility
Introduction
Assure the winning success of your project, with our full range of structural
steel roofing and flooring systems development.
For faster and easier specification, start with our convenient web-based
or mobile app design tools. See page 6 of this catalog or visit
STANDARD STEEL JOISTS
Joist products include K, LH and DLH Series joists and joist girders,
and CJ Series joists (Composite Joist). Joists can be furnished as a
single-piece up to 15 feet deep and up to 125 feet long, depending
on location and shipping restrictions. All are produced in accordance
with the specifications of the Steel Joist Institute.
FLEX-JOIST ™ TENSION-CONTROLLED
STEEL JOIST DESIGN
SP-Series Design
Flex-Joist™ tension controlled steel joist design results in a joist that
characteristically displays both higher strength levels and large
inelastic deformations prior to collapse. The result is a roof or floor
framing system with improved strength, an improved reliability index,
and improved sensory alert to overload prior to collapse.
Flex-Joist™ tension-controlled steel joist design is ideally suited to
electronic monitoring of deflection and/or strain for early warning
of high loads, if desired. This can allow time for building evacuation,
load removal, and/or shoring to prevent collapse. Although electronic monitoring is not provided by NMBS, we can help coordinate
requirements with your electronic monitoring supplier.
SP-Series Tables
SPECIAL PROFILE STEEL JOISTS
Unique roofline designs are now practical and economical using
special profile steel joists, due to our development of engineering
specifications enabling over 40,000 special profile steel joist design
possibilities. We manufacture a complete range of special profile
steel joist products, including bowstring, arched, scissor, doublepitched, and single-pitched steel joists.
METAL DECKING
Roof and floor metal deck options include B deck, N deck,
form deck and composite deck. Engineered to the application,
our decking systems are certified to address performance
requirements related to such factors as wind uplift, fire resistance
and noise reduction.
6
Service Flexibility
Introduction
Elevate the long-term success of your business with our proactive approach to your project needs.
SP-Series Design
Bring us in early on the project to help achieve your
architectural vision, while holding the line on structural
execution and related project costs. We can show
you new design solutions made possible by our
leading development of over 40,000 new engineering specifications in the discipline of special profile
steel joist design.
We participate in BIM based projects using our
new Dynamic Joist® digital design component.
The component is available as a free, downloadable
add-on for Tekla Structures. New Millennium supports
the Industry Foundation Classes (IFC) standard for
data transport and the sharing of our component
across various BIM platforms.
ENGINEERED COST REDUCTIONS
DYNAMIC MANUFACTURING & DELIVERY
We remove a chain reaction of project costs, starting
with reduced steel tonnage and ending with lower
on-site labor costs for handling, lifting and erection.
Our approach to cost-accountable engineering can
shorten project timelines and prevent delayed
occupancy or lost retail revenues.
Our dynamic manufacturing can adjust to any project
timeline or changing erection site needs, including
staged and just-in-time deliveries. Just tell us what you
need and when you need it.
BIM DESIGN COLLABORATION
SP-Series Tables
ARCHITECTURAL SOLUTIONS
7
Introduction
Digital Specification Tools
Discover the easiest way to specify special profile steel joists: www.newmill.com/digital-tools
•Easier and faster specification
•Helpful cost-saving guidelines and options
SP-Series Design
•Mobile app for on-the-go convenience
•Complete range of digital design tools:
– Standard steel joists and steel Joist Girders
– Special profile steel joists
– Steel roof and floor decking
3D BIM-BASED DESIGN
WEB-BASED AND MOBILE SPECIFICATION TOOLS
Our Dynamic Joist component is
the leading choice for BIM-based
steel joist 3D design.
Whether you’re in the office or out in the field, New Millennium
has you covered. Introducing the industry’s first complete set of digital
specification tools. To further simplify and accelerate the steel package
design process, New Millennium has packed the power of our specification catalogs into advanced web and mobile applications.
SP-Series Tables
®
New Millennium pioneered IPD
(integrated project delivery) with
steel joists by making BIM-based
process management a reality.
Since early 2010, Dynamic Joist®
has enhanced design collaboration
in real-world projects throughout
North America.
Available as a FREE download on
our website. Get yours today!
8
Built upon our expertise in steel joist and metal deck engineering,
and backed by our database of load and weight tables, this toolset
will prove to be your handy go-to resource. You will find everything you
need... from standard steel joists and girders, to our industry-leading
special profile steel joist designs, to a wide range of roof, form, and
composite floor decking.
Our commitment to building a better steel experience is focused on
you. Log on to our website and start using these tools today.
LEED Information
Introduction
LEED (Leadership in Energy & Environmental Design)
New Millennium is a member of the US Green Building Council, the
governing body of LEED, the most widely recognized and used green
building program around the globe.
New Millennium monitors changes in the LEED rating system as well
as other environmental rating systems and can provide documentation
on recycled content and regional material information depending on
project location.
Current New Millennium LEED information can be found under the
DOWNLOADS tab on our website at www.newmill.com.
Scan the QR-code at the right for a quick link to our detailed LEED
information page, including downloadable PDFs regarding our
current recycled content.
LEED® Green Building Rating System™
What’s driving green building? The growth of green
building is being expedited by three factors:
Why build green? Green buildings consume less
energy and fewer resources. In comparison to the
average commercial building, green buildings:
Source: GSA Public Buildings Service (2008). Assessing Green Building
Performance: A Post Occupancy Evaluation of 12 GSA Building.
NEW MILLENNIUM RECYCLED CONTENT
New Millennium steel joists and metal decking
products are fabricated from steel manufactured at
mini-mills using scrap steel. Therefore, our product
can be used towards points under the Materials and
Resources Credit 4 which covers Recycled Content.
Under MR Credit 4 you can obtain up to 2 points
towards LEED certification if you use materials with
recycled content such that the postconsumer recycled
content plus 1/2 of the preconsumer content constitutes at least 10% (1 point) or 20% (2 points), based
on cost, of the total value of the materials in the project.
• Consume 26% less energy
• Have 13% lower maintenance costs
• Have 27% higher occupant satisfaction
• Produce 33% less greenhouse gas emissions
SP-Series Tables
• Unprecedented level of government initiatives
• Heightened demand for green construction
• Improvements in sustainable materials
The LEED certification system is organized into five
environmental categories: Sustainable Sites (SS),
Water Efficiency (WE), Energy and Atmosphere
(EA), Materials and Resources (MR) and Indoor
Environmental Quality (IEQ). An additional category,
Innovation in Design (ID), addresses sustainable
building expertise as well as design measures not
covered under the five environmental categories.
The number of points the project earns determines
the level of LEED Certification the project receives.
SP-Series Design
The LEED Green Building Rating System™ is a
voluntary, consensus-based standard to support and
certify successful green building design, construction
and operations. LEED certification is available for
all building types including new construction and
major renovation, schools, healthcare, retail, homes,
neighborhoods, core and shell, commercial interiors
and even existing buildings.
9
Introduction
Special Profile Steel Joists, SP-Series
AVAILABILITY
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head start
start that
that you
you need
need to
to gain
gain aa
competitive
edge.
competitive
edge.
competitive
competitive edge.
edge.
GEOMETRY
GEOMETRY
GEOMETRY
GEOMETRY
GEOMETRY
The
dimensions
shown
theSP-Series
SP-Series
profilediagrams
diagrams
The
dimensions
shown
ononthe
profile
The
dimensions
shown
on on
the
SP-Series
profileprofile
diagrams
to the
The
dimensions
the
diagrams
The
dimensions
shown
the SP-Series
SP-Series
profilebe
diagrams
tothe
the
rightand
andshown
onthe
theon
following
pageshould
should
beclearly
clearly
to
right
on
following
page
right
and
in
the
following
page
should
be
clearly
shown
and
to
the
on
the
following
page
be
toshown
the right
right
and
onon
thethe
following
page should
should
be clearly
clearly
andand
noted
on
the
construction
documents.
Web
shown
and
noted
construction
documents.
Web
noted
in
the
construction
documents.
Web
layouts
in
SP-Series
shown
and
noted
on
the
construction
documents.
Web
shown
noted
on the
construction
documents.
Web
layoutsand
SP-Series
joists
varygreatly
greatly
depending
layouts
ononSP-Series
joists
vary
depending
onon
layouts
SP-Series
joists
vary
greatly
depending
layouts
on
SP-Series
joists
vary web
greatly
depending
on
joists
varyon
greatly
depending
on
geometry
andlayouts
loading.
Special
geometry
and
loading.
Special
web
layouts
mayon
be
geometry
and
loading.
Special
may
be
geometry
and
loading.
Special
layouts
may
be
geometry
and
loading.
Special
web
layouts
may for
be
specified
on the
the
contract
documents
for
architectural
web
layoutson
may
be
specified
on
the web
contract
documents
specified
contract
documents
for
architectural
specified
the
documents
for
specified
on
the contract
contract
documents
for architectural
architectural
needs ororon
compatibility
(e.g.
duct
clearances).
Unless
needs
compatibility
(e.g.
duct
clearances).
Unless
architectural
needs
or
compatibility
(e.g.
duct
clearances).
needs
or
(e.g.
clearances).
Unless
needs
or compatibility
compatibility
(e.g. duct
duct
clearances).
Unless
specifically
notedororrequested,
requested,
NMBS
willprovide
provide
specifically
noted
NMBS
will
anan
Unless
specifically
noted
or requested,
NMBS
will
provide an
specifically
or
NMBS
provide
an
specifically
noted
or requested,
requested,
NMBS
will
provide
an
economicalnoted
webgeometry
geometry
thatmeets
meets
thewill
requirements
economical
web
that
the
requirements
ofof
economical
web
geometry
that
meets
the the
requirements
of
this
economical
web
geometry
that
meets
of
economical
web
geometry
that
meets
the requirements
requirements
of
thisspecification
specification
andthose
those
contained
inthe
thecontract
contract
this
and
contained
in
this
specification
and
those
contained
in
contract
specification
and
those
contained
inlayouts
the
contract
documents.
this
specification
and
those
contained
in
the
contract
documents.
When
special
web
layouts
arethe
required
for
documents.
When
special
web
are
required
for
documents.
special
web
layouts
are
required
for
documents.
When
special
web
layouts
areand
required
for
anyreason,
reason,When
they
should
clearly
shown
and
noted
on
When
special
web
layouts
are
required,
they
should
be
clearly
any
they
should
bebe
clearly
shown
noted
on
any
reason,
they
be
shown
any
reason,
they
should
be clearly
clearly
shown and
and noted
noted on
on
thecontract
contract
documents.
the
documents.
shown
and noted
in should
the
contract
documents.
the
the contract
contract documents.
documents.
The
old
adage
“deeper
cheaper”
true when
when
The
old
adage
“deeper
isis cheaper”
isis considering
true
The
oldoldadage
“deeper
is cheaper”
is
true when
The
“deeper
is
is
when
The
old adage
adage
“deeper
isIt Itcheaper”
cheaper”
is true
true
when
considering
SP-Series
joists.
isalso
alsousually
usually
more
cost
considering
SP-Series
joists.
is
more
cost
SP-Series
joists.
It is fewer
also
usually
more
cost effective
to
considering
joists.
ItIt is
also
usually
more
cost
considering
SP-Series
joists.
iswith
also
usually
more
cost
effectivetotoSP-Series
specifyfewer
joists,
withincreased
increased
spacing,
effective
specify
joists,
spacing,
specify
fewer
joists,
with
increased
spacing,
and
therefore
effective
to
specify
fewer
joists,
with
increased
spacing,
effective
to
specify
fewer
joists,
with
increased
spacing,
and
therefore
heavier,
compared
to
more
numerous,
and therefore heavier, compared to more numerous,
and
therefore
heavier,
compared
to
more
heavier,
compared
to
more numerous,
lighter
joists atnumerous,
narrower
and
therefore
heavier,
compared
toSP-Series
more
numerous,
lighter
joistsatat
narrower
spacing.
joistsare
are
lighter
joists
narrower
spacing.
SP-Series
joists
lighter
joists
at
narrower
spacing.
SP-Series
joists
lighter
joists
at
narrower
spacing.
SP-Series
joists are
are
provided
with
no
camber
unless
otherwise
specified
spacing.
provided with no camber unless otherwise specified
inin
provided
with
no
provided
with
no camber
camber unless
unless otherwise
otherwise specified
specified in
in
thecontract
contract
documents.
the
documents.
the
contract
the SP-Series
contract documents.
documents.
All
joists are provided with no camber unless
OFFSET GABLE
SCISSOR
COMPOUND SCISSOR
OFFSET COMPOUND SCISSOR
otherwise specified in the contract documents.
66
66
10
BOWSTRING
11
77
77
OFFSET COMPOUND ARCH
SP-Series Tables
COMPOUND ARCH
SP-Series Design
ARCH
OFFSET BOWSTRING
DESIGN
The
specifying
has has
several
thingsthings
to consider
The
specifyingprofessional
professional
has
several
things
to consider
consider
DESIGN
The
specifying
professional
several
to
The
specifying
professional
has
several
things
to
when
specifying
a
SP-Series
joist.
The
specifying
when
specifying
SP-Series
joists.
The
specifying
professional
when
specifying
a
SP-Series
joist.
The
specifying
The specifying professional has several things to consider
consider
when
specifying
aa all
SP-Series
joist.
The
specifying
professional
is
responsible
for providing
providing
all
loads
for
which
iswhen
responsible
forresponsible
providing
loads
for which
theloads
joist or
professional
is
for
all
for
which
specifying
SP-Series
joist.
The
specifying
professional
is
responsible
for
providing
all
loads
for
which
the
joist
or
joist
girder
must
be
designed.
NMBS
can
help
the
joist
joist
mustNMBS
be
NMBS
joist
girderormust
designed.
can help identify
andcan
professional
isbegirder
responsible
for designed.
providing
all
loads
for help
which
the
joist
or
joist
girder
must
be
designed.
NMBS
can
identify
and
suggest
areas
for
review
and
value
engineering
identify
and
suggest
areas
for
review
and
value
engineering
the joist
or for
joist
girder
be designed.
NMBS can help
help
suggest
areas
review
and must
value engineering
on SP-Series
identify
and
suggest
areas
for
review
value
engineering
on
SP-Series
joists to
to
insure
properand
load
development,
on
SP-Series
joists
insure
proper
load
development,
identify
and
suggest
areas
for
review
and
value
engineering
joists
to
insure
proper
load
development,
analysis,
and
on
joists design
to
insure
proper
load
analysis,
and structural
structural
design
for any
any
project.
analysis,
and
for
project.
on SP-Series
SP-Series
to
insure
proper
load development,
development,
structural
design
forjoists
any project.
analysis,
and
structural
design
for
any
project.
analysis, and structural design for any project.
WIND LOADS
LOADS
WIND
WIND
LOADS
WIND
LOADS
Design
of
structures to
to resist
resist wind
wind load
load in
in combination
combination with
with
WIND
LOADS
Design of
structures
Design
of
structures
to
resist
wind
load
in
combination
Design
of
structures
to
resist
wind
load
in
combination
other
loads
is
required
by
every
building
code.
Wind
load
other
loads
is
required
by
every
building
code.
Wind
load
Design of structures to resist wind load in combination with
with
other
loads
every
building
code.
Wind
load
alone
creates
both
lateralby
wind
forces
andcode.
uplift
wind
forces
with
other
loadsis
isrequired
required
by
every
building
Wind
alone
creates
both
lateral
wind
forces
and
uplift
wind
forces
other
loads
is
required
by
every
building
code.
Wind
load
alone
creates
both
lateral
wind
forces
and
uplift
forces
on
structure.
The
uplift
wind
forces
must
be
resisted
by
the
load
creates
both
lateral
forces
andmust
uplift
forces
onwind
a by
on
aa alone
structure.
The
uplift
wind
forces
be
resisted
the
alone
creates
both
lateral
wind
forces
and
uplift
wind
forces
on
a
structure.
The
uplift
wind
forces
must
be
resisted
by
the
primary
and
secondary
roof
support
members.
Both
types
of
primary
and
roof
support
members.
Both
types
structure.
The secondary
lateral
forces
and
uplift
forces
on abe
structure
on a structure.
The
uplift
wind
forces
must
resisted
by of
the
primary
and
secondary
roof
support
members.
Both
types
forces
may
or
may
not
involve
roof
deck,
standard
joists,
forces
may
or
may
not
involve
roof
deck,
standard
joists,
primary
and secondary
roofand
support
members.
Both types of
of
must
be resisted
by the primary
secondary
roof support
forces
may
or
may
not
involve
roof
deck,
standard
joists,
joist
girders,
or
SP-Series
joists
provided
by NMBS.
NMBS.
joist
girders,
or
provided
by
forces
may
orSP-Series
may
not joists
involve
roofnot
deck,
standard
joists,
members.
Both
types
of
forces
may
or
may
involve
roof
joist
girders,
or
joists
provided
by
NMBS.
joiststandard
girders,joists,
or SP-Series
SP-Series
joists
provided
byprovided
NMBS.
deck,
joist girders,
or SP-Series
joists
The lateral
lateral wind
wind moment
moment or
or lateral
lateral forces
forces are
are best
best provided
provided
The
byThe
NMBS.
lateral
wind
lateral
are
provided
to
NMBS
in terms
terms
of “Wind
“Windor
Moment”
in units
units
ofbest
foot-kips
or
to
NMBS
in
of
Moment”
in
of
foot-kips
or
The
lateral
wind moment
moment
or
lateral forces
forces
are
best
provided
to
NMBS
in
terms
of
“Wind
Moment”
in
units
of
foot-kips
“Wind
Axial
Load”
in
units
of
kips.
As
end
moments
and or
oror
“Wind
Axial in
Load”
of kips.
As end
moments
and
to NMBS
termsin ofunits
“Wind
Moment”
in units
of foot-kips
or
“Wind
Axial
Load”
units
of
As
moments
The
lateral
windact
moment
or
lateral
forces
are end
best
provided
axial
forces
act
inin
combination
with
other
loads, and
(e.g.or
axial
forces
in
other
loads,
(e.g.
“Wind
Axial
Load”
incombination
units
of kips.
kips.with
As
end
moments
and
or
act
in
with
other
loads,
uniform
and
continuity
moments),
coordination
toaxial
NMBSforces
ingravity
terms
ofand
“Wind
Moment” in
units
foot-kips
uniform
gravity
continuity
moments),
coordination
axial
forces
act
in combination
combination
with of
other
loads, (e.g.
(e.g.
gravity
continuity
coordination
between
the
specifying
professional
and
NMBSand
is crucial.
crucial.
oruniform
“Wind Axial
Load” and
in
units
of kips. As moments),
end
moments
between
the
specifying
professional
and
NMBS
is
uniform
gravity
and
continuity
moments),
coordination
between
the
specifying
professional
and
is
This
ensures
that
the building
building
codeloads,
specified
combinations
This
ensures
that
the
code
specified
combinations
between
thein
specifying
professional
and
NMBS
is crucial.
crucial.
axial
forces
act
combination
with other
(e.g.NMBS
uniform
This
ensures
that
the
building
code
specified
combinations
are
properly
applied.
Clear
instructions
on
the
contract
are
properly
applied.
Clear
instructions
on
the
contract
This
ensures
that the
building
code specified
combinations
gravity
and continuity
moments),
coordination
between
are
properly
applied.
Clear
instructions
on the
contract
drawings
and, better
better still,
still,
contact
with NMBS
NMBS
during
the
drawings
and,
contact
during
the
arespecifying
properly
applied.
Clear
instructions
the
contract
the
professional
and
NMBS
iswith
crucial
toon
ensure
drawings
and,
better
still,
contact
with
NMBS
during
the
design
process
is
advised.
design
process
is
advised.
drawings
and,
better
still,
contact
with
NMBS
during
the
that
the building
code
specified combinations are properly
design
process
is
advised.
design
process
is
advised.
applied.isClear
on NMBS
the contract
documents
and,Uplift” in
Uplift
bestinstructions
provided to
to
in terms
terms
of “Net
“Net
Uplift
is best
provided
NMBS in
of
Uplift” in
better
still,
contact
with
NMBS
during
the
design
process
Uplift
is
best
provided
to
NMBS
in
terms
of
“Net
Uplift”
units
ofis
pounds
per square
square
foot and
and
shown
on “Net
plan
upliftin
units
of
pounds
per
aa plan
uplift
Uplift
best provided
to foot
NMBS
inshown
terms on
of
Uplift”
in
is
advised.
units
of
pounds
per
square
foot
and
shown
on
a
plan
layout.
These
loads
are
then
applied
to
the
affected
layout.
loads
are then
to on
thea affected
units ofThese
pounds
per square
foot applied
and shown
plan uplift
uplift
layout.
loads
are
then
to
the
members
according
to the
the
tributary
area. Uplift
Uplift
design
may
members
according
to
area.
may
layout. These
These
loads
aretributary
then applied
applied
to design
the affected
affected
Uplift
is bestaccording
provided
toto
NMBS
inbridging
terms ofarea.
“Net
Uplift”
in bottom
members
the
tributary
Uplift
design
also
involve
additional
rows
of
bridging
or
joist
girder
bottom
also
involve
additional
rows
of
or
joist
girder
members according to the tributary area. Uplift design may
may
also
rows
of
bridging
or
joist
girder
bottom
units
poundsadditional
per
squarethose
foot and
shown onfor
a plan
uplift
chord
braces
beyond
those
required
for
normal
erection
chord
braces
beyond
required
normal
erection
alsoofinvolve
involve
additional
rows
of
bridging
or
joist
girder
bottom
chord
braces
those
required
for
normal
stability.
layout.
loadsbeyond
are then applied
the affected
stability.
chordThese
braces
beyond
those to
required
formembers
normal erection
erection
stability.
according
to
the
tributary
area.
Uplift
design
may
also
involve
stability.
On
sloped
roofs
wind or
load
actingbottom
on the
the
roof
will create
create
On
sloped
roofs
wind
load
on
roof
will
additional
rows
of bridging
joistacting
girder
chord
braces
On
roofs
load
acting
on
the
roof
will
create
inward
pressure
onwind
the
windward
side
of
the
roof
that
is
inward
pressure
on
the
windward
roof
is
On sloped
sloped
roofs
wind
load
actingside
on of
thethe
roof
willthat
create
beyond
those
required
for
normal
erection
stability.
inward
pressure
on
the
windward
side
of
the
roof
that
additive
to
normal
gravity
loading
and
outward
pressure
on
additive
normal gravity
andside
outward
pressure
onis
inward topressure
on the loading
windward
of the
roof that
is
additive
to
normal
gravity
loading
and
outward
pressure
the
leeward
side
that
opposes
the
normal
gravity
loading.
the
leeward
side
that
opposes
the
normal
gravity
loading.
Onadditive
sloped roofs,
wind gravity
load acting
on the
roofoutward
will create
to normal
loading
and
pressure on
on
the
side
that
opposes
the
normal
loading.
Both
loading
conditions
haveside
effects
on gravity
the isresulting
resulting
Both
loading
conditions
have
effects
on
the
the leeward
leeward
that
opposes
the
gravity
loading.
inward
pressure side
on
the
windward
of normal
the roof
that
Both
loading
conditions
have
effects
on
the
resulting
member
forces
and
subsequent
design.
The
specifying
member
forces
and
subsequent
design.
The
specifying
Both
loading
conditions
have
effects
on
the
resulting
additive
to normal
gravity
loading
and outward
pressure
onspecifying
member
forces
and
subsequent
design.
The
professional
is reminded
reminded
to clearly
clearly communicate
communicate
such
loads
professional
is
to
such
loads
member
forces
and
subsequent
design.
The
specifying
the
leeward
side
that
opposes
the
normal
gravity
loading.
professional
is
reminded
to
clearly
communicate
such
toprofessional
NMBS.
to
NMBS.
is reminded
to clearly
such loads
loads
Both
loading conditions
have effects
on thecommunicate
resulting member
to
NMBS.
to NMBS.
forces and subsequent
GRAVITY
LOADS design. The specifying professional is
GRAVITY
LOADS
reminded
to
clearly
communicate
loadssnow
to NMBS.
GRAVITY
LOADS
Design
of structures
structures
to resist
resistsuch
gravity
load, dead
dead load,
load,
GRAVITY
LOADS to
Design
of
gravity
snow load,
Design
of
structures
to
resist
gravity
snow
dead
load,
and
live
load
in
combination
with
other
loadsload,
is required
required
by
and
live
load
in
combination
with
other
loads
is
by
Design
of
structures
to
resist
gravity
snow
load,
dead
load,
GRAVITY
LOADS
and
live
load
in
combination
with
other
loads
is
required
every
building
code.
When
joists
are
part
of
the
lateral
force
every
When joists
areother
part of
the is
lateral
forceby
and building
live loadcode.
in combination
with
loads
required
by
every
building
code.
When
joists
are
part
of
lateral
force
resisting
system,
they
may
also
resist
axial
loads,
end
resisting
system,
they
may
also
resist
loads,
Design
structures
to
resist
gravity
snow
load,
dead
load,
everyof
building
code.
When
joists
are
partaxial
of the
the
lateral end
force
resisting
they
may
also
resist
axial
loads,
end
moments,
or
perform
other
structural
requirements
as
moments,
or
perform
structural
requirements
resisting
system,
theyother
mayother
also
resist
axial by
loads, as
end
and
live loadsystem,
in combination
with
loads
is required
moments,
or
perform
other
structural
requirements
determined
by
the
design
professional.
determined
bycode.
design professional.
moments,
ortheperform
other structural requirements as
as
every
building
determined
determined by
by the
the design
design professional.
professional.
The
uniform
snow
load
inlateral
combination
with the
the dead
dead load
load
The
snow
combination
with
Whenuniform
joists are
part load
of
thein
force resisting
system,
The
uniform
snow
load
combination
dead
load
(including
estimated
joistsin
self-weight)
iswith
bestthe
provided
to
(including
estimated
joists
self-weight)
is
best
provided
to
The
uniform
snow
load
in
combination
with
the
dead
load
they
may alsoestimated
resist axialjoists
loads, self-weight)
end moments,isorbest
perform
(including
provided
NMBS
as
part
of
the
the
designation
in
units
of
pounds
per
NMBS
as part
of the the
designation
in units
of pounds
perto
(including
estimated
joists
self-weight)
is best
provided
to
NMBS
as
part
of
the
the
designation
in
units
of
pounds
NMBS as part of the the designation in units of pounds per
per
Introduction
SPECIAL PROFILE
PROFILE STEEL
STEEL JOISTS,
JOISTS, SP-SERIES
SP-SERIES
SPECIAL
SPECIAL
PROFILE
STEEL
JOISTS,
DESIGN
SPECIAL PROFILE
STEEL JOISTS, SP-SERIES
SP-SERIES
DESIGN
DESIGN
Introduction
other structural requirements as determined by the design
professional.
The uniform snow load in combination with the dead load
(including estimated self-weight) is best provided to NMBS
as part of the SP-Series designation in units of pounds per
linear foot. Refer to the design examples on pages 17 through
23 for further explanation. There are also several abbreviated
examples on pages 100 through 103.
On steep sloped or curved roof profiles more complex load
combinations must be considered. Depending on the slope,
snow drift may be a consideration or live load reduction may be
permitted. Unbalanced loading may also create critical stresses.
Coordination between the specifying professional and NMBS
becomes crucial to ensure that code specified combinations are
properly applied. Clear instructions in the contract documents
and, better still, personal contact with NMBS during the design
process is advised.
SP-Series Design
While it is not the purview of this document to dictate design
loads, there are several items that must be drawn to the specifying
professional’s attention to ensure SP-Series joist designs are
consistent with applicable building codes and specifications.
Building codes vary in minimum load and load combination
requirements. Model codes, such as the latest International
Building Code (IBC) and the widely referenced ASCE/SEI 7
Minimum Design Loads for Buildings and Other Structures,
contain complex sections dictating the application of loads to
SP-Series Tables
See Section 906 – HOW TO SPECIFY SPECIAL PROFILE JOISTS
12
all components of buildings and other structures. Attention is
drawn to the fact that the application of loads to sloping, curved,
and pitched roofs that utilize SP-Series joists must be concerned
with loads on horizontal and vertical projections, windward
and leeward wind and snow loads, uniform and drifting snow,
unbalanced loading, and myriad other possible loads specific
to the geometry, geographic location, and structural functions
explicit to the SP-Series joist design requirements.
The intent of the weight tables in this publication is to provide
the specifying professional approximate weights, bridging
requirements, seat depths, and other design information when
appropriate for special profile joists. This information is to serve
as a basis for comparison of alternative designs and value
engineering purposes. The weight tables were generated based
on various uniform loadings on a select array of Special Profile
Joists, SP-Series, geometries. In using the weight tables, the
specifying professional must use sound judgment in relating
actual loading conditions to a comparable equivalent uniform
load.
Design information should be clearly shown in the contract
documents by the specifying professional. Load diagrams
should convey load combinations, uniform load and unbalanced
load requirements in addition to the total, live, and net uplift
specified by the designation. Concentrated load values and
locations should also be shown and noted by type and by
applicable load case where appropriate.
Introduction
SP-Series Design
FIRE RATINGS
FABRICATION & DELIVERY
NMBS SP-Series joists are made entirely of steel and are noncombustible. They qualify in roof construction for some uses
in construction types that the model building codes identify
as Type IA, IB, IIA, IIB, IIIA and IIIB. Specifying professionals
should consult applicable local codes for details and other
requirements for the entire roof system.
NMBS production facilities have been specifically designed
and equipped to produce SP-Series joists. This allows NMBS
to maintain the high quality our customers expect and
provide cost advantages through state-of-the-art design and
manufacturing facilities.
SP-Series Tables
13
Introduction
SP-Series Design
HORIZONTAL REACTIONS
the specifying professional and clearly indicated in the contract
The behavior of some SP-Series profiles, such as Scissor or Arch,
documents. To facilitate proper design for this condition and to
may cause a horizontal reaction to be applied to the supporting
be certain that code specified requirements are properly satisfied,
structure. When joists with upwardly curved or sloped bottom
coordination between the specifying professional and NMBS
chords deflect under load, they either displace at the bearing
is crucial.
points or induce a horizontal thrust force at the supports. The
magnitude of the thrust force imparted to the support is a
les, such asfunction
Scissor
or Arch,
maythecause
reaction to be applied to the
of the stiffness
of the joist,
stiffness ofathehorizontal
support,
A second design option is to design the end anchorage supports
upwardly curved
or sloped
bottom
chords
deflect
load,
they
eithercondition).
displace
at option may
and the attachment
conditions.
The chart
below shows
the linearunder
as fixed
at each
end (pin-pin
This design
interactive
between theThe
two theoretical
conditions.
decrease
the weight
joist. However,
horizontal thrust
tal thrust force
at relationship
the supports.
magnitude
of the
thrust
forceof the
imparted
to the
the
at
the
end
anchorage
of
the
joist
can
be
quite
of the joist, the stiffness of the support, and the attachment conditions. The chart large and the
From a design standpoint, one option is to provide a slip
resisting structure or tie must be designed by the specifying
ionship between
two
connectionthe
at one
end,theoretical
which eliminatesconditions.
the bearing restraint
professional for the thrust force. Once the joist end attachment
and the resulting horizontal thrust force (pin-roller condition). This
has been made, the combined horizontal stiffness of both the
option
eliminates
the
possibility
for
the
joist
to
transmit
chord
supportingthe
structure
and therestraint
joist must be
large enough to
s to provide a slip connection at one end, which eliminates
bearing
and
develop the required horizontal thrust at the joist end anchorage.
axial forces to the supporting structure at the slip-bearing end.
n-roller condition).
This option eliminates the possibilityThefor
the joist to transmit chord
required stiffness can be generated by means of a braced
For this condition, the specifying professional should coordinate
re at the slip-bearing
end.deflection
For this
condition,
the specifying
should
frame, a tension professional
tie, or some other structural
mechanism. Once
the allowable horizontal
at the bearing
with NMBS.
clear instructions
in thejoist
contract
documents and, better
Diaphragm
forces with
collectedNMBS.
into the joist
chords must transfer
flection at the
bearing
Diaphragm
forcesagain,
collected
into the
chords
still, personal
contact with a for
NMBSboth
design engineer
through
the pinned
end of the joist seat.
joist must
of the joist
seat.
Consequently,
joistConsequently,
anchorage
be designed
the during the
quote and design process is imperative for successful SP-Series
anchorage must be designed for both the windward and leeward
and roller forces.
anchorage
for this
joist design. must be intentionally
The pin andconditions
roller anchoragenecessary
conditions necessary
for approach
g professional
and clearly
indicated
in the
contract
this approach
must be intentionally
designed
and detailed
by documents. To facilitate proper
SP-Series Design
tain that code specified requirements are properly satisfied, coordination between
is crucial.
SP-Series Tables
gn the end
end (pin-pin
ecrease the
zontal thrust
an be quite
tie must be
onal for the
chment has
stiffness of
oist must be
d horizontal
he required
of a braced
er structural
ctions in the
ll, personal
r during the
perative for
generated using a uniform distributed load on a horizontal span. Therefore, the
es joist 14
designations
should be calculated as distributed normal to the span. Loads
efined as horizontal or vertical. When the SP-Series joists’ span is sloping, or when
SP-Series Design
Introduction
PROFILE STEEL JOISTS, SP-SERIES
LOAD ADJUSTMENT
FACTORS
The load adjustment factors RpSPECIAL
and Rs are
independent
of one another
and must
be applied
to
The load adjustment
factors
R and
R are
p
s
The SP-Series
Weight
Tables
weretogenerated
using
a uniform
the
design
loads
in order
accurately
independent
of one
another
and must determine
be applied an
to
equivalent
gravity
load. Figures
to the
distributed
load onuniform
a horizontal
Therefore,
the uniform
the design
loads
in total
orderspan.
to accurately
determine
an
right
show
theSP-Series
general
theory
for determining
equivalent
uniform
total gravity
load.
Figures
to the
the
loads specified
in the
joist designations
should
be
uniform
loadthewith
whichtheory
to enter
the
joist tables.
right
show
general
for
determining
the
calculated
as
distributed
normal
to
the
span.
Loads
in
design
Design
may be
found the
on pages
10
uniform examples
with which
tables.
development
areload
generally
definedtoasenter
horizontaljoist
or vertical.
through
Design 16.
examples may be found on pages 10
When the
SP-Series
through
16. joists’ span is sloping, or when the top
orderor to
convert
distributed
loads
chord isInpitched
curved,
one oruniform
more adjustment
factors
are
generated
in
design
development
to uniform loads
In
order
to
convert
uniform
distributed
loads
neededtabulated
to convert inactual
loads,
w
,
to
the
designation
loads,
a
the SP-Series
Weight
Tables,loads
the
generated in design
development
to uniform
wd, used
in the SP-Series
designations.
specifying
professional
must Weight
first determine
tabulated in
the SP-Series
Tables, the
the
maximum
from must
all applicable
load cases.
specifying moment
professional
first determine
the
The
moment
generally be
best
maximum
from will
all applicable
cases.
thethedesign
Profile
The first
ofmaximum
thesemoment
adjustment
factors,
R , isload
determination
formoment
the chord
sizes
ofp thebe
joistthe
The
maximum
will
generally
best
Projection
Ratio
for chords
the difference
the
since
the and
top accounts
and
bottom
thebetween
key factors
determination
for the
chord
sizesare
of the
joist
design
actual chord
length
and
the
straight
line
length
along
the
span.
in
determining
joist
weight.
since the top and bottom chords are the key factors
The Profile
Projection joist
Ratioweight.
comes in two varieties, Rpp and
in determining
the maximum moment is determined, the next
Rpr, forOnce
pitched
chords and radius chords respectively. The
step
is to find
the equivalent
total
uniform load
(Wnext
eqMOnce
maximum
moment
is isdetermined,
the
purposeTL
of
thethewould
Profile
Projection
to account
forWhile
dead
) that
cause
thisRatio
maximum
moment.
step
is to find the
equivalent
total uniform
load (W
eqMloads uniformly
distributed
on the actual
length
of the joist
top
this
method
does assume
that the
maximum
uniform
TL) that would cause this maximum moment. While
moment
occurs
at
the
mid-span
of
the
joist,
it
is
chord, which
will
always
be
longer
than
the
span
length
for
this method does assume that the maximum uniform
accurate
for determining
a joist self-weight,
bearing
SP-Series
joists. occurs
Calculating
and mid-span
applying
the
ratio
enables
moment
at the
of Rthe
joist,
it
is
p
seat
heights,
and bridging
requirements.
NMBS
accurate
for determining
a joist
self-weight,
bearing
the specifying
professional
to
easily
determine
the
equivalent
engineering
availablerequirements.
to assist withNMBS
your
seat heights,staff
andis bridging
uniformspecific
load projected
normal
to the span.
design needs.
SP-Series Design
engineering staff is available to assist with your
specific design needs.
After determining the equivalent uniform moment,
The second
adjustment factor, Rs, is the Slope Projection Ratio
the
and final step
to adjust the
uniform
loads
Afternext
determining
the is
equivalent
uniform
moment,
and accounts
the difference
in the horizontal
span
length
. Once
the step
load is
and
with
Rsfor
the next
and final
is adjusted
to adjust the
the geometry
uniform loads
and thedesignation
joist
span
as
defined
in
Section
904.2
on
page
95.
R
may
be
referenced
in
the
SP-Series
with Rs. Once the load is adjusted the geometry ands
Weight
Tables.
The
contain
uniform
selfis independent
of themay
profile
shape
and should
be
calculated
designation
betables
referenced
inthethe
SP-Series
weight,
bearing
seattables
depth,
bridging
Weight
The
contain
therequirements,
uniform
selfwhen the
joist Tables.
span
is sloped.
As seen
on the
right,
applying
and
horizontal
deflection
requirements
when
weight,
bearing
seat
depth,
bridging
requirements,
Rs isolates
the
component
of
the
uniform
load
normal
to
the
applicable.
and horizontal deflection requirements when
The load adjustment factors Rp and Rs are independent of one
another and must be applied to the design loads in order to
accurately determine an equivalent uniform total gravity load.
Figures to the right show the general theory for determining
the uniform load with which to enter the joist tables. Design
examples may be found on pages 17 through 23.
Once the maximum moment is determined, the next step is to
find the equivalent total uniform load (WeqM-TL) that would cause
this maximum moment. While this method does assume that the
maximum uniform moment occurs at the mid-span of the joist, it is
accurate for determining a joist self-weight, bearing seat heights,
and bridging requirements. NMBS engineering staff is available to
assist with your specific design needs.
After determining the equivalent uniform moment, the next and
final step is to adjust the uniform loads with Rs. Once the load
is adjusted, the geometry and designation may be referenced in
11
the SP-Series Weight Tables. The tables contain the uniform
self-weight, bearing seat depth, bridging requirements, and
11
horizontal deflection requirements when applicable.
In order to convert uniform distributed loads generated
in design development to uniform loads tabulated in the
SP-Series Weight Tables, the specifying professional must
first determine the maximum moment from all applicable
load cases. The maximum moment will generally be the best
determination for the chord sizes of the joist design since
the top and bottom chords are the key factors in determining
joist weight.
SP-Series Tables
span of the joist. The longitudinal component of this load
applicable.
translates into a uniform distributed axial load along the top
chord of the joist. Load resulting from a slope as high as 4:12
has a negligible effect on the chords or webs. The chord size
is generally governed by the maximum moment at the center,
thus the axial load accumulated toward the low end of the joist
does not govern over the chord force at the center of the joist.
15
the span is defined along the slope, the code specified uniform distributed roof Live Load, Lr, and roof Snow Load, S,
which are defined on the horizontal projection, must be decreased in the same proportion that the span increases as
compared to the horizontal projection of span. This is independent of the joist profile. For a flat span Rs = 1.
SP-Series Design
2
Rise  Run
SPECIAL PROFILE JOISTS, SP-SERIES
2
Introduction
Slope
Ratio, Rs = Ratio of
the=horizontal
projection
of the span
to the
defined
onatthe slope. Whe

RsProjection
Rise
the difference
in elevation
between
theactual
top ofspan
the joist
chord
Run
,
and
roof
the
span
is
defined
along
the
slope,
the
code
specified
uniform
distributed
roof
Live
Load,
L
r
of span Snow Load,
Profile Projection Ratio for Gable or Scissor Joists, Rpp = Ratio of the pitched length of the joist top chord to the length
Run
= horizontal
projection
of span
which
are
defined
on
the
horizontal
projection,
must
be
decreased
in
the
same
proportion
that
theroof
span increases
defined in Section 904.2. Because the length of the dead load supported by the pitched joist chord is longer than the span, the
Dead Load, D, must be increased by the ratio of these values. Note that only dead loads in the pitched part of the roof need adjusted
Profile Projection Ratio for Gable or Scissor Joists Rpp = the ratio of the pitched length of the joist top chord to the
by Rpp. Dead loads defined in the horizontal plane (e.g. ceiling tiles) should not be adjusted. The roof Live Load, Lr, and Snow Load, S,
length
of span (defined by2 904.2) 2of the joist. Because the length of the dead load supported by the pitched joist chord is
which are defined on the
horizontal
projection are also not affected.
 span,
Rise
Run
longer than R
the straight-line
the roof dead
D, must be
increasedbetween
by the ratio
of these
Theatroof live
Rise =load,
the difference
in elevation
the top
of the values.
joist chord
s
load, Lr, and snow load,Run
S, which are defined on the horizontal projection are not reduced.
Run = horizontal projection of span
GableGable
or Scissor
or joists:
Scissor joists:
Profile Projection Ratio for Gable or Scissor Joists Rpp = the ratio of the pitched length of the joist top chord to th
Pitch
= Rise
per 12” ofthe
the length
top chordof the dead load supported by the pitched joist chord
2 by 904.2) of the
length of spanPitch
(defined
joist.
Because
 144
longer
than
roof=dead
load,
increased
R pp
 the straight-line span, thePitch
the rise
per D,
12”must
of thebetop
chord by the ratio of these values. The roof liv
load, Lr, and snow12
load, S, which are defined on the horizontal projection are not reduced.
Profile Projection
for joists:
Arch or Bowstring Joists, Rpr = Ratio of the arc length of the joist top chord to the length of
Gable orRatio
Scissor
span of the joist. Because the length of the dead load supported by the curved joist chord is longer than the straight-line
span, the roof Dead Load, D,
must be increased by the ratio of these values in the same proportion that the length of the
Pitch 2  144
top chord increases
as compared to the horizontal
of 12”
span.
roofchord
live load, Lr, and snow load, S, which are
R

Pitch =Rprojection
the rise per
of The
the top
pp Ratio for Arch or Bowstring Joists,
Profile Projection
pr = Ratio of the arched length of the joist top chord to the length of
defined
on the horizontal
projection
are not reduced.
12
span defined in Section 904.2. Because the length of the dead load supported by the arched joist chord is longer than the span, the
roof Dead
Load,orD,Bowstring
must be increased
by the ratio of these values. Note that only dead loads in the arched part of the roof need
Arch
joists:
Profile
Projection Ratio
for Arch or Bowstring Joists, Rpr = Ratio of the arc length of the joist top chord to the length
adjusted
by
R
.
Dead
loads
defined
in
the
horizontal
(e.g. ceiling
should not
adjusted.
Thejoist
roof Live
Load,
pr joist. Because the length
r, and Snow
span of the
of plane
the dead
load tiles)
supported
bybethe
curved
chord
is Llonger
than the straight-lin
Load,
S,
which
are
defined
on
the
horizontal
projection
are
also
not
affected.
span, the roof Dead Load, D, must be increased by the ratio of these values in the same proportion that the length of th
 2  Radius   
1

Span

SP-Series Design
  Sin to the horizontal
R prchord
  increases as compared
Radius of
= the
curve
thelive
top chord
andand
span
is load, S, which a
 projection
top
span.
Theofroof
load, Lr,
snow
 180 projection
 Radius
 2are

defined onSpan
the horizontal
not reduced.
defined in Section 904.2
Arch or Bowstring
Arch orjoists:
Bowstring joists:
 2  Radius  
R pr  
 Span  180

 Span 
  Sin 1 

 2  Radius 

Radius = Curve of the top chord and span
is defined
904.2of
(Span
Radius
in feet)
Radiusin=Section
the curve
the&top
chord
and span is
Slope Projection Ratio, Rs = Ratio of span defined on the slope to the horizontal projection of the span. As code specifies, the
roof Live Load, Lr, and roof Snow Load, S, are defined on the horizontal projection. Thus, when the joist span is defined along the
slope, these loads must be decreased in the same proportion that the span increases as compared to the horizontal projection. Rs is
independent
of the joist
profile
should of
be the
calculated
whenever
the joist span
is sloped.
Forthe
a horizontal
span, Rdefined
Slope
Projection
Ratio,
Rsand
= Ratio
horizontal
projection
of the
span to
actual span
on the slope. When
s = 1.
the span is defined along the slope, the code specified uniform distributed roof Live Load, Lr, and roof Snow Load, S,
which are defined on the horizontal projection, must be decreased in the same proportion that the span increases as
SP-Series Tables
Rs 
Rise 2  Run 2
Run
Rise = Difference in elevation between the top of the joist chord
at each bearing location
Rise = the difference in elevation between the top of the joist chord at
Run = Horizontal projection of span
Run = horizontal projection of span
9
length of span (defined by 904.2) of the joist. Because the length of the dead load supported by the pitched joist chord is
longer than the straight-line span, the roof dead load, D, must be increased by the ratio of these values. The roof live
load, Lr, and snow load, S, which are defined on the horizontal projection are not reduced.
Gable or Scissor joists:
16
2
Pitch  144
R pp 
Pitch = the rise per 12” of the top chord
SPECIAL PROFILE DESIGN EXAMPLES
SP-Series Design
SCISSOR JOIST DESIGN EXAMPLE
The following example will determine the self-weight of an SP-Series, Scissor joist (SPSC). For the design examples, only
the snow load development is illustrated. All load combinations should be fully investigated by the engineer of record.
Introduction
SCISSOR JOIST DESIGN EXAMPLE
SP-SERIES DESIGN EXAMPLES
The following example will determine the self-weight of an SP-Series, Scissor joist (SPSC). For the design examples, only the
SCISSOR
JOIST DESIGN
EXAMPLE
snow
load development
is illustrated.
All load combinations should be fully investigated by the specifying professional.
The following example will determine the self-weight of an SP-Series, Scissor joist (SPSC). For the design examples, only
the snow load development is illustrated. All load combinations should be fully investigated by the specifying professional.
Snow Load:
Roof Dead
(D) Snow:
=Snow:
25 psf
Ground
FlatLoad
Roof
=
1.0
C
Roof Live
Load
(L
)
=
20
psf
e
r
Sloped Roof Snow:
Net Uplift (UL) = 70 plf Flat Roof Snow:
Sloped Roof Snow:
SP-Series Design
Design Criteria:
Design Code: IBC-2006 and ASCE 7-05
Project Location: Grand Rapids, MI
Joist Span
= 60’-0” (Center to Center of Steel supports)
Load Combinations: ASD
Joist Spacing = 9’-0”
Building Class: II
Roof Pitch
= 3:12 = .25:1
Design Criteria:
Importance
Factor I = 1.0
Exposure C
Design Code: IBC 2006 and ASCE 7-05
DesignProject
Criteria:
Location: Grand Rapids, Mich.
Joist Span
= 60’-0” (Center to Center of Steel supports)
Loading:
Load Combinations: ASD
Design
Code:
IBCClass:
2006 IIand
ASCE
7-05
Roof
Dead
Load
(D) =
25 psf
includes
for
joist self-weight
Building
Roofestimate
Pitch
= 3:12
Project
Location:
Grand
Rapids,
Mich.
Joistnot
Span
= 60’-0”
Importance
Factor
1.0 psf
Exposure
C (center to center of steel supports)
reducible
Roof
Live Load
(Lr) I== 20
Load
Combinations:
Joistcalculations
Spacing = 9’-0”
Roof
Net UpliftASD
(UL) = 70 plf
not shown
Loading:
Building
Class: II
Roof Pitch
= 3:12
Roof Dead Load (D) = 25 psf
includes estimate for joist self-weight
Importance
Factor: I = 1.0
Exposure
C
Snow
Load:
not reducible
Roof Live Load (Lr) = 20 psf
=
35
psf
Ground
Snow:
p
Roof Net Uplift (UL) = 70 plf g
calculations not shown
Ct = 1.0
Cs = 1.0
Ce = 1.0
Loading:
for joist self-weight
psfCestimate
ppgf =includes
=35
0.7
= 24.5 psf
e Ct I pg
Cpt =not
1.0
Cs = =
1.0
reducible
=C p
24.5 psf
s
s
f
calculations not shown
pf = 0.7 Ce Ct I pg
ps = Cs pf
= 24.5 psf
= 24.5 psf
Snow
Load:
The
first
step in determining joist designation loads is to apply the adjustment ratios, Rs and Rpp to the joist span and
geometry.
As shown
definitions, uniform dead, live and snow loads need adjustment for the actual length and
Ground
Snow: in
thepgratio
= 35 psf
projected
length
of
span
depending
on the Cload
application.
C
=
1.0
C
=
1.0
e
t
s = 1.0
The first step is to adjust the dead load by the Profile Projection Ratio, Rpp.
Rs
2pf = 0.7 Ce Ct I pg = 24.5 psf
FlatRise
Roof 2Snow:
2
 Run
144
3 2  144 = 24.5 psf R = 1 and no adjustment to the Live Load or Snow Load is required.
Pitch


f = 0 therefore
s
R Sloped
 Roof Snow: ps ==CspRise
= 1.031
pp
Run12
SP-Series Tables
12
x joistProjection
spacing =Ratio,
25 psf
uniform
Dead
Load,
D,R
isppload
25applies:
psf
RppProfile
Since
this
is aisScissor
joist,
TheThe
first
step
to
adjust
the dead
by xthe
Rppx. 1.031 x 9’-0” c-c = 232 plf.
The uniform roof Live Load, Lr, is 20 psf x joist spacing = 20 psf x 9’-0” c-c = 180 plf.
3 2  144
Pitch 2  144
The
spacing = 24.5 psf x 9’-0” c-c = 221 plf.
R ppuniform
 roof Snow Load,=S, = 24.5 psf x joist
= 1.031
12
12
The uniform sloped roof Snow Load, S, = 24.5 psf governs, as it exceeds the 20 psf live load.
TheThus,
uniform
Load,uniform
D, is 25Total
psf x Load,
Rpp x joist
25S)
psf= x232
1.031
c-c == 453
232 plf.
plf x+9’-0”
221 plf
plf.
theDead
resulting
TL =spacing
D + (L=r or
The uniform roof Live Load, Lr, is 20 psf x joist spacing = 20 psf x 9’-0” c-c = 180 plf.
The uniform roof Snow Load, S, = 24.5 psf x joist spacing = 24.5 psf x 9’-0” c-c = 221 plf.
The uniform sloped roof Snow Load, S, = 24.5 psf governs, as it exceeds the 20 psf live load.
Thus, the resulting uniform Total Load, TL = D + (Lr or S) = 232 plf + 221 plf = 453 plf.
13
10
17
Introduction
SP-Series Design
SP-SERIES
DESIGN
EXAMPLES
The next step is to determine the equivalent total uniform load, Weq, that results
in a shear or moment
equal to the shear
or moment
forThe
the next
worst-case
loading
conditions.
For
this
example,
refer
to
ASCE
7-05
Section
2.4.1
load
case
3:
D
+
(L
or
S).
r
step is to determine the equivalent total uniform load, W that results in a shear or moment
equal to the shear
eq,
or moment for the worst-case loading conditions. For this example, refer to ASCE 7-05 Section 2.4.1 load case 3: D + (Lr
For
orthe
S).uniform Snow Load case the uniform Total Load, TL = 453 plf.
WeqV-TL = WeqM-TL = 453 plf
uniform
Snow
casecheck
the uniform
Total
For the For
the Live
LoadLoad
deflection
Weqб-LL =
221Load,
plf TL = 453 plf.
WeqV-TL = WeqM-TL = 453 plf
For the Live Load deflection check Weq-LL = 221 plf
For unbalanced Snow Load case per ASCE 7-05 Section 7.6.1:
For unbalanced
7.6.1:
Leeward
side:
Windward
side: Snow Load, per ASCE 7-05 Section
Windward
side:
Uniform
Snow Load
= 0.3*ps = 7.35 psf
Uniform Snow Load = 0.3*ps = 7.35 psf
Leeward
side:
Uniform
Snow
Load full width leeward = ps = 24.5 psf
Plus rectangular Snow Load surcharge = hd x γ/√S
Uniform snow load full width leeward = ps = 24.5 psf
Where hd = 0.43 x 3√lu x 4√ (pg+10) -1.5 = 1.96
Plus rectangular snow load surcharge = hd x γ /√S
γ = 0.13 x pg +14 = 18.55
S = .25 lu = 60 / 2 = 30
Where h = 0.43 x 3√lu x 4√ (pg+10) -1.5 = 1.96
Rectangulard Snow Load surcharge
= 1.96 x 18.55 / 0.5 = 72.72 psf
γ = 0.13 x pg +14 = 18.55 S = .25 lu = 60 / 2 = 30
Width of surcharge from ridge = (8 / 3) x √S x hd
Rectangular snow load surcharge = 1.96 x 18.55 / 0.5 = 72.72 psf
Width
fromfrom
ridge
= (8=/(8
3)/x3)0.5
x 1.96
Widthofofsurcharge
surcharge
ridge
x √S
x h= 2.613’
d
SP-Series Tables
SP-Series Design
Width of surcharge from ridge = (8 / 3) x 0.5 x 1.96 = 2.613’
The unbalanced snow load case at a span of 60’ results in a maximum shear and moment with equivalent uniform loads:
The unbalanced Snow Load case at a span of 60’ results in a maximum shear and moment with equivalent uniform loads:
Vub = 12.825 kips
Mub = 181.425 kip-ft.
WeqV-TL = 2 x Vub / L
WeqM-TL = 8 x Mub / L2
= 427 plf
= 403 plf
Vub = 12.825 kips Weqv-TL = 2 x Vub / L
= 427 plf.
2
M
=
181.425
kip-ft.
W
=
8
x
M
/
L
403 plf
ub
eqm-TL
For determining
uniform total load to
use for theubSP-Series Weight =Table,
it is suggested that the designer use the Weq
based on the maximum moment, since the chords for a joist comprise most of the joist self-weight. This will give a close
approximation to the actual weight and the number of bridging rows for cost comparisons and estimating. Entering the
For
determining uniform Total Load to use for the SP-Series Weight Table, it is suggested that the designer use the Weq based on
tables, the uniform total load of Weq = 453 plf should be used and should be rounded up to 500 plf to select the proper
the
maximum
moment, since the chords for a joist comprise most of the joist self-weight. This will give a close approximation to the
joist from the SPSC Weight Table. The specifying professional is reminded to provide specific load diagrams for actual bid
actual
weight
the number
rows must
for cost
estimating.
Entering
thefor
tables,
thefinal
uniform
Total In
Load
of cases,
documents and
for NMBS,
as of
allbridging
load cases
becomparisons
checked forand
accurate
quoting
and
actual
design.
some
Wthe
453
plf
should
be
used
and
should
be
rounded
up
to
500
plf
to
select
the
proper
joist
from
the
SPSC
Weight
Table.
The
eq =
unbalanced snow load may govern the final web, weld, and top chord end panel design.
specifying professional is reminded to provide specific load diagrams for actual contract documents for NMBS, as all load cases
must be checked for accurate quoting and for actual final design. In some cases, the unbalanced Snow Load may govern the final
web, weld, and top chord end panel design.
18
14
SPECIAL PROFILE DESIGN EXAMPLES
SP-Series Design
Introduction
Slope Projection
Ratio,
thethe
horizontal
projection
the span
the actualthat
span
on use
the slope.
When
s = Ratio
For determining
uniform
total R
load
to useoffor
SP-Series
Weight of
Table,
it is to
suggested
thedefined
designer
the Weq
and will
roofgive
Snow
Load, S,
theonspan
defined moment
along thesince
slope,
code for
specified
roof
Live
Load, Lr, This
based
the is
maximum
thethe
chords
a joist uniform
comprisedistributed
most of the
joist
self-weight.
a close
which are to
defined
on the
horizontal
projection,
must
be decreased
thecomparisons
same proportion
that the span
increases
approximation
the actual
weight
and the
number of
bridging
rows for in
cost
and estimating.
Entering
the as
Since the span
of horizontal
this joist is horizontal, there
isspan.
no adjustment
needed
to account
for the
sloped
span.For a flat span R = 1.
compared
to the
Thisbeisused
independent
of the
profile.
should
and should
bejoist
rounded
up to 500 plf to select
the proper
tables,
the uniform
total load ofprojection
Weq = 453ofplf
s
joist from the (SPSC) Weight Table. The specifying professional is reminded to provide specific load diagrams for actual
bid documents for NMBS,2 as all load
cases must be checked for accurate quoting and for actual final design. In this
2
 Run
Risesnow
RiseRise
= 0the
and
Rundifference
= 12 weld,
therefore
Rs top
= 1.0
example the unbalanced
load
may
govern
web,
chord
end panel
design.
Rs 
= final
the
inand
elevation
between
the top
of the joist chord at
Run
The next step is to determine the actual joist Run
depth
be specified.
Generally
speaking, for parallel chord profiles such as
= to
horizontal
projection
of span
Arch or Scissor, the deeper parallel chord depth is the lightest and usually most economical. In this example the top of
next step
is to determine The
the actual
joist
to be
The tabulated
joist
weight ridge
in the weight
table
is also
based
on and a
joist Profile
is The
at 130’-0”
+ 7’-6”=137’-6”.
bottom
of depth
the joist
is at R
134’-0¾”.
This
gives
depth
of of
3’-5
or 41.25”
of theapitched
length
the¼”joist
top chord
to the
Projection
Ratio for Gable
or Scissor
Joists
pp = the ratio
specified.
In
this
example,
the
top
of
joist
is
at
130’-0”
+
7’limiting
the
joist
live
load
deflection
to
L/240
based
on
a
live
chord
depthofofspan
40”. (defined by 904.2) of the joist. Because the length of the dead load supported by the pitched joist chord is
length
6”=137’-6”. The bottom of the joist is at 134’-0¾”. This gives
load not to exceed the tabulated total load 500 plf x 0.75 =
longer than the straight-line span, the roof dead load, D, must be increased by the ratio of these values. The roof live
a
ridge
depth
of
3’-5¼”
or
41.25”
and
a
chord
depth
of
375 plf,
which is greater
than the
221 plf determined
in the
To determine
the snow
estimated
in defined
plf, estimated
number
ofprojection
bridging
rows,
minimum
seat depth,
enter the
load, Lr, and
load,self-weight
S, which are
on the horizontal
are notand
reduced.
40”.
Generally
speaking,
greater
depths
will
yield
lighter
and
design
example.
Scissor Joist (SPSC) Weight Table at the 60’ span (page 55), 40” parallel chord depth, slope of 3:12 for a total uniform
most
economical
designs.
easy way to
load ofusually
500 plf
provides
a estimated
self-weight
of remember
27 plf. Also note that the joist profile requires 3 rows of bridging and has
Gable
or Scissor
joists:An
this is; seat
‘deeper
is cheaper.’
The resulting
designation
is: 40not
SPSC
453the
/ 221
/ listed
since the
table does
mark
weight
a minimum
depth
of 5”. Also note that for a pin-roller support
x ≤ 2”,SP-Series
70:
Span
=
60’-0”;
Top
Chord
Pitch
=
3
on
12.
as having x > 2”.
Pitch 2self-weight
 144 in plf, estimated number
To determine the estimated
R pp 
Pitch = the rise per 12” of the top chord
of bridging
rows,
and thein12
minimum
seat depth,
the based
Scissor on limiting
The tabulated
joist
weight
the weight
table enter
is also
the joist
live loadonly
deflection
L/240 based
This example
investigates
the basictocalculation
for aon a live
Joistto(SPSC)
Weight
Table at the
60’ load
span 500
(pageplf62),
40” = 375
load not
exceed
the tabulated
total
x 0.75
plf,
which
is
greater
than
the
221
plf
determined
snow load example. All loading conditions, combinations, in the
design
example.
parallel
chord
depth,
slope
of
3:12
for
a
total
uniform
load
of
witharc
local
building
requirements
should
Ratio of the
length
of code
the joist
top chord
to the length of
Profile Projection Ratio for Arch or Bowstring Joists, Rand
pr =compliance
500of
plf the
and find
theBecause
estimated self-weight
of 27
noteload
that supported
be fully investigated
by thejoist
specifying
professional.
Specific
span
joist.
the length
of plf.
theAlso
dead
by the curved
chord is
longer than
the straight-line
The span,
resulting
designation
is:of40
SPSC
453 has
/by
221
Span
= 60’-0”;
TopinChord
Pitch
=furnished
3 on 12.that
the joist
profile
requires
threeD,rows
bridging
and
a / 70;
loads
load
combinations
shall
be
to NMBS
theSP-Series
roof Dead
Load,
must
be
increased
the
ratio
ofand
these
values
the same
proportion
the length of the
minimum
seat
depth
of
5”.
Also
note
that
for
a
pin-roller
support,
by the
specifying
in the form
of the
uniform
loadS, which are
top chord increases as compared to the horizontal projection
of span.
Theprofessional
roof live load,
Lr, and
snow
load,
This defined
example
only
basic
load example.
All loading
combinations
and
the horizontal
atprojection
thethe
roller
end
ofnot
thereduced.
joist isfor
lessa snow
designation
and/or load
diagramsconditions,
for accurate quoting
and
oninvestigates
the deflection
horizontal
arecalculation
compliance
requirements
should
by
the
specifying
professional.
Specific
loads
and
than 2 with
incheslocal
sincebuilding
the tablecode
does not
mark the weight
listedbe reviewed
for actual final design.
load combinations
be furnished
as having
бx >orshall
2”.
Arch
Bowstring
joists: to NMBS by the specifying professional in the form of the uniform load designation
and/or load diagrams for accurate quoting and for actual final design.

 Span 
  Sin 1 

 2  Radius 

SP-Series Design
 2  Radius  
R pr  
 Span  180
Radius = the curve of the top chord and span is
SP-Series Tables
19
12
9
Introduction
SP-Series Design
BOWSTRING JOIST DESIGN EXAMPLE
JOIST DESIGN EXAMPLE
TheBOWSTRING
following example
will determine the self-weight of an SP-Series, Bowstring joist (SPBW). For the design examples, only
The
following
example
determineAll
the
self-weight
of anshould
SP-Series,
Bowstring
joistby
(SPBW).
For the
design examples,
the snow load developmentwill
is illustrated.
load
combinations
be fully
investigated
the specifying
professional.
SP-Series Design
only the snow load development is illustrated. All load combinations should be fully investigated by the specifying
professional.
Design Criteria:
Design Code: IBC 2006 ASCE 7-05
Clear Span
= 50’-0”
SP-Series Tables
DesignProject
Criteria:
Location: Grand Rapids, Mich.
Joist Span
= 53’-9” on Slope
DesignLoad
Code:combinations:
IBC 2006 and
ASCE 7-05
Span = 50’-0”
ASD
Joist Spacing Clear
= 6’-0”
Project Building
Location:Class:
GrandIIRapids, Mich.
Joist
Span
= 53’-9” on Slope
Exposure C
Importance Factor
I = 1.0
Load combinations:
ASD
Building Class: IIExposure C
Loading:Factor I = 1.0 Importance
Roof Dead Load (D)
= 20 psf
Includes estimate for joist self-weight
= 20 psf
Not reducible
Roof Live Load (Lr)
Loading:
Net
Uplift
(UL)
=
70
plf
Calculations
not
shownestimate for joist self-weight
Roof Dead Load (D)
= 20 psf
Includes
Roof Live
LoadLoad
(Lr)= 20 psfNot reducible
Snow
Roof Net Uplift
(UL)snow
plf
Calculations not shown
35 psf
Ground
pg== 70
C = 1.0
C = 1.0
t
Snow Load e
Ground
Snowp
= 35
Ce psf
Ct I pg
Flat roof
snow
pf =g0.7
CSloped
=
1.0
C
=
1.0
Roof Snow:
ps =t Cs pf
e
Flat Roof Snow
Sloped Roof Snow
pf = 0.7 Ce Ct I pg
ps = Cs pf
Cs = 1.0
= 24.5 psf
= 24.5Cpsf
s = 1.0
= 24.5 psf
= 24.5 psf
16
20
SPECIAL PROFILE
DESIGN
EXAMPLES
SP-Series
Design
Rise 2  Run 2
Rise = 4 and Run = 12 therefore Rs = 1.0541
The first step is to adjust
Runthe dead load, D, by the Profile Projection Ratio, Rpr.
Introduction
Rs 
Since this is a Bowstring joist, Rpr applies:
 2  Radius  
R pr  
 Span  180

 Span   2  42   
1  53.75 
  Sin 1 
  1.085
  Sin 

 2  42 
 2  Radius   53.75  180 

The adjusted uniform Dead Load is D x Rpr x joist spacing = 20 psf x 1.085 x 6’-0” c-c = 131 plf.
The uniform roof Live Load is Lr / Rs x joist spacing = 20 psf / 1.054 x 6’-0” c-c = 114 plf.
The adjusted Dead Load is D x Rpr x joist spacing = 20 psf x 1.085 x 6’-0” c-c = 131 plf.
The
roof
is S / R x joist spacing = 24.5 psf / 1.054 x 6’-0” c-c = 140 plf.
The uniform
uniform roof
LiveSnow
Load LLoad
r x joist spacing s= 20 psf x 6’-0” c-c = 120 plf.
The
sloped
Load,
S, == 24.5
psfxgoverns,
it exceeds
the 20 psf live load.
The uniform
uniform roof
Snow roof
LoadSnow
is S x joist
spacing
24.5 psf
6’-0” c-c =as
147
plf.
The resulting
uniform sloped
roof Snow
S, =TL
24.5
exceeds
20 plf
psf =live
load.
plf +the
140
271
plf.
The
uniform
TotalLoad,
Load,
= Dpsf+ governs,
(Lr or S)as=it 131
SP-Series Design
The next
resulting
uniform
Load, TL the
= D equivalent
+ (Lr or S) = 131
plf + 147
plf. that will result in a moment and shear for the worse
The
step
is toTotal
determine
uniform
loadplfon= 278
the joist
case loading conditions. For this ASD example, check Section 2.4.1 load case 3 D + (Lr or S)
For uniform loads, there is no further calculation required. The worse case from the above is the governing uniform case
and
to equivalent
the equivalent
uniform
load
the
unbalanced
caseequal
(e.g.tosnow);
when
applicable.
The should
next stepbe
is tocompared
determine the
total uniform
load,
Weqfor
, that
results
in a shear load
or moment
the shear
or moment
for the worst-case loading conditions. For this example, refer to ASCE 7-05 Section 2.4.1 load case 3: D + (Lr or S).
Maximum uniform, Total Load, TL = 271 plf.
Since
loadSnow
is uniform
there
no calculation
Hence,
For thethe
uniform
Load case
the is
uniform
Total Load, required.
TL = 278 plf.
Total Uniform Load TL = Weqv = Weqm = 271 plf.
WeqV-TL = WeqM-TL = 278 plf. For checking
the Live Load deflection,
For Live Load deflection check WeqM-LL = 147 plf.
WeqLL = 140 plf.
SP-Series Tables
For unbalanced
the unbalancedsnow
Snowload
Loadper
caseASCE-7
per ASCE
7-05 Section
For
section
7.6.2: 7.6.2.
With the Bowstring sloped the crown shifts towards the high end per the attached diagram to 36’-5 3/8” from the inside
Withofthewall.
Bowstring
sloped, thethe
crown
shifts towards
the high
end
36’-5 3/8”byfrom
the inside
facebeam
of wall.with
For simplicity,
the unbalanced
face
For simplicity,
equivalent
uniform
load
is to
calculated
using
a simple
the leeward
equivalent
uniform
load
is
calculated
by
using
a
simple
beam
with
the
leeward
unbalanced
snow
at
the
inside
face
of
the
wall
and
snow at the inside face of the wall and not at the eave. This is slightly conservative and has a small effect on the design.
not at the eave or end of the extension. This is slightly conservative and has a negligible effect on the resulting maximum moment.
Windward Side:
Leeward Side:
No snow load per Figure 7.3 Case 1
Snow Load S = 2 x pf x Cs / Ce = 49 psf
Windward
Side:
Leeward
With
the slope
at the eave < 30 degrees
Snow
LoadSide:
x Spacing = 49 psf x 6’-0” = 294 plf
No Snow Load per Figure 7.3 Case 1
Snow Load S = 2 x pf x Cs / Ce = 49 psf at the eave
With the slope at the eave < 30 degrees
Load S = S x Spacing = 49 psf x 6’-0” = 294 plf
AtSnow
the Crown:
Snow Load S = 0.5 x pf = 12.25 psf
12.25 psf
crown
SnowLoad
LoadxS Spacing
= 0.5 x pf== 12.25
Snow
psfatx the
6’-0”
= 73.5 plf
Snow Load S = S x Spacing = 12.25 psf x 6’-0” = 74 plf
14
21
Introduction
SP-Series Design
SP-Series Design
The unbalanced snow load case at a span of 51’ results in a maximum shear and moment and equivalent uniform loads:
Vub = 8.128 kips
= 319 plf.
The unbalanced
Snowkip-ft.
Load case at aWspan
of 51’ results in2 a maximum
= 267 plf. shear and moment and equivalent uniform loads:
Mub = 86.78
eqM-TL = 8 x Mub / L
Vub = 8.128 kips
= 319 plf.
The next step is to adjust the maximum Weq for TL2 to the sloped span to utilize the SP-Series Table. Since this is a
M
=
86.78
kip-ft.
W
=
8
x
M
/
L
=
plf.
ub
eqM-TL the loads
ub normal to 267
Bowstring
joist with sloped bearings,
the span must be determined. It is suggested that the designer
use the Weq based on the maximum moment, since the chords for a joist comprise most of the joist self-weight. This will
give a close approximation to the actual weight and the number of bridging rows for cost comparisons and estimating.
TheProjection
next step is toRatio,
adjust the
forhorizontal
TL to the sloped
span to utilize
SP-Series
Weight
Table.
Since
this is aonBowstring
Slope
Rsmaximum
= Ratio W
ofeq
the
projection
of thethe
span
to the
actual
span
defined
the slope. When
joist with
bearings,
the
loads
normal
to
the
span
must
be
determined.
It
is
suggested
that
the
designer
use
the
W
based Load, S,
,
and
roof
Snow
the span
is sloped
defined
along
the
slope,
the
code
specified
uniform
distributed
roof
Live
Load,
L
eq
r
2
2
Risethesince
Runthe chords
which
defined
on
horizontal
projection,
must
decreased
in
the same
thatapproximation
the span increases
as
on are
the maximum
for
joistRun
comprise
most
of the
joist
self-weight.
Thisproportion
will give a close
to
Rs  moment,
Rise
= 4aand
= 12be
therefore
Rs =
1.054
Runnumber
compared
to weight
the horizontal
projection
of span.
is comparisons
independent
ofestimating.
the joist profile. For a flat span Rs = 1.
the actual
and the
of bridging
rows This
for cost
and
SP-Series Tables
Adjusted Weq = Weq/ Rs = 278 plf / 1.054 = 264 plf at the sloped span = 53’-9”
Rise 2  Run 2
4 /and
Run
= 12plftherefore
Rs = 1.054between the top of the joist chord at
147=Rise
plf
1.054
= 140
Rs Adjusted WeqLL = WeqLL / Rs =Rise
= the
difference
in elevation
Run
plf and rounding
up to 300 plf to select the proper joist from the
Entering the tables with the uniform total
load
of Weq = 264projection
Run
= horizontal
of span
SPBW Weight Table. The specifying professional is reminded to provide specific load diagrams in the contract documents
Adjusted
Weq = In
Wsome
= 278the
plf unbalanced
/ 1.054 = 264
at the
= 53’-9”
for NMBS.
snowplf
load
maysloped
governspan
the final
web, weld, and top chord end panel design.
eq/ Rscases,
length
of The
span
(defined
by/ 904.2)
joist.
Because
length
deadasload
supported
pitchedselfjoist chord is
actual
depth
136” =
and
theplftop the
chord
radiusofis the
specified
42’ To
determineby
thethe
estimated
Adjusted
W
=joist
WeqLL
Rsis=specified
147ofplfthe
/as1.054
140
eqLL
weight
plf, estimated span,
numberthe
of bridging
rows load,
and theD,
minimum
seatincreased
depth at the
span,ofinterpolation
needsThe
to roof live
longer than
theinstraight-line
roof dead
must be
by53.75
the ftratio
these values.
be
utilized,
since
the
table
only
has
information
for
50
ft
(page
41)
and
61
ft
(page
42)
spans.
The
closest
joist
that
fits
the
load,Entering
Lr, and
S, which
on264
theplf
horizontal
are not
reduced.
thesnow
tables,load,
the uniform
Total are
Loaddefined
of Weq =
should be projection
used and should
be rounded
up to 300 plf to select the
example joist profile for the 50 ft span weighs 27 plf at Center Depth = 136 in, Top Chord Radius = 42 ft and TL = 300 plf
joist
that fits
the example
joistspecifying
profile forprofessional
the 60 ft span
weighs 33
at Center
Depth
148 in, Top
properThe
joistclosest
from the
SPBW
Weight
Table. The
is reminded
to plf
provide
specific
load= diagrams
forChord
actual
Gable
or
Scissor
joists:
Radius
= 50
ft for
andNMBS,
TL
= 300
contract
documents
as plf.
all load cases must be checked for accurate quoting and for actual final design. In some cases,
the unbalanced Snow Load may govern the final web, weld, and top chord end panel design.
Pitch 2  144
R pp joist
 depth is specified as 136” and
Pitch
= the
rise
per is12”
of theas
top
chord
The actual
the top
chord
radius
specified
42’.
To determine the estimated self-weight in plf,
12
estimated number of bridging rows and the minimum seat depth at the 53.75 ft span, interpolation needs to be utilized, since the
18
Profile Projection Ratio for Arch or Bowstring Joists, Rpr = Ratio of the arc length of the joist top chord to the length of
span of the joist. Because the length of the dead load supported by the curved joist chord is longer than the straight-line
span, the roof Dead Load, D, must be increased by the ratio of these values in the same proportion that the length of the
top chord increases as compared to the horizontal projection of span. The roof live load, Lr, and snow load, S, which are
defined on the horizontal projection are not reduced.
22
Arch or Bowstring joists:
SP-Series Design
Introduction
table only has information for 50 ft (page45) and 60 ft (page 46) spans. The closest joist that fits the example joist profile for the
50 ft span weighs 27 plf at Center Depth = 136 in, Top Chord Radius = 42 ft and TL = 300 plf. The closest joist that fits the example
joist profile for the 60 ft span weighs 33 plf at Center Depth = 148 in, Top Chord Radius = 50 ft and TL = 300 plf. This selection
is chosen, since the resulting self-weight is slightly more conservative compared to choosing the joist at Center Depth = 132 in, Top
Chord Radius = 50 ft and TL = 300 plf. Using linear interpolation, the self-weight of the example joist is:
(53.75 ft. – 50 ft.)
(60 ft. – 50 ft.)
x (33 plf – 27 plf)
= 29 plf
+ 27 plf ~
In addition, both selections for the 50 ft span and the 60 ft span show that a 5” minimum seat depth and four rows of X-bolted
bridging are required. The same will hold true for the example joist profile. The table gives the minimum seat depth of 5” based on
a flat span, which would require adjustment for slope and top chord extensions.
The tabulated joist weight in the Weight Table is also based on limiting the joist live load deflection to L/240 based on a
live load not to exceed the tabulated total load 300 plf x 0.75 = 225 plf, which is greater than the 140 plf determined in the
design example.
The resulting SP-Series designation is: 136 SPBW 264 / 140 / 70; Span = 53’-9”; Top Chord Radius = 42’.
SP-Series Design
This example investigates only the basic calculation for a snow load example. All loading conditions, combinations, and
compliance with local building code requirements should be fully investigated by the specifying professional. Specific loads and
load combinations shall be furnished to NMBS by the specifying professional in the form of the uniform load designation and/or
load diagrams for accurate quoting and for final design.
SP-Series Tables
23
Introduction
Gable Joist (SPGB) Tables
The following weight tables are representative of SP-Series
linear foot. This catalog provides two design examples for
joist designs for Gable Joists with parameters shown in the
reference and clarification on design issues. The following
GABLE
JOIST
diagram below. The maximum allowable Live Load deflection
tables
are not (SPGB)
representative WEIGHT
of any limits orTABLES
constraints
is L/240
for
a
Live
Load
equal
to
75
percent
of
the
Total
Load
on
design
or
constructability
by
NMBS.
For
further
information,
The following weight tables are representative of SP-Series joist designs for Gable Joists with parameters shown in the
below.
The
maximum
allowable
for the joist
is L/240
for ayour
Live nearest
Load equal
to 75representative
percent of theorTotal
listeddiagram
in the table.
The
tables
also give
bridgingdeflection
requirements
please
contact
NMBS
visit
listed
in the table.
The tables
give
requirements
per Section 904.5(d), the required seat depth for the
per Load
Section
904.5(d),
the required
seatalso
depth
forbridging
the given
www.newmill.com.
given profile, as well as the estimated pounds per linear foot. This catalog provides two complete design examples for
profile,
as well as the estimated self-weight in pounds per
reference and clarification on design issues. The following tables are not representative of any limits or constraints on
design or constructability per NMBS. For further information, please contact your nearest NMBS representative or visit
www.newmill.com.
ALL TABLES ARE BASED ON ASD
SP-Series Design
SP-Series Tables
GABLE JOIST (SPGB)
20
24
Top Chord Uniform Load - Pounds per Linear Foot (plf) (ASD)
300
350
400
450
500
550
600
650
700
750
800
8
8
8
8
8
7
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
9
8
8
8
8
8
9
9
9
9
9
8
8
9
9
9
9
9
9
9
10
10
10
9
9
10
11
11
11
11
11
11
13
13
13
12
12
12
8
8
8
8
8
7
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
9
9
8
8
8
8
9
9
9
9
9
8
8
9
9
9
9
9
9
9
10
10
10
10
10
10
11
11
11
11
11
11
13
13
13
12
12
12
8
8
8
8
8
7
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
9
9
8
8
8
8
9
9
9
9
9
8
8
9
9
9
9
9
9
9
10
10
10
10
10
10
11
11
11
11
11
11
13
13
13
13
12
12
Joist Self-Weight - Pounds per Linear Foot (plf)
8
8
8
8
8
7
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
9
9
8
8
8
8
8
9
8
8
8
8
8
9
9
9
9
9
9
9
10
10
10
10
10
10
12
12
12
11
11
11
8
8
8
8
8
7
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
9
9
8
8
8
8
8
9
8
8
8
8
8
9
9
9
9
9
9
9
10
10
10
10
10
10
12
12
12
11
11
11
8
8
8
8
8
7
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
9
9
8
8
8
8
8
9
8
8
8
8
8
9
9
9
9
9
9
9
10
10
10
10
10
10
12
12
12
11
11
11
8
8
8
8
8
7
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
9
8
8
8
8
8
9
9
8
8
8
8
8
9
8
8
8
8
8
9
9
9
9
9
9
9
10
10
10
10
10
10
12
12
12
11
11
11
8
8
8
8
8
7
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
9
8
8
8
8
8
9
9
8
8
8
8
8
9
8
8
8
8
8
9
9
9
9
9
9
9
10
10
10
10
10
10
12
12
12
12
11
11
8
8
8
8
8
7
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
9
8
8
8
8
8
9
9
8
8
8
8
8
9
9
9
9
9
9
9
9
9
9
9
9
9
11
10
10
10
10
10
13
12
12
12
11
11
8
8
8
8
8
7
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
9
8
8
8
8
8
9
9
8
8
9
8
8
9
9
9
9
9
9
9
9
9
9
9
9
10
11
10
10
10
11
10
13
12
12
12
12
11
X - BridgingRequirements
Requirements– -Reference
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
SP-Series Tables
8
8
8
8
8
7
8
8
8
8
8
8
8
8
8
8
8
8
7
7
7
8
8
8
8
8
8
8
9
9
8
8
8
8
8
9
8
8
8
8
8
9
9
9
9
9
9
9
10
10
10
10
10
10
12
12
12
11
11
11
SP-Series Design
Top
Chord
Pitch
in/ft
0.375
0.500
0.625
0.750
0.875
1.000
0.875
1.000
1.250
1.500
2.000
3.000
1.000
1.250
1.500
2.000
3.000
4.000
1.000
1.250
1.500
2.000
3.000
4.000
1.250
1.500
2.000
3.000
4.000
6.000
1.250
1.500
2.000
3.000
4.000
6.000
1.250
1.500
2.000
3.000
4.000
6.000
1.250
1.500
2.000
3.000
4.000
6.000
1.250
1.500
2.000
3.000
4.000
6.000
1.250
1.500
2.000
3.000
4.000
6.000
Center
Depth
in
20
20
20
20
20
20
24
24
24
24
24
24
28
28
28
28
28
28
32
32
32
32
32
32
38
38
38
38
38
38
44
44
44
44
44
44
50
50
50
50
50
50
58
58
58
58
58
58
66
66
66
66
66
66
76
76
76
76
76
76
Introduction
Span
ft
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
End
Depth
in
18.1
17.5
16.9
16.3
15.6
15.0
19.6
19.0
17.8
16.5
14.0
9.0
23.0
21.8
20.5
18.0
13.0
8.0
27.0
25.8
24.5
22.0
17.0
12.0
31.8
30.5
28.0
23.0
18.0
8.0
37.8
36.5
34.0
29.0
24.0
14.0
43.8
42.5
40.0
35.0
30.0
20.0
51.8
50.5
48.0
43.0
38.0
28.0
59.8
58.5
56.0
51.0
46.0
36.0
69.8
68.5
66.0
61.0
56.0
46.0
10 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
Depth –- Profiles to the right of a colored line
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
25
Introduction
SP-Series Tables
SP-Series Design
Span
ft
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
End
Depth
in
17.5
16.3
15.0
13.8
12.5
11.3
17.8
16.5
15.3
14.0
11.5
9.0
22.5
21.3
20.0
17.5
15.0
10.0
27.3
26.0
23.5
21.0
16.0
6.0
33.3
32.0
29.5
27.0
22.0
12.0
40.0
37.5
35.0
30.0
20.0
10.0
48.0
45.5
43.0
38.0
28.0
18.0
55.5
53.0
48.0
38.0
28.0
8.0
65.5
63.0
58.0
48.0
38.0
18.0
77.5
75.0
70.0
60.0
50.0
30.0
Center
Depth
in
20
20
20
20
20
20
24
24
24
24
24
24
30
30
30
30
30
30
36
36
36
36
36
36
42
42
42
42
42
42
50
50
50
50
50
50
58
58
58
58
58
58
68
68
68
68
68
68
78
78
78
78
78
78
90
90
90
90
90
90
Top
Chord
Pitch
in/ft
0.250
0.375
0.500
0.625
0.750
0.875
0.625
0.750
0.875
1.000
1.250
1.500
0.750
0.875
1.000
1.250
1.500
2.000
0.875
1.000
1.250
1.500
2.000
3.000
0.875
1.000
1.250
1.500
2.000
3.000
1.000
1.250
1.500
2.000
3.000
4.000
1.000
1.250
1.500
2.000
3.000
4.000
1.250
1.500
2.000
3.000
4.000
6.000
1.250
1.500
2.000
3.000
4.000
6.000
1.250
1.500
2.000
3.000
4.000
6.000
Top Chord Uniform Load - Pounds per Linear Foot ( plf) (ASD)
300
350
400
450
500
550
600
650
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
8
8
7
8
8
8
8
8
7
9
9
9
8
8
8
9
9
9
9
9
8
11
11
11
10
10
10
16
15
14
12
11
11
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
8
8
8
8
8
7
8
8
8
8
8
8
9
9
9
8
9
8
10
10
9
9
9
9
12
12
11
10
10
10
16
16
14
13
11
11
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
8
8
8
8
8
8
8
7
8
8
8
8
8
8
9
9
9
8
9
8
10
10
10
9
9
9
12
12
12
11
10
10
17
17
16
13
12
11
7
7
7
7
7
7
7
7
7
7
7
7
8
8
7
7
7
7
7
7
8
8
8
8
8
8
8
8
8
7
8
8
8
8
8
8
10
10
9
9
9
9
11
11
10
9
9
9
13
13
12
11
10
11
19
19
17
13
12
11
7
7
7
7
7
7
7
7
7
7
7
7
8
8
8
7
7
7
8
8
8
8
8
8
8
8
8
8
8
8
9
9
8
8
9
8
10
10
10
9
9
9
11
11
10
10
9
9
13
13
12
11
11
11
19
19
18
14
12
11
8
8
8
8
8
8
8
8
8
7
8
8
8
8
8
8
8
7
8
8
8
8
8
8
8
8
8
8
8
8
9
9
9
8
9
8
10
10
10
10
9
9
11
11
11
10
9
9
14
14
13
12
11
11
20
19
18
15
13
12
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
9
9
8
8
9
9
9
9
9
8
10
10
10
10
9
9
12
12
11
10
9
9
15
15
14
12
11
11
20
19
18
15
13
12
8
9
9
9
9
9
8
9
9
8
9
9
9
9
8
8
8
8
9
9
9
9
9
9
9
9
9
9
9
8
10
10
9
9
9
8
11
11
10
10
9
9
14
12
12
11
9
10
15
15
15
13
11
11
20
20
19
16
14
12
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
26
700
750
800
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
10
10
10
9
10
9
11
11
11
11
9
10
14
13
12
11
10
10
17
16
16
14
11
11
20
20
19
17
15
13
10
10
10
10
10
10
10
10
9
9
10
10
9
10
10
10
9
9
10
10
10
10
10
10
10
10
10
10
10
9
10
10
10
10
10
10
12
12
11
11
10
10
15
14
13
11
11
11
17
17
16
15
12
12
21
20
20
17
15
13
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
9
10
10
10
10
10
10
10
10
10
10
10
10
11
11
11
11
10
10
13
12
12
12
11
11
15
15
14
12
11
11
17
17
17
15
13
12
21
20
20
18
16
13
9 rows
10 rows
300
350
400
450
500
550
600
650
700
750
800
16
17
17
18
19
20
14
14
14
14
15
16
13
13
13
13
13
14
13
13
13
13
13
12
14
13
13
13
13
13
13
13
13
13
13
12
16
16
14
13
13
13
18
18
18
16
15
15
21
20
20
19
16
16
24
23
22
20
19
16
18
18
18
20
20
21
15
15
15
15
16
17
13
13
14
13
14
14
13
13
13
13
13
13
14
14
14
14
14
13
14
14
14
15
14
13
18
16
14
14
14
14
19
18
18
17
16
15
21
21
21
19
17
17
25
23
23
20
19
17
20
20
20
20
20
21
16
16
16
16
17
18
14
14
14
14
14
15
14
13
13
13
13
14
14
14
14
14
14
14
15
14
15
15
14
14
18
18
15
15
15
14
20
19
19
17
16
15
22
22
21
19
18
17
25
25
23
21
19
18
9
9
9
9
10
10
8
8
8
8
8
9
7
8
8
7
7
8
8
8
8
8
8
8
8
8
8
8
8
8
9
9
9
9
8
8
11
10
10
9
9
8
13
13
12
11
10
9
17
15
14
13
12
11
20
19
17
15
15
12
10
10
11
11
11
12
8
9
9
9
9
10
8
8
8
8
8
8
8
8
8
8
8
8
9
9
9
9
8
8
10
9
9
9
8
8
11
11
10
9
9
9
14
13
12
12
11
10
17
16
15
13
12
11
21
20
19
15
15
12
11
12
12
12
13
13
10
10
10
10
10
10
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
10
10
10
10
9
9
11
11
11
10
10
10
15
14
13
12
11
10
18
17
16
14
13
12
21
20
19
16
15
13
13
13
13
13
14
14
10
10
10
10
11
12
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
11
11
11
11
10
10
13
12
11
11
10
10
15
15
14
13
12
11
18
19
17
15
13
13
21
21
19
17
15
13
14
14
14
15
15
16
11
11
11
11
12
13
10
10
10
11
11
10
10
11
11
11
11
10
11
11
11
11
11
10
12
12
11
11
11
10
13
13
12
12
11
11
16
16
15
14
13
12
19
19
18
17
13
14
22
22
20
18
15
14
15
15
16
16
16
17
12
12
12
13
13
14
11
11
11
11
11
11
11
11
11
11
11
11
12
12
12
11
11
11
12
12
12
12
11
11
14
13
13
13
12
12
18
17
16
15
14
13
20
20
19
17
14
14
24
23
21
19
17
14
16
16
16
17
18
17
13
13
13
13
14
15
12
12
12
12
12
12
12
12
12
12
12
12
13
13
12
12
12
12
13
12
13
12
12
12
16
15
13
13
12
12
18
17
16
16
15
14
21
20
19
18
15
15
24
23
22
20
18
16
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
SP-Series Tables
8
8
8
8
9
9
7
7
7
7
7
8
7
7
7
7
7
7
7
7
7
8
7
7
8
8
8
8
8
7
9
9
9
8
8
8
10
10
9
9
9
8
12
12
12
11
10
9
15
14
14
12
11
11
19
18
16
14
14
11
SP-Series Design
Top
Chord
Pitch
in/ft
0.250
0.375
0.500
0.625
0.750
0.875
0.500
0.625
0.750
0.875
1.000
1.250
0.625
0.750
0.875
1.000
1.250
1.500
0.750
0.875
1.000
1.250
1.500
2.000
0.750
0.875
1.000
1.250
1.500
2.000
0.875
1.000
1.250
1.500
2.000
3.000
1.000
1.250
1.500
2.000
3.000
4.000
1.000
1.250
1.500
2.000
3.000
4.000
1.000
1.250
1.500
2.000
3.000
4.000
1.250
1.500
2.000
3.000
4.000
6.000
Center
Depth
in
20
20
20
20
20
20
26
26
26
26
26
26
32
32
32
32
32
32
40
40
40
40
40
40
48
48
48
48
48
48
58
58
58
58
58
58
68
68
68
68
68
68
80
80
80
80
80
80
92
92
92
92
92
92
106
106
106
106
106
106
Introduction
Span
ft
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
End
Depth
in
16.3
14.4
12.5
10.6
8.8
6.9
18.5
16.6
14.8
12.9
11.0
7.3
22.6
20.8
18.9
17.0
13.3
9.5
28.8
26.9
25.0
21.3
17.5
10.0
36.8
34.9
33.0
29.3
25.5
18.0
44.9
43.0
39.3
35.5
28.0
13.0
53.0
49.3
45.5
38.0
23.0
8.0
65.0
61.3
57.5
50.0
35.0
20.0
77.0
73.3
69.5
62.0
47.0
32.0
87.3
83.5
76.0
61.0
46.0
16.0
10 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
27
Introduction
SP-Series Tables
SP-Series Design
Span
ft
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
End
Depth
in
19.0
16.5
14.0
11.5
9.0
6.5
20.0
17.5
15.0
12.5
10.0
5.0
25.5
23.0
20.5
18.0
13.0
8.0
31.0
28.5
26.0
21.0
16.0
6.0
41.0
38.5
36.0
31.0
26.0
16.0
48.5
46.0
41.0
36.0
26.0
6.0
60.5
58.0
53.0
48.0
38.0
18.0
70.0
65.0
60.0
50.0
30.0
10.0
84.0
79.0
74.0
64.0
44.0
24.0
100.0
95.0
90.0
80.0
60.0
40.0
Center
Depth
in
24
24
24
24
24
24
30
30
30
30
30
30
38
38
38
38
38
38
46
46
46
46
46
46
56
56
56
56
56
56
66
66
66
66
66
66
78
78
78
78
78
78
90
90
90
90
90
90
104
104
104
104
104
104
120
120
120
120
120
120
Top
Chord
Pitch
in/ft
0.250
0.375
0.500
0.625
0.750
0.875
0.500
0.625
0.750
0.875
1.000
1.250
0.625
0.750
0.875
1.000
1.250
1.500
0.750
0.875
1.000
1.250
1.500
2.000
0.750
0.875
1.000
1.250
1.500
2.000
0.875
1.000
1.250
1.500
2.000
3.000
0.875
1.000
1.250
1.500
2.000
3.000
1.000
1.250
1.500
2.000
3.000
4.000
1.000
1.250
1.500
2.000
3.000
4.000
1.000
1.250
1.500
2.000
3.000
4.000
300
350
400
450
500
550
600
650
11
11
12
12
13
13
9
10
10
10
10
12
9
9
9
9
9
9
8
8
8
9
9
8
9
9
9
9
9
8
10
10
10
9
9
9
12
12
11
11
10
9
15
14
13
12
10
10
18
17
17
15
13
12
25
24
22
20
17
16
13
13
14
14
15
16
11
11
11
11
12
13
10
10
10
10
10
10
10
10
9
10
9
10
11
10
10
10
9
9
11
11
11
11
10
10
13
12
11
12
12
10
16
15
14
12
12
11
20
18
18
16
13
13
25
25
23
21
18
16
14
14
15
16
16
17
12
13
13
13
13
16
11
11
11
11
11
12
10
11
10
10
10
10
12
11
11
11
11
10
12
12
12
12
11
11
14
14
13
13
13
12
17
16
15
13
12
12
21
19
20
17
14
13
26
25
23
21
19
17
16
16
16
17
17
20
13
14
14
15
15
17
12
12
12
12
12
13
12
12
12
11
12
12
12
12
12
12
12
11
13
13
13
13
12
11
15
14
14
14
13
13
19
17
15
14
14
13
21
20
20
18
14
15
27
27
24
22
20
18
17
18
18
19
20
21
15
15
16
16
17
19
13
13
13
14
14
15
13
13
13
13
12
14
13
13
13
13
13
13
14
14
14
14
14
12
16
15
14
15
14
13
20
18
16
15
14
14
23
21
20
20
15
15
28
27
25
23
21
18
20
19
20
20
21
24
17
17
16
18
18
20
14
14
14
14
15
16
14
14
13
14
14
14
14
14
14
14
14
14
15
15
15
15
14
13
17
17
16
16
16
14
20
19
17
15
15
16
24
22
22
20
17
17
29
27
26
24
22
21
21
21
21
22
25
25
18
18
18
18
20
22
15
15
15
15
16
17
14
14
14
14
14
15
15
15
14
14
14
15
15
15
15
15
15
14
18
18
16
16
16
15
21
20
19
16
16
16
25
23
23
21
17
18
29
28
26
25
23
21
23
23
25
25
25
28
18
19
20
20
20
26
16
16
16
17
17
19
15
15
15
15
16
17
15
15
15
15
15
15
16
15
16
16
16
15
19
18
18
17
16
16
22
21
19
18
17
17
25
24
23
22
19
18
30
29
27
26
23
21
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
28
700
750
800
25
25
25
28
28
29
20
20
21
21
22
26
17
17
17
17
18
20
16
16
16
16
16
18
16
16
16
15
16
16
16
17
16
16
16
16
19
19
18
17
17
16
23
21
20
18
17
18
25
24
24
22
20
19
32
30
28
26
25
23
26
27
28
28
29
31
21
22
22
23
25
28
19
19
19
19
19
20
17
17
17
17
18
19
16
17
17
17
17
17
17
17
17
17
17
17
20
19
19
18
18
17
23
22
20
19
18
18
26
25
24
23
20
19
33
30
30
26
25
23
28
27
29
29
31
34
22
23
24
25
26
29
19
19
19
19
20
22
18
18
18
18
18
21
18
18
18
17
18
17
18
18
18
17
17
18
21
20
20
19
18
17
25
23
21
19
18
19
28
25
26
24
21
21
33
32
30
27
25
24
9 rows
10 rows
300
350
400
450
500
550
600
650
700
750
800
32
32
33
36
38
42
26
26
26
28
28
29
23
22
22
24
26
28
21
21
21
20
21
21
20
19
19
19
19
20
21
21
21
21
20
19
24
23
22
21
21
19
26
26
26
24
22
20
32
31
30
27
24
23
37
36
35
33
28
25
33
36
36
37
40
51
28
28
28
29
29
31
24
24
25
26
26
30
21
21
22
21
22
23
20
20
20
19
20
21
22
21
21
21
20
20
24
24
23
23
22
21
27
27
27
26
23
21
35
33
31
28
26
24
39
36
35
35
29
27
36
38
37
39
41
51
29
29
30
31
31
32
26
26
26
26
28
31
23
23
23
23
23
23
21
21
22
21
21
22
22
22
22
22
21
20
27
25
23
23
23
22
29
27
27
26
23
22
35
35
33
29
27
25
41
38
36
36
31
28
16
17
17
18
19
21
13
14
14
14
15
16
12
12
12
12
13
15
12
12
12
12
12
11
12
13
13
12
12
11
13
13
13
13
13
13
15
16
15
14
14
13
21
19
19
17
15
14
28
25
24
20
18
17
31
29
28
27
22
20
18
20
20
20
21
24
16
16
16
16
17
18
14
14
14
14
15
17
13
13
13
13
13
13
14
13
13
14
13
13
15
14
14
15
14
14
16
17
16
16
15
14
22
20
20
18
17
15
28
25
24
22
18
18
32
29
29
27
23
21
21
21
22
23
25
28
17
17
18
18
18
19
15
15
15
15
16
18
15
15
14
14
14
14
16
15
15
15
14
14
15
16
16
16
15
16
18
19
17
17
16
15
22
22
21
19
18
16
28
26
25
23
20
19
33
30
29
29
24
22
24
25
25
25
28
29
19
19
19
20
20
21
17
17
17
17
18
20
16
16
16
16
16
16
16
16
16
16
15
16
17
16
16
17
16
17
20
19
18
17
16
17
23
22
22
21
20
20
29
29
27
24
22
21
34
31
30
30
27
23
25
26
28
28
29
32
20
20
21
21
21
23
19
19
19
19
20
22
18
17
17
17
17
18
17
16
17
16
16
16
17
17
17
17
17
17
20
19
20
19
18
18
24
22
22
21
20
20
29
29
28
24
22
21
36
32
31
31
27
25
28
29
29
29
32
37
22
22
22
23
25
25
19
19
19
20
21
25
18
18
18
18
18
18
18
18
18
18
18
18
19
18
18
18
18
18
21
20
20
19
19
18
24
24
23
21
22
20
31
29
28
24
23
22
37
34
31
31
27
25
29
31
30
32
36
38
25
25
25
26
26
28
21
21
21
22
23
26
20
20
19
19
20
20
18
19
19
18
19
19
20
21
21
20
19
19
23
22
22
21
20
19
26
26
25
22
22
20
32
30
29
26
23
22
37
35
33
31
27
25
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
SP-Series Tables
14
15
15
15
16
17
12
12
12
13
13
13
11
11
11
11
11
14
11
11
11
11
11
11
12
12
11
11
11
11
13
12
12
12
12
12
15
15
14
14
13
12
19
18
17
16
15
13
27
24
22
20
17
16
30
27
27
27
21
20
SP-Series Design
Top
Chord
Pitch
in/ft
0.250
0.375
0.500
0.625
0.750
0.875
0.375
0.500
0.625
0.750
0.875
1.000
0.625
0.750
0.875
1.000
1.250
1.500
0.625
0.750
0.875
1.000
1.250
1.500
0.750
0.875
1.000
1.250
1.500
2.000
0.750
0.875
1.000
1.250
1.500
2.000
0.875
1.000
1.250
1.500
2.000
3.000
0.875
1.000
1.250
1.500
2.000
3.000
1.000
1.250
1.500
2.000
3.000
4.000
1.000
1.250
1.500
2.000
3.000
4.000
Center
Depth
in
28
28
28
28
28
28
36
36
36
36
36
36
44
44
44
44
44
44
54
54
54
54
54
54
64
64
64
64
64
64
76
76
76
76
76
76
90
90
90
90
90
90
104
104
104
104
104
104
120
120
120
120
120
120
136
136
136
136
136
136
Introduction
Span
ft
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
End
Depth
in
21.8
18.6
15.5
12.4
9.3
6.1
26.6
23.5
20.4
17.3
14.1
11.0
28.4
25.3
22.1
19.0
12.8
6.5
38.4
35.3
32.1
29.0
22.8
16.5
45.3
42.1
39.0
32.8
26.5
14.0
57.3
54.1
51.0
44.8
38.5
26.0
68.1
65.0
58.8
52.5
40.0
15.0
82.1
79.0
72.8
66.5
54.0
29.0
95.0
88.8
82.5
70.0
45.0
20.0
111.0
104.8
98.5
86.0
61.0
36.0
10 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
29
Introduction
SP-Series Tables
SP-Series Design
Span
ft
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
End
Depth
in
24.5
20.8
17.0
13.3
9.5
5.8
28.8
25.0
21.3
17.5
13.8
10.0
31.3
27.5
23.8
20.0
12.5
5.0
41.3
37.5
33.8
30.0
22.5
15.0
49.5
45.8
42.0
34.5
27.0
12.0
63.5
59.8
56.0
48.5
41.0
26.0
73.8
70.0
62.5
55.0
40.0
10.0
89.8
86.0
78.5
71.0
56.0
26.0
102.0
94.5
87.0
72.0
42.0
12.0
118.0
110.5
103.0
88.0
58.0
28.0
Center
Depth
in
32
32
32
32
32
32
40
40
40
40
40
40
50
50
50
50
50
50
60
60
60
60
60
60
72
72
72
72
72
72
86
86
86
86
86
86
100
100
100
100
100
100
116
116
116
116
116
116
132
132
132
132
132
132
148
148
148
148
148
148
Top
Chord
Pitch
in/ft
0.250
0.375
0.500
0.625
0.750
0.875
0.375
0.500
0.625
0.750
0.875
1.000
0.625
0.750
0.875
1.000
1.250
1.500
0.625
0.750
0.875
1.000
1.250
1.500
0.750
0.875
1.000
1.250
1.500
2.000
0.750
0.875
1.000
1.250
1.500
2.000
0.875
1.000
1.250
1.500
2.000
3.000
0.875
1.000
1.250
1.500
2.000
3.000
1.000
1.250
1.500
2.000
3.000
4.000
1.000
1.250
1.500
2.000
3.000
4.000
300
350
400
450
500
550
600
650
17
18
18
19
21
23
15
15
16
16
17
18
14
14
14
14
15
17
14
14
14
14
14
14
15
15
15
14
14
14
16
16
15
15
15
15
23
22
22
21
22
21
27
26
25
24
23
23
31
30
29
28
25
24
36
36
34
32
30
28
20
21
21
22
25
28
17
18
18
19
19
20
16
16
16
16
17
19
15
15
15
15
15
15
16
16
16
15
15
15
17
17
16
16
16
16
23
22
22
22
22
21
28
27
25
25
24
23
32
30
29
28
25
24
36
38
35
32
30
28
25
25
25
25
28
29
19
20
20
20
21
22
18
18
18
18
19
22
16
16
17
17
16
17
17
17
17
17
16
17
18
18
17
17
17
17
23
23
23
22
22
22
28
27
25
25
24
23
34
31
30
28
26
25
37
38
36
33
30
28
26
28
27
29
31
34
22
22
21
23
24
26
20
19
19
20
20
25
18
18
18
19
18
19
17
17
18
18
18
19
19
19
18
18
17
18
24
24
23
23
22
22
29
27
26
25
25
23
34
32
31
28
26
25
37
39
36
34
31
28
29
29
30
32
34
38
24
24
25
25
26
28
21
21
21
21
23
29
19
19
20
20
20
20
19
19
19
19
19
20
21
19
20
20
19
18
24
24
23
23
22
23
30
29
28
27
25
24
35
33
32
30
27
26
39
40
38
35
31
28
32
31
32
35
38
42
26
26
28
28
29
32
23
23
23
24
26
30
21
21
21
21
21
21
20
20
20
20
19
21
21
21
21
20
20
20
25
25
24
24
23
23
30
29
29
27
25
24
36
33
32
30
27
26
40
42
39
35
32
31
34
36
36
38
41
52
28
28
29
29
31
32
24
25
26
26
29
32
22
22
22
22
23
24
21
21
21
20
21
22
23
23
22
21
21
21
26
25
25
24
24
23
30
29
29
29
27
25
38
34
32
31
27
26
41
42
40
35
33
31
37
37
39
41
47
52
30
31
31
32
34
37
26
26
27
28
30
35
24
24
24
24
25
26
23
22
23
22
22
24
24
24
24
22
22
22
27
26
25
25
25
24
31
30
29
29
28
27
39
34
33
31
29
29
41
43
42
37
34
31
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
30
700
750
800
40
40
41
51
51
57
33
33
33
35
37
40
28
29
28
29
32
37
24
24
25
25
26
27
25
25
24
25
24
26
25
25
25
26
24
23
28
29
27
26
26
24
33
32
31
30
28
27
39
36
33
33
30
29
41
43
42
37
34
31
46
46
50
51
51
60
34
36
36
36
39
42
29
31
31
32
33
40
26
26
27
27
27
29
25
25
25
25
25
27
27
27
26
26
25
25
29
29
28
28
27
26
34
32
31
30
28
28
39
37
35
33
30
29
43
44
42
38
34
32
50
50
51
51
57
60
37
38
38
39
42
48
32
32
33
34
37
42
28
29
29
28
29
31
27
26
27
26
26
28
28
28
28
26
26
25
29
29
29
28
27
26
35
34
33
31
29
28
40
37
37
33
30
29
47
46
43
40
35
32
9 rows
10 rows
300
350
400
450
500
550
600
650
700
750
800
50
50
51
55
60
68
38
39
40
42
48
51
33
33
34
35
38
48
30
30
30
30
30
32
30
29
29
28
28
30
30
29
29
29
27
28
32
31
31
30
29
29
36
36
34
33
32
31
42
41
39
38
35
31
53
44
42
40
34
33
55
55
58
59
63
76
40
41
42
46
51
52
35
35
35
37
39
52
32
32
32
32
33
33
31
31
31
31
30
31
32
32
31
31
29
29
35
32
32
33
32
31
36
38
38
33
34
31
44
41
40
39
36
32
53
44
43
41
35
33
58
58
58
63
67
82
47
46
51
51
51
52
37
37
37
38
43
52
33
34
34
33
34
35
33
32
32
32
33
34
33
32
33
32
32
31
35
33
35
33
33
33
38
38
38
37
35
34
47
43
41
40
38
35
54
47
44
42
37
36
25
25
26
28
29
32
21
20
21
22
22
25
20
20
20
20
20
22
21
20
20
20
20
20
21
21
21
21
21
21
24
23
23
22
22
22
27
26
25
24
23
23
28
28
29
27
26
24
36
36
32
30
30
26
40
38
36
32
29
27
29
28
29
30
32
38
23
24
24
25
26
28
21
21
21
21
22
26
21
21
21
21
21
21
22
22
22
21
21
21
24
23
23
23
23
22
27
26
26
24
23
23
29
31
29
28
27
25
36
36
33
33
30
27
42
38
37
34
30
29
32
31
32
34
38
42
26
26
26
28
29
29
23
22
23
23
25
29
21
22
21
21
22
22
23
23
22
22
22
22
24
23
24
23
23
23
27
26
26
25
24
23
31
31
30
29
27
26
37
36
34
34
31
27
43
38
37
35
30
29
35
35
35
37
41
52
29
28
29
30
31
32
24
25
25
26
27
32
23
23
23
22
22
23
23
24
23
23
23
23
25
25
24
24
23
23
27
27
27
26
25
24
31
31
32
29
28
26
39
38
34
35
32
28
44
41
38
36
32
29
39
39
39
41
52
52
30
31
32
32
34
37
26
27
27
27
29
35
24
24
24
24
24
25
25
25
25
24
24
24
27
25
25
25
24
24
30
30
28
27
26
25
31
33
32
31
29
27
40
38
35
35
33
29
44
41
40
37
32
31
45
46
46
51
52
60
33
33
34
37
37
40
29
29
29
29
32
38
25
25
25
26
27
27
26
26
26
25
25
26
28
27
27
26
26
25
30
30
29
28
27
26
32
34
32
31
30
27
40
39
36
35
33
30
46
42
41
37
33
31
50
50
50
51
57
64
36
36
37
38
40
41
31
31
31
32
35
41
27
27
27
27
28
29
27
27
26
26
26
29
28
28
28
27
26
26
30
30
30
29
28
27
34
36
32
32
30
29
42
41
38
37
34
30
48
43
42
37
33
32
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
SP-Series Tables
21
21
22
24
25
29
20
20
20
19
20
20
20
20
20
20
20
20
20
20
20
20
20
20
21
21
21
21
21
20
23
23
23
22
22
21
25
24
25
24
23
22
28
28
27
26
26
24
34
32
31
30
28
26
40
37
34
32
29
27
SP-Series Design
Top
Chord
Pitch
in/ft
0.250
0.375
0.500
0.625
0.750
0.875
0.375
0.500
0.625
0.750
0.875
1.000
0.625
0.750
0.875
1.000
1.250
1.500
0.625
0.750
0.875
1.000
1.250
1.500
0.750
0.875
1.000
1.250
1.500
2.000
0.750
0.875
1.000
1.250
1.500
2.000
0.875
1.000
1.250
1.500
2.000
3.000
0.875
1.000
1.250
1.500
2.000
3.000
0.875
1.000
1.250
1.500
2.000
3.000
1.000
1.250
1.500
2.000
3.000
4.000
Center
Depth
in
36
36
36
36
36
36
46
46
46
46
46
46
58
58
58
58
58
58
70
70
70
70
70
70
84
84
84
84
84
84
98
98
98
98
98
98
112
112
112
112
112
112
126
126
126
126
126
126
140
140
140
140
140
140
154
154
154
154
154
154
Introduction
Span
ft
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
End
Depth
in
27.3
22.9
18.5
14.1
9.8
5.4
32.9
28.5
24.1
19.8
15.4
11.0
36.1
31.8
27.4
23.0
14.3
5.5
48.1
43.8
39.4
35.0
26.3
17.5
57.8
53.4
49.0
40.3
31.5
14.0
71.8
67.4
63.0
54.3
45.5
28.0
81.4
77.0
68.3
59.5
42.0
7.0
95.4
91.0
82.3
73.5
56.0
21.0
109.4
105.0
96.3
87.5
70.0
35.0
119.0
110.3
101.5
84.0
49.0
14.0
10 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
31
Introduction
SP-Series Tables
SP-Series Design
Span
ft
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
End
Depth
in
30.0
25.0
20.0
15.0
10.0
5.0
35.0
30.0
25.0
20.0
15.0
10.0
42.0
37.0
32.0
27.0
22.0
12.0
51.0
46.0
41.0
36.0
26.0
16.0
60.0
55.0
50.0
40.0
30.0
10.0
74.0
69.0
64.0
54.0
44.0
24.0
88.0
83.0
78.0
68.0
58.0
38.0
97.0
92.0
82.0
72.0
52.0
12.0
111.0
106.0
96.0
86.0
66.0
26.0
125.0
120.0
110.0
100.0
80.0
40.0
Center
Depth
in
40
40
40
40
40
40
50
50
50
50
50
50
62
62
62
62
62
62
76
76
76
76
76
76
90
90
90
90
90
90
104
104
104
104
104
104
118
118
118
118
118
118
132
132
132
132
132
132
146
146
146
146
146
146
160
160
160
160
160
160
Top
Chord
Pitch
in/ft
0.250
0.375
0.500
0.625
0.750
0.875
0.375
0.500
0.625
0.750
0.875
1.000
0.500
0.625
0.750
0.875
1.000
1.250
0.625
0.750
0.875
1.000
1.250
1.500
0.750
0.875
1.000
1.250
1.500
2.000
0.750
0.875
1.000
1.250
1.500
2.000
0.750
0.875
1.000
1.250
1.500
2.000
0.875
1.000
1.250
1.500
2.000
3.000
0.875
1.000
1.250
1.500
2.000
3.000
0.875
1.000
1.250
1.500
2.000
3.000
300
350
400
450
500
550
600
650
26
26
26
28
29
34
21
21
22
22
23
26
21
21
21
20
20
21
21
21
21
20
20
21
22
22
22
21
21
21
24
23
23
23
22
22
28
27
27
26
24
24
31
30
29
27
26
25
33
33
34
32
29
27
41
40
37
38
34
29
30
30
31
32
34
39
25
26
26
26
28
29
22
21
22
21
23
25
21
21
21
21
21
21
22
22
22
22
21
22
24
24
24
23
23
22
28
27
27
26
25
24
31
31
30
29
27
25
35
34
35
34
31
27
42
40
38
40
35
31
34
35
34
36
40
52
28
28
28
30
30
33
23
24
25
24
26
29
23
22
23
22
23
23
23
23
23
22
22
22
26
25
25
24
24
23
28
29
28
27
26
25
33
32
30
30
28
25
36
35
35
34
31
27
43
42
39
40
36
32
38
38
39
41
52
52
30
30
31
33
34
37
27
27
26
27
28
30
24
24
24
24
24
27
25
24
25
24
24
26
27
26
26
25
25
24
29
30
28
28
26
26
34
33
32
31
28
27
37
35
37
34
34
30
45
43
41
41
38
32
44
46
46
51
52
60
33
34
34
37
39
41
29
29
29
29
30
33
26
26
27
26
27
30
26
26
25
25
25
28
29
28
27
26
26
25
31
30
30
29
29
27
34
33
33
31
30
28
38
37
37
34
34
30
46
45
42
42
38
34
50
50
51
51
55
67
36
37
38
40
42
51
32
32
32
32
33
38
29
28
28
29
30
32
28
27
28
28
28
31
29
28
28
27
27
27
31
31
31
30
29
28
35
34
33
32
31
28
39
37
39
36
34
30
47
45
44
43
38
35
50
50
51
54
60
67
40
40
41
42
52
52
33
35
35
35
38
41
31
31
31
31
33
33
30
30
31
30
30
32
31
30
31
29
29
29
33
32
31
32
31
29
37
35
34
33
32
30
41
39
39
37
35
32
47
47
44
43
39
36
57
58
58
59
67
82
42
47
51
51
52
53
36
36
38
37
39
43
33
33
33
34
33
36
32
32
32
31
32
36
33
33
32
32
30
31
36
35
33
33
33
32
39
37
36
35
35
32
42
41
42
39
38
33
49
49
44
43
41
37
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
32
700
750
800
62
62
62
66
67
85
51
50
51
52
52
60
38
38
39
41
42
52
35
35
35
35
36
39
34
34
35
34
34
36
35
35
34
33
33
33
38
35
36
35
35
34
41
40
38
38
36
35
42
45
43
41
40
35
54
54
46
48
41
38
65
65
66
66
75
98
51
51
51
52
59
60
42
41
43
47
47
52
38
37
37
38
39
41
36
35
36
37
36
40
36
36
36
34
35
35
38
37
36
37
35
36
42
41
40
38
38
35
44
45
44
42
40
37
54
54
49
49
44
40
70
70
70
74
85
106
51
52
55
59
59
67
48
48
47
52
52
52
39
39
39
40
42
44
38
38
38
37
38
43
39
38
37
37
36
36
41
39
39
38
38
37
43
42
41
41
39
38
47
46
45
42
42
39
55
54
52
49
45
42
9 rows
10 rows
300
350
400
450
500
550
600
650
700
750
800
66
65
66
66
75
85
52
51
52
56
60
60
43
42
48
47
48
53
40
40
39
40
41
42
39
38
39
38
38
44
39
39
39
38
38
38
41
40
41
40
39
38
45
44
43
42
40
40
52
51
46
45
45
41
58
56
54
48
46
44
71
70
69
74
85
103
56
56
59
59
60
67
49
49
49
53
53
53
43
42
42
42
43
50
41
40
42
41
40
49
42
41
41
39
40
41
45
44
42
40
41
40
46
44
46
43
41
42
53
51
48
48
46
42
59
57
56
50
49
44
73
73
74
80
85
103
60
60
59
59
67
67
53
53
53
53
53
61
49
48
48
47
48
53
44
43
44
44
44
54
43
43
43
41
41
43
46
45
45
44
43
42
50
49
46
45
43
44
55
54
51
48
48
44
60
59
57
56
53
47
32
32
32
34
37
42
27
27
28
28
30
32
24
24
24
24
25
27
25
24
24
24
24
25
25
25
25
25
24
24
28
28
28
27
27
25
32
31
31
30
29
28
35
34
34
32
30
28
39
40
38
35
34
31
46
42
43
40
36
33
36
36
38
40
41
52
30
30
31
32
33
34
26
26
27
27
27
30
25
25
25
25
25
26
26
26
26
25
25
26
28
29
28
27
27
26
32
32
31
31
30
28
35
34
34
33
31
29
39
41
38
37
34
31
48
44
44
40
36
34
40
40
41
51
51
56
33
33
34
35
37
40
29
30
30
29
31
32
27
28
27
27
28
30
27
27
26
26
26
29
30
29
29
28
27
27
33
32
32
31
30
29
36
35
34
34
31
29
41
43
39
37
36
32
48
46
46
43
39
35
46
50
50
51
51
59
37
37
37
38
41
47
33
32
33
32
32
35
31
31
30
30
30
32
30
29
29
29
28
32
31
30
30
29
29
29
34
33
33
32
30
30
38
38
35
34
32
31
43
45
39
37
36
34
49
47
48
45
41
35
50
50
51
56
60
67
40
40
40
42
46
52
35
36
36
35
37
39
34
33
33
33
34
35
32
32
32
32
31
34
34
33
33
32
31
32
36
35
35
35
33
32
40
40
37
36
33
34
44
46
41
39
38
35
51
48
48
46
42
41
54
54
59
59
66
76
48
47
51
51
52
52
38
37
39
38
39
43
36
36
35
35
36
38
35
34
34
34
34
37
36
35
35
34
34
35
39
38
37
37
36
35
42
41
40
38
37
36
47
46
46
42
40
36
58
49
49
47
43
41
58
58
59
66
66
85
51
51
52
52
52
60
40
40
42
41
41
53
37
37
38
38
38
40
37
37
39
37
36
40
38
37
37
36
36
37
41
39
39
38
37
37
43
41
43
40
38
38
50
49
46
45
42
38
58
52
51
48
44
41
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
SP-Series Tables
28
28
30
29
32
37
23
24
24
25
26
27
23
23
23
22
23
24
24
24
24
24
24
23
25
25
25
25
24
24
28
28
28
27
26
25
32
31
30
30
28
27
35
34
34
32
30
28
38
36
37
35
33
30
44
41
40
40
36
33
SP-Series Design
Top
Chord
Pitch
in/ft
0.250
0.375
0.500
0.625
0.750
0.875
0.375
0.500
0.625
0.750
0.875
1.000
0.500
0.625
0.750
0.875
1.000
1.250
0.625
0.750
0.875
1.000
1.250
1.500
0.750
0.875
1.000
1.250
1.500
2.000
0.750
0.875
1.000
1.250
1.500
2.000
0.750
0.875
1.000
1.250
1.500
2.000
0.875
1.000
1.250
1.500
2.000
3.000
0.875
1.000
1.250
1.500
2.000
3.000
0.875
1.000
1.250
1.500
2.000
3.000
Center
Depth
in
46
46
46
46
46
46
58
58
58
58
58
58
72
72
72
72
72
72
86
86
86
86
86
86
100
100
100
100
100
100
114
114
114
114
114
114
128
128
128
128
128
128
142
142
142
142
142
142
156
156
156
156
156
156
170
170
170
170
170
170
Introduction
Span
ft
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
End
Depth
in
34.8
29.1
23.5
17.9
12.3
6.6
41.1
35.5
29.9
24.3
18.6
13.0
49.5
43.9
38.3
32.6
27.0
15.8
57.9
52.3
46.6
41.0
29.8
18.5
66.3
60.6
55.0
43.8
32.5
10.0
80.3
74.6
69.0
57.8
46.5
24.0
94.3
88.6
83.0
71.8
60.5
38.0
102.6
97.0
85.8
74.5
52.0
7.0
116.6
111.0
99.8
88.5
66.0
21.0
130.6
125.0
113.8
102.5
80.0
35.0
10 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
33
Introduction
SP-Series Tables
SP-Series Design
Span
ft
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
End
Depth
in
37.5
31.3
25.0
18.8
12.5
6.3
43.3
37.0
30.8
24.5
18.3
12.0
51.0
44.8
38.5
32.3
26.0
13.5
58.8
52.5
46.3
40.0
27.5
15.0
72.8
66.5
60.3
54.0
41.5
29.0
80.5
74.3
68.0
55.5
43.0
18.0
94.5
88.3
82.0
69.5
57.0
32.0
108.5
102.3
96.0
83.5
71.0
46.0
116.3
110.0
97.5
85.0
60.0
10.0
130.3
124.0
111.5
99.0
74.0
24.0
Center
Depth
in
50
50
50
50
50
50
62
62
62
62
62
62
76
76
76
76
76
76
90
90
90
90
90
90
104
104
104
104
104
104
118
118
118
118
118
118
132
132
132
132
132
132
146
146
146
146
146
146
160
160
160
160
160
160
174
174
174
174
174
174
Top
Chord
Pitch
in/ft
0.250
0.375
0.500
0.625
0.750
0.875
0.375
0.500
0.625
0.750
0.875
1.000
0.500
0.625
0.750
0.875
1.000
1.250
0.625
0.750
0.875
1.000
1.250
1.500
0.625
0.750
0.875
1.000
1.250
1.500
0.750
0.875
1.000
1.250
1.500
2.000
0.750
0.875
1.000
1.250
1.500
2.000
0.750
0.875
1.000
1.250
1.500
2.000
0.875
1.000
1.250
1.500
2.000
3.000
0.875
1.000
1.250
1.500
2.000
3.000
300
350
400
450
500
550
600
650
32
32
32
34
37
41
27
27
28
28
30
32
25
24
24
24
25
27
25
25
24
24
24
25
27
26
26
25
25
25
29
28
28
27
27
26
32
31
31
30
29
28
37
35
35
34
32
30
40
39
38
35
33
31
44
44
41
39
38
32
36
36
38
40
41
52
30
30
31
31
33
38
28
27
27
28
29
31
25
25
26
26
27
28
27
27
26
26
26
25
30
29
28
28
27
26
32
31
32
30
30
28
37
35
35
34
32
31
40
39
39
37
35
31
46
46
41
41
39
34
45
47
46
50
51
60
34
34
34
37
39
42
30
30
30
31
32
35
28
28
29
28
30
32
28
28
27
27
28
28
31
30
30
29
28
29
34
33
33
31
30
29
37
37
36
35
34
31
41
41
40
38
35
32
48
48
45
41
39
35
50
50
50
51
56
63
37
39
38
40
42
52
34
33
33
35
35
39
31
32
32
31
33
35
31
31
32
31
31
31
32
32
32
31
31
31
35
34
34
33
31
31
41
38
37
36
34
32
44
42
40
40
36
34
49
48
46
43
40
36
54
55
55
59
60
73
42
42
47
47
51
52
37
37
38
38
38
42
35
36
35
35
36
39
34
33
34
34
34
34
35
35
35
34
33
33
38
36
37
35
35
33
43
38
40
38
37
36
46
44
42
42
38
36
49
51
49
45
42
38
58
58
59
63
67
81
51
51
51
51
51
60
39
39
42
42
43
52
37
39
38
37
39
42
36
36
37
36
37
36
37
37
37
36
36
36
40
39
38
37
36
36
45
40
41
41
38
37
47
46
46
44
41
39
52
51
49
50
45
40
63
62
66
66
75
84
52
51
52
56
59
60
43
42
48
48
52
53
40
40
41
40
42
49
39
38
38
38
39
39
40
39
39
38
39
39
42
40
40
39
38
38
46
43
43
42
41
40
48
47
46
45
43
40
57
54
51
50
47
42
71
70
71
75
85
103
56
56
59
60
59
67
49
48
53
52
52
57
43
43
44
43
48
54
41
42
42
41
41
43
40
41
41
42
41
42
43
42
42
41
41
41
48
46
45
44
43
42
50
49
50
47
46
43
58
56
53
51
47
44
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
34
700
750
800
74
73
74
80
85
119
59
59
59
64
68
75
54
53
53
53
53
61
49
48
50
50
53
54
44
44
44
44
44
44
43
43
43
42
43
45
46
45
46
44
44
42
50
48
48
46
45
43
53
53
50
49
46
46
59
57
59
55
49
46
82
83
83
84
103
128
63
64
67
67
71
81
55
54
57
56
60
65
50
50
50
54
54
58
49
48
48
49
48
50
47
46
46
46
46
51
49
47
46
46
44
46
50
50
49
49
46
45
58
57
57
54
48
48
59
62
59
56
57
52
92
92
93
100
103
128
67
67
68
72
74
85
58
57
61
61
61
69
55
55
54
55
55
62
51
51
50
50
51
55
50
50
49
49
49
51
52
52
54
51
51
50
57
55
55
54
53
52
59
58
57
57
51
52
64
63
61
58
57
52
9 rows
10 rows
300
350
400
450
500
550
600
650
700
750
800
79
79
82
84
103
120
64
68
67
67
75
82
58
58
61
61
61
72
55
55
55
55
58
69
52
52
52
51
55
55
50
50
51
51
51
63
52
51
50
50
50
52
53
51
52
52
51
51
57
53
55
51
53
52
59
58
59
56
52
53
83
84
83
101
103
127
68
68
71
76
80
86
62
62
62
64
68
77
59
59
58
58
62
70
53
52
56
56
56
59
53
52
52
53
57
64
53
52
53
51
52
56
54
55
53
52
51
53
58
56
55
55
54
52
61
60
59
57
57
55
93
93
100
101
117
127
72
75
75
80
85
95
65
66
65
69
71
87
59
60
63
63
66
77
58
60
60
59
59
62
55
55
54
57
58
67
56
55
54
54
54
58
56
55
54
54
52
54
58
59
58
56
55
54
62
61
60
60
58
55
39
39
39
41
52
51
34
33
34
35
37
40
30
30
30
31
32
38
29
29
29
29
30
35
31
30
29
29
29
29
32
31
30
30
30
32
34
34
34
32
31
31
37
37
36
34
34
32
42
40
39
38
36
34
45
45
43
42
39
37
46
46
50
51
52
60
38
37
38
40
42
52
34
34
35
36
38
41
32
32
32
33
33
38
33
32
32
31
31
33
33
33
33
31
32
36
36
35
35
34
33
32
40
38
37
35
35
34
42
41
40
39
37
36
48
45
44
43
40
38
51
50
51
54
59
67
41
42
47
48
52
52
38
39
39
38
42
53
36
36
37
37
40
44
36
35
35
34
35
37
36
36
35
34
34
40
38
37
37
37
35
35
41
40
39
37
37
35
45
43
42
41
39
37
48
47
46
44
43
41
55
59
59
59
67
76
52
52
51
51
52
60
42
42
42
43
48
53
40
39
40
40
42
53
39
38
37
37
38
40
38
38
38
38
37
43
39
39
38
37
38
38
43
41
40
40
39
38
45
45
43
42
42
39
49
48
47
46
44
43
63
62
62
66
71
85
52
52
52
55
60
64
49
48
49
52
53
61
43
43
43
43
49
54
42
41
41
40
41
43
40
40
39
39
40
50
41
41
41
40
41
41
44
44
42
40
40
41
48
46
45
43
42
40
50
48
48
47
44
43
66
66
66
75
81
102
56
56
59
59
64
67
54
54
53
53
53
61
48
50
50
50
53
58
45
43
44
43
44
49
43
43
42
42
43
55
45
44
44
43
44
44
46
44
45
43
42
42
49
49
48
45
44
43
52
51
50
49
47
45
73
73
74
80
85
102
60
60
60
64
67
75
54
54
58
58
59
68
50
50
54
54
54
62
50
50
49
48
50
54
45
45
45
45
49
55
47
46
47
46
46
51
49
48
48
46
46
46
52
52
51
48
48
46
58
54
53
52
50
48
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
SP-Series Tables
34
34
34
36
40
47
29
29
30
31
32
34
28
27
27
27
29
33
28
28
28
28
28
30
29
28
28
28
28
28
31
30
30
29
28
29
34
32
32
31
30
29
35
36
35
33
33
31
39
38
37
37
35
33
44
43
42
40
39
36
SP-Series Design
Top
Chord
Pitch
in/ft
0.250
0.375
0.500
0.625
0.750
0.875
0.375
0.500
0.625
0.750
0.875
1.000
0.500
0.625
0.750
0.875
1.000
1.250
0.625
0.750
0.875
1.000
1.250
1.500
0.625
0.750
0.875
1.000
1.250
1.500
0.750
0.875
1.000
1.250
1.500
2.000
0.750
0.875
1.000
1.250
1.500
2.000
0.750
0.875
1.000
1.250
1.500
2.000
0.750
0.875
1.000
1.250
1.500
2.000
0.750
0.875
1.000
1.250
1.500
2.000
Center
Depth
in
56
56
56
56
56
56
68
68
68
68
68
68
80
80
80
80
80
80
92
92
92
92
92
92
104
104
104
104
104
104
116
116
116
116
116
116
128
128
128
128
128
128
140
140
140
140
140
140
152
152
152
152
152
152
164
164
164
164
164
164
Introduction
Span
ft
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
End
Depth
in
42.3
35.4
28.5
21.6
14.8
7.9
47.4
40.5
33.6
26.8
19.9
13.0
52.5
45.6
38.8
31.9
25.0
11.3
57.6
50.8
43.9
37.0
23.3
9.5
69.6
62.8
55.9
49.0
35.3
21.5
74.8
67.9
61.0
47.3
33.5
6.0
86.8
79.9
73.0
59.3
45.5
18.0
98.8
91.9
85.0
71.3
57.5
30.0
110.8
103.9
97.0
83.3
69.5
42.0
122.8
115.9
109.0
95.3
81.5
54.0
10 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
35
Introduction
SP-Series Tables
SP-Series Design
Span
ft
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
End
Depth
in
45.0
37.5
30.0
22.5
15.0
7.5
49.5
42.0
34.5
27.0
19.5
12.0
54.0
46.5
39.0
31.5
24.0
9.0
58.5
51.0
43.5
36.0
21.0
6.0
70.5
63.0
55.5
48.0
33.0
18.0
82.5
75.0
67.5
60.0
45.0
30.0
87.0
79.5
72.0
57.0
42.0
12.0
99.0
91.5
84.0
69.0
54.0
24.0
111.0
103.5
96.0
81.0
66.0
36.0
123.0
115.5
108.0
93.0
78.0
48.0
Center
Depth
in
60
60
60
60
60
60
72
72
72
72
72
72
84
84
84
84
84
84
96
96
96
96
96
96
108
108
108
108
108
108
120
120
120
120
120
120
132
132
132
132
132
132
144
144
144
144
144
144
156
156
156
156
156
156
168
168
168
168
168
168
Top
Chord
Pitch
in/ft
0.250
0.375
0.500
0.625
0.750
0.875
0.375
0.500
0.625
0.750
0.875
1.000
0.500
0.625
0.750
0.875
1.000
1.250
0.625
0.750
0.875
1.000
1.250
1.500
0.625
0.750
0.875
1.000
1.250
1.500
0.625
0.750
0.875
1.000
1.250
1.500
0.750
0.875
1.000
1.250
1.500
2.000
0.750
0.875
1.000
1.250
1.500
2.000
0.750
0.875
1.000
1.250
1.500
2.000
0.750
0.875
1.000
1.250
1.500
2.000
300
350
400
450
500
550
600
650
38
38
38
40
47
52
33
32
33
35
37
40
30
30
30
31
33
38
29
29
29
29
31
36
30
30
30
29
29
30
32
32
31
31
30
30
34
34
34
32
31
31
38
37
36
35
33
31
42
40
39
38
35
34
46
45
43
40
40
37
46
46
51
51
51
60
38
38
37
40
42
52
34
34
36
36
38
43
32
32
32
34
35
42
33
32
32
31
32
34
35
33
34
32
32
32
36
35
35
34
33
34
39
38
37
36
35
33
43
41
42
39
38
36
46
45
44
43
41
38
51
50
51
55
59
67
42
43
48
52
52
52
39
39
38
40
41
53
37
36
38
37
39
53
36
36
35
36
35
37
36
36
36
35
35
36
38
37
37
36
34
37
41
40
40
38
37
36
46
44
43
42
40
38
48
47
47
45
42
40
58
58
59
59
67
75
52
52
52
52
52
59
43
42
44
49
53
57
40
40
40
40
44
53
39
39
40
40
39
43
39
39
38
39
38
39
42
39
40
41
38
41
44
43
42
42
39
40
47
46
47
43
41
40
49
48
48
48
44
42
62
62
66
67
75
85
53
52
56
60
60
68
49
48
52
53
53
61
44
44
43
49
54
61
43
42
43
43
44
50
42
41
41
41
41
42
42
41
41
41
40
46
45
43
43
42
41
41
47
46
47
43
43
42
52
50
48
48
45
43
70
70
71
75
84
103
60
59
60
60
68
72
54
53
54
53
57
68
50
50
49
54
54
66
45
46
46
48
50
55
45
45
45
44
45
45
45
44
44
44
45
51
48
46
46
45
44
45
50
50
49
46
46
45
53
51
51
50
48
45
75
79
80
83
84
103
61
64
64
67
72
82
58
57
57
61
60
77
54
55
55
55
58
68
50
51
51
51
55
55
51
51
50
51
50
51
49
48
47
47
49
57
50
50
49
49
48
52
53
54
52
50
49
48
60
58
54
52
51
49
84
83
84
83
103
127
68
68
68
75
82
86
62
62
61
65
69
81
56
58
59
58
62
76
53
52
57
56
56
59
53
52
53
53
52
56
52
53
52
53
51
58
56
54
53
52
51
53
57
56
56
54
54
52
61
59
58
58
56
55
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
36
700
750
800
93
93
93
100
116
127
72
75
75
80
85
104
65
65
65
69
73
86
60
59
63
62
66
87
58
58
57
59
60
63
55
55
54
54
57
57
55
55
55
55
55
61
57
56
55
53
54
54
60
58
57
55
54
54
62
61
61
58
57
55
99
100
101
100
126
127
76
80
81
85
95
104
69
70
72
73
76
103
63
66
66
65
69
87
62
60
61
60
64
67
60
62
62
62
61
60
58
57
57
56
59
66
58
57
57
57
57
60
62
60
61
57
57
56
66
63
61
59
59
56
100
101
101
117
126
150
86
84
84
94
104
117
73
73
76
76
82
103
68
67
67
70
78
104
63
62
65
65
66
71
63
63
63
62
61
65
61
60
65
63
63
69
63
59
62
59
60
63
62
64
61
61
60
61
68
66
63
63
60
58
9 rows
10 rows
300
350
400
450
500
550
600
650
700
750
800
92
100
101
102
117
127
80
80
85
85
96
104
70
72
73
77
82
104
67
68
67
67
70
74
62
62
62
65
68
71
63
63
63
62
62
65
61
60
58
63
64
73
61
62
58
60
60
63
64
62
61
60
59
62
66
64
63
61
61
60
101
101
101
114
125
140
85
86
85
95
103
118
74
76
77
82
87
104
68
68
71
71
73
83
69
68
68
68
71
79
66
64
65
63
69
68
66
65
65
64
64
77
66
65
63
66
65
64
69
66
65
62
63
65
71
68
67
64
64
62
114
114
113
123
125
149
86
94
102
102
103
126
82
81
82
86
95
116
75
74
75
74
78
87
70
70
70
70
75
84
68
67
67
70
69
72
67
66
65
65
71
80
71
69
69
67
67
70
70
69
67
67
67
67
72
70
69
69
68
68
51
51
51
51
56
59
41
41
41
42
52
52
38
38
39
38
42
53
36
36
36
36
37
39
36
36
35
35
36
37
37
37
36
35
36
36
38
38
37
36
34
38
43
41
41
39
38
36
47
45
43
42
40
37
49
49
47
45
43
40
55
55
55
59
59
67
48
52
52
52
53
60
43
42
42
44
48
53
40
40
40
40
40
43
40
39
39
40
39
43
40
39
39
39
39
39
41
40
40
39
40
43
44
44
42
41
40
39
48
47
46
44
41
40
49
49
48
45
46
42
59
60
59
66
67
80
53
53
53
56
60
64
49
49
53
53
53
61
43
44
44
44
50
54
43
43
44
44
44
50
43
43
42
43
42
42
43
42
43
42
43
48
46
45
45
43
43
43
49
48
47
45
44
43
51
49
50
48
47
44
67
67
66
71
82
85
57
60
60
60
65
73
54
54
53
54
58
68
50
50
50
49
54
54
49
50
50
49
50
55
47
46
46
46
46
49
47
46
47
46
46
57
49
50
47
47
46
47
51
50
50
48
48
48
54
53
52
51
50
48
74
73
74
80
84
103
61
65
65
68
72
81
58
58
58
61
61
76
56
56
56
55
55
62
52
52
51
51
55
60
52
51
52
52
52
52
52
52
52
50
51
58
55
53
55
52
51
52
55
53
54
51
53
53
57
58
57
56
53
53
80
79
83
84
103
120
69
68
68
76
80
86
62
63
62
66
69
82
59
59
59
59
58
65
58
58
57
57
59
63
54
53
54
53
57
57
54
53
54
53
54
61
55
55
55
54
53
55
60
58
56
55
54
55
63
60
60
57
58
55
84
84
84
102
103
127
72
75
76
81
86
104
66
65
69
69
73
85
60
60
63
63
66
69
61
61
60
60
64
68
57
55
60
59
61
61
56
55
57
56
59
66
58
57
56
57
55
60
61
59
59
56
56
57
64
63
61
60
58
55
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
SP-Series Tables
40
40
40
47
51
51
36
36
36
37
40
43
34
33
33
33
36
41
32
31
32
32
31
33
34
32
32
31
32
33
35
34
34
33
32
32
37
36
36
34
33
33
40
40
38
37
35
34
44
42
43
40
38
36
48
45
44
42
42
38
SP-Series Design
Top
Chord
Pitch
in/ft
0.250
0.375
0.500
0.625
0.750
0.875
0.375
0.500
0.625
0.750
0.875
1.000
0.500
0.625
0.750
0.875
1.000
1.250
0.500
0.625
0.750
0.875
1.000
1.250
0.625
0.750
0.875
1.000
1.250
1.500
0.625
0.750
0.875
1.000
1.250
1.500
0.750
0.875
1.000
1.250
1.500
2.000
0.750
0.875
1.000
1.250
1.500
2.000
0.750
0.875
1.000
1.250
1.500
2.000
0.750
0.875
1.000
1.250
1.500
2.000
Center
Depth
in
66
66
66
66
66
66
78
78
78
78
78
78
90
90
90
90
90
90
102
102
102
102
102
102
114
114
114
114
114
114
126
126
126
126
126
126
138
138
138
138
138
138
150
150
150
150
150
150
162
162
162
162
162
162
174
174
174
174
174
174
Introduction
Span
ft
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
End
Depth
in
49.8
41.6
33.5
25.4
17.3
9.1
53.6
45.5
37.4
29.3
21.1
13.0
57.5
49.4
41.3
33.1
25.0
8.8
69.5
61.4
53.3
45.1
37.0
20.8
73.4
65.3
57.1
49.0
32.8
16.5
85.4
77.3
69.1
61.0
44.8
28.5
89.3
81.1
73.0
56.8
40.5
8.0
101.3
93.1
85.0
68.8
52.5
20.0
113.3
105.1
97.0
80.8
64.5
32.0
125.3
117.1
109.0
92.8
76.5
44.0
10 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
37
Introduction
SP-Series Tables
SP-Series Design
Span
ft
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
End
Depth
in
52.5
43.8
35.0
26.3
17.5
8.8
55.8
47.0
38.3
29.5
20.8
12.0
67.8
59.0
50.3
41.5
32.8
24.0
71.0
62.3
53.5
44.8
36.0
18.5
74.3
65.5
56.8
48.0
30.5
13.0
86.3
77.5
68.8
60.0
42.5
25.0
98.3
89.5
80.8
72.0
54.5
37.0
101.5
92.8
84.0
66.5
49.0
14.0
113.5
104.8
96.0
78.5
61.0
26.0
125.5
116.8
108.0
90.5
73.0
38.0
Center
Depth
in
70
70
70
70
70
70
82
82
82
82
82
82
94
94
94
94
94
94
106
106
106
106
106
106
118
118
118
118
118
118
130
130
130
130
130
130
142
142
142
142
142
142
154
154
154
154
154
154
166
166
166
166
166
166
178
178
178
178
178
178
Top
Chord
Pitch
in/ft
0.250
0.375
0.500
0.625
0.750
0.875
0.375
0.500
0.625
0.750
0.875
1.000
0.375
0.500
0.625
0.750
0.875
1.000
0.500
0.625
0.750
0.875
1.000
1.250
0.625
0.750
0.875
1.000
1.250
1.500
0.625
0.750
0.875
1.000
1.250
1.500
0.625
0.750
0.875
1.000
1.250
1.500
0.750
0.875
1.000
1.250
1.500
2.000
0.750
0.875
1.000
1.250
1.500
2.000
0.750
0.875
1.000
1.250
1.500
2.000
300
350
400
450
500
550
600
650
48
47
51
51
52
59
39
38
41
41
47
52
36
37
37
37
38
39
35
36
35
35
35
40
35
35
35
35
35
38
37
37
36
35
34
35
40
39
38
37
36
35
43
41
40
39
37
36
46
45
43
42
40
37
50
48
46
44
43
39
52
51
52
55
59
67
48
48
52
52
53
57
41
41
42
42
44
48
40
40
40
40
40
44
40
39
39
40
40
43
41
39
39
39
39
40
42
41
40
39
39
39
44
42
42
40
39
41
48
46
46
44
42
41
52
50
49
46
45
42
59
59
59
63
67
81
53
53
53
56
60
64
50
49
49
53
53
52
44
44
44
44
49
54
43
43
43
44
44
55
44
43
43
43
42
44
45
43
43
43
42
43
46
45
45
43
43
45
49
48
48
45
44
44
55
52
50
50
47
44
67
67
66
71
75
85
57
57
60
61
67
72
54
54
54
54
54
62
51
50
50
54
54
58
51
50
50
50
51
55
47
47
47
47
47
51
48
47
48
47
46
47
49
49
48
47
46
48
51
51
50
48
48
47
56
54
52
51
50
48
74
74
74
80
85
102
62
64
65
68
72
82
59
58
58
62
61
65
56
56
56
55
58
62
53
52
52
56
56
63
53
53
52
52
53
57
54
53
53
52
53
51
57
54
54
52
52
54
57
55
55
53
55
54
61
57
59
57
54
54
79
79
85
85
103
115
69
69
72
75
81
86
63
63
63
65
68
69
60
60
60
60
62
69
59
58
58
57
59
67
55
55
54
54
58
61
56
56
55
55
55
54
57
56
55
55
54
59
59
57
58
56
55
56
65
62
61
59
57
55
94
93
94
102
103
126
76
76
79
81
85
104
66
66
69
70
73
76
64
64
64
66
67
74
62
62
61
61
64
71
62
61
61
62
62
64
59
58
57
57
60
63
60
58
58
58
57
62
62
60
59
58
58
62
66
65
63
60
60
58
101
101
101
102
126
127
81
81
84
85
103
119
74
73
73
77
77
81
68
67
67
70
71
83
63
66
68
67
68
78
65
64
64
63
62
68
66
65
65
64
64
63
64
64
63
62
65
67
66
63
65
60
61
65
71
66
68
65
63
63
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
38
700
750
800
101
101
113
125
127
148
86
86
95
102
103
126
78
78
80
82
87
86
75
74
75
74
78
87
70
70
69
69
76
83
67
66
66
70
69
73
68
67
66
66
65
70
67
69
68
67
66
71
70
68
67
65
68
67
73
72
70
66
67
68
114
113
123
125
127
148
93
101
102
102
116
126
83
83
85
86
94
104
76
76
79
79
82
98
73
72
75
75
78
89
73
72
72
72
71
75
72
71
70
69
72
71
73
72
72
70
69
76
71
70
75
71
70
73
77
72
71
72
69
71
123
123
123
126
150
172
102
101
102
116
126
128
88
88
95
95
103
104
83
83
84
83
88
105
78
78
77
77
84
105
76
76
76
74
77
80
73
75
74
74
73
78
75
73
73
71
74
80
77
76
76
74
72
75
80
79
78
76
74
73
9 rows
10 rows
300
350
400
450
500
550
600
650
700
750
800
115
113
123
125
127
150
102
103
103
116
127
127
87
87
87
95
103
103
83
83
83
87
87
104
77
77
76
79
84
88
74
74
76
76
80
90
73
73
73
73
77
80
72
71
70
73
72
75
74
73
73
71
70
73
75
75
74
73
71
76
123
123
123
126
139
150
103
103
115
127
127
142
95
95
102
103
103
117
84
88
87
96
104
118
82
84
85
84
88
99
79
79
78
81
83
106
77
76
75
79
78
86
79
78
78
77
77
79
75
75
76
77
78
75
79
76
75
74
75
81
124
123
126
136
149
172
114
114
125
127
127
150
103
104
103
104
114
128
97
96
97
104
104
127
86
86
85
89
97
105
84
86
85
85
89
107
82
82
80
80
86
91
80
79
78
80
79
83
81
81
81
80
78
80
79
79
81
80
79
85
56
56
56
59
64
71
53
53
53
53
56
64
50
49
49
53
54
53
45
44
44
49
50
53
43
42
42
43
44
50
44
43
42
42
43
51
44
43
42
42
42
43
45
43
43
43
42
43
47
45
45
44
43
43
47
47
46
44
43
44
61
60
63
67
71
85
57
57
60
61
64
72
55
55
54
54
56
61
51
51
55
55
54
61
50
50
50
50
50
55
47
47
47
47
51
56
48
47
47
47
47
51
48
47
47
47
46
46
50
50
48
47
46
46
50
49
48
48
47
47
68
68
70
76
80
96
62
65
64
68
72
81
58
58
58
61
61
69
56
56
56
58
58
69
53
57
57
56
55
59
52
53
52
52
56
59
52
53
53
53
53
57
56
54
53
53
53
54
55
53
55
53
53
52
57
54
52
54
51
55
75
76
80
85
96
103
70
69
73
75
82
97
63
65
66
65
69
73
60
59
63
63
66
77
58
60
61
60
60
63
59
59
58
58
59
68
56
55
55
55
58
61
57
56
55
54
55
59
58
57
56
56
56
56
59
58
58
56
56
62
84
84
84
94
103
125
77
77
81
86
85
104
70
70
70
72
77
83
67
66
66
66
70
82
62
61
64
64
65
70
63
63
62
62
65
71
64
63
63
62
62
65
60
58
59
58
61
63
61
60
59
59
58
62
61
61
60
59
59
65
93
93
100
102
116
125
81
84
86
95
104
117
74
73
77
82
82
87
72
71
74
73
78
87
69
69
68
68
71
75
64
64
67
68
68
79
65
65
65
64
67
69
67
66
65
64
64
63
66
65
64
68
65
65
67
66
66
63
66
69
101
102
101
115
127
125
85
95
102
103
115
126
82
82
81
86
87
103
75
74
78
83
83
104
70
73
74
74
75
84
72
71
70
70
75
84
69
68
70
71
70
77
69
69
67
67
67
70
70
71
69
68
67
66
69
71
71
69
67
73
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
SP-Series Tables
48
51
51
52
56
59
42
42
47
47
52
56
40
40
39
42
41
48
40
39
39
40
39
49
39
38
38
38
38
40
38
38
39
39
39
40
40
39
39
39
38
38
40
41
40
39
38
37
44
43
41
41
40
38
44
44
43
42
40
40
SP-Series Design
Top
Chord
Pitch
in/ft
0.250
0.375
0.500
0.625
0.750
0.875
0.375
0.500
0.625
0.750
0.875
1.000
0.375
0.500
0.625
0.750
0.875
1.000
0.500
0.625
0.750
0.875
1.000
1.250
0.500
0.625
0.750
0.875
1.000
1.250
0.625
0.750
0.875
1.000
1.250
1.500
0.625
0.750
0.875
1.000
1.250
1.500
0.625
0.750
0.875
1.000
1.250
1.500
0.625
0.750
0.875
1.000
1.250
1.500
0.750
0.875
1.000
1.250
1.500
2.000
Center
Depth
in
76
76
76
76
76
76
86
86
86
86
86
86
96
96
96
96
96
96
106
106
106
106
106
106
116
116
116
116
116
116
126
126
126
126
126
126
136
136
136
136
136
136
146
146
146
146
146
146
156
156
156
156
156
156
166
166
166
166
166
166
Introduction
Span
ft
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
End
Depth
in
57.3
47.9
38.5
29.1
19.8
10.4
57.9
48.5
39.1
29.8
20.4
11.0
67.9
58.5
49.1
39.8
30.4
21.0
68.5
59.1
49.8
40.4
31.0
12.3
78.5
69.1
59.8
50.4
41.0
22.3
79.1
69.8
60.4
51.0
32.3
13.5
89.1
79.8
70.4
61.0
42.3
23.5
99.1
89.8
80.4
71.0
52.3
33.5
109.1
99.8
90.4
81.0
62.3
43.5
109.8
100.4
91.0
72.3
53.5
16.0
10 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
39
Bowstring Joist (SPBW) Tables
Introduction
BOWSTRING
(SPBW)
WEIGHT
The following weight tables are representative
of SP-Series JOISTS
linear foot. This
catalog provides
two design TABLES
examples for
joist
designs
for Bowstring
Joists are
withrepresentative
parameters shown
in the
reference
andforclarification
design
The following
The
following
weight tables
of SP-Series
joist designs
Bowstring on
Joists
withissues.
parameters
shown in
the diagram
The maximum
joistare
is L/240
for a Live Load
equal
75constraints
percent ofon
the
diagram
below.below.
The maximum
allowableallowable
Live Loaddeflection
deflection for the
tables
not representative
of any
limitsto or
Total Load
in the
table.
Thepercent
tables of
also
per Section 904.5(d),
theFor
required
depth for
is L/240
for a listed
Live Load
equal
to 75
thegive
Totalbridging
Load requirements
design or constructability
by NMBS.
furtherseat
information,
the given profile, as well as the estimated pounds per linear foot. This catalog provides two complete design examples for
listed
in the table. The tables also give bridging requirements
please contact your nearest NMBS representative or visit
reference and clarification on design issues. The following tables are not representative of any limits or constraints on
perdesign
Section
904.5(d),
the
required
seat
depth
for
the
given
or constructability per NMBS. For further information,www.newmill.com.
please contact your nearest NMBS representative or visit
profile,
as
well as the estimated self-weight in pounds per
www.newmill.com.
ALL TABLES
TABLES ARE
BASED
ON ASD
ALL
ARE
BASED
ON ASD
SP-Series Tables
SP-Series Design
BOWSTRING JOIST (SPBW)
36
40
300
350
400
450
500
550
600
650
700
750
800
9
9
9
9
9
9
8
8
8
9
9
9
8
8
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
10
9
9
9
9
9
11
9
9
9
9
9
11
10
10
10
10
10
11
11
11
11
11
11
11
13
12
12
12
12
13
9
9
9
9
9
9
8
8
9
9
9
9
8
8
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
10
9
9
9
9
9
11
9
9
9
9
9
11
10
10
10
10
10
11
11
11
11
11
11
11
13
12
12
12
12
13
9
9
9
9
9
9
8
9
9
9
9
9
8
8
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
10
9
9
9
9
10
11
9
9
9
9
9
11
10
10
10
10
10
11
11
11
11
11
11
11
13
12
12
12
12
13
8
8
8
8
8
9
8
8
8
8
8
9
8
8
8
8
9
9
9
9
9
9
9
9
9
9
9
9
9
9
8
8
8
9
9
10
9
9
9
9
9
10
10
10
10
9
10
10
11
11
11
11
11
11
13
12
12
12
12
13
8
8
8
8
8
9
8
8
8
8
8
9
8
8
9
8
9
9
9
9
9
9
9
9
9
9
9
9
9
10
8
8
8
9
9
10
9
9
9
9
9
10
10
10
10
9
10
10
11
11
11
11
11
11
13
12
12
12
12
13
8
8
8
8
9
9
8
8
8
8
8
9
8
8
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
10
8
8
8
9
9
10
9
9
9
9
9
10
10
10
10
9
10
10
11
11
11
11
11
11
13
12
12
12
12
13
8
8
8
8
9
9
8
8
8
8
8
9
8
8
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
10
8
8
8
9
9
10
9
9
9
9
9
10
10
10
10
9
10
10
11
11
11
11
11
11
13
12
12
12
12
13
8
8
9
9
9
9
8
8
8
8
8
9
8
8
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
10
8
8
8
9
9
10
9
9
9
9
9
10
10
10
10
9
10
10
11
11
11
11
11
11
13
12
12
12
12
13
9
9
9
9
9
9
8
8
8
8
9
9
8
8
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
10
9
8
8
9
9
11
9
9
9
9
9
10
10
10
10
9
10
10
11
11
11
11
11
11
13
12
12
12
12
13
9
9
9
9
9
9
8
8
8
8
9
9
8
8
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
10
9
9
8
9
9
11
9
9
9
9
9
11
10
10
10
9
10
10
11
11
11
11
11
11
13
12
12
12
12
13
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
SP-Series Tables
8
8
8
8
8
9
8
8
8
8
8
9
8
8
8
8
9
9
8
8
8
9
9
9
9
9
9
9
9
9
8
8
8
9
9
10
9
9
9
9
9
10
10
10
10
9
10
10
11
11
11
11
11
11
13
12
12
12
12
13
SP-Series Design
Top
Chord
Radius
ft
38
30
25
22
15
11
38
30
25
22
15
11
30
25
22
15
11
8
30
25
22
15
11
8
25
22
15
11
8
6
25
22
15
11
8
6
25
22
15
11
8
6
25
22
15
11
8
6
25
22
15
11
8
6
25
22
15
11
8
6
Center
Depth
in
20
20
20
20
20
20
24
24
24
24
24
24
28
28
28
28
28
28
32
32
32
32
32
32
38
38
38
38
38
38
44
44
44
44
44
44
50
50
50
50
50
50
58
58
58
58
58
58
66
66
66
66
66
66
76
76
76
76
76
76
Introduction
Span
ft
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
End
Depth
in
16
15
14
13
10
5
20
19
18
17
14
9
23
22
21
18
13
8
27
26
25
22
17
12
32
31
28
23
18
8
38
37
34
29
24
14
44
43
40
35
30
20
52
51
48
43
38
28
60
59
56
51
46
36
70
69
66
61
56
46
10 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
41
Introduction
SP-Series Tables
SP-Series Design
Span
ft
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
End
Depth
in
14
13
11
10
8
5
18
17
15
14
12
9
23
21
20
18
15
10
27
26
24
21
16
6
33
32
30
27
22
12
40
38
35
30
20
10
48
46
43
38
28
18
56
53
48
38
28
8
66
63
58
48
38
18
78
75
70
60
50
30
Center
Depth
in
20
20
20
20
20
20
24
24
24
24
24
24
30
30
30
30
30
30
36
36
36
36
36
36
42
42
42
42
42
42
50
50
50
50
50
50
58
58
58
58
58
58
68
68
68
68
68
68
78
78
78
78
78
78
90
90
90
90
90
90
Top
Chord
Radius
ft
100
86
67
60
51
41
100
86
67
60
51
41
86
67
60
51
41
31
67
60
51
41
31
21
67
60
51
41
31
21
60
51
41
31
21
17
60
51
41
31
21
17
51
41
31
21
17
13
51
41
31
21
17
13
51
41
31
21
17
13
300
350
400
450
500
550
600
650
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
9
9
9
9
9
9
9
9
9
9
10
10
10
10
10
10
10
11
11
11
12
12
11
11
11
12
15
15
14
14
13
12
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
9
9
8
8
9
9
9
9
9
9
9
9
10
10
10
10
10
10
10
10
10
11
11
11
12
12
12
11
11
12
16
16
15
15
13
13
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
9
9
9
9
9
9
9
9
9
9
9
9
10
10
10
10
10
10
11
10
10
11
11
11
12
12
12
11
11
13
17
17
16
16
13
13
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
9
8
8
9
9
9
9
9
9
9
9
9
9
9
9
10
10
10
10
10
10
11
11
11
11
11
11
13
13
13
11
12
13
18
18
17
17
13
14
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
9
9
9
8
9
8
9
9
9
9
9
9
9
10
9
9
9
9
9
10
10
10
10
10
10
12
11
11
11
11
11
14
14
13
12
12
13
19
19
17
17
14
15
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
9
9
9
9
9
8
9
9
9
9
9
9
9
10
9
9
9
9
9
10
10
10
10
10
10
12
11
11
11
11
11
14
14
14
13
13
13
19
19
18
17
15
15
9
9
8
8
8
8
9
9
8
8
8
8
8
8
8
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
10
10
9
10
9
10
10
10
10
10
10
10
13
12
12
11
11
12
15
15
14
14
13
13
19
19
18
17
15
16
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
10
10
10
10
9
10
11
11
10
10
10
10
14
13
13
11
11
12
16
15
15
14
14
14
20
19
19
19
15
17
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
42
700
750
800
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
10
10
10
10
10
10
12
11
11
10
11
10
14
13
13
12
11
12
17
17
16
15
14
14
20
20
20
19
15
17
9
9
9
9
9
9
9
9
9
9
9
9
10
10
9
9
9
9
9
10
10
9
9
9
10
10
10
9
9
9
11
10
10
10
10
10
12
12
11
11
11
11
15
15
14
12
12
13
17
17
16
15
15
14
21
21
20
21
16
18
10
10
9
9
10
9
10
10
9
10
10
9
10
10
10
10
10
9
10
10
10
10
9
9
10
10
10
10
10
9
11
11
10
10
10
10
13
12
12
12
11
11
15
15
15
13
13
13
17
17
17
15
15
14
21
21
20
21
17
18
9 rows
10 rows
300
350
400
450
500
550
600
650
700
750
800
16
16
16
16
16
16
13
13
13
13
13
13
12
12
12
12
12
12
12
12
13
12
12
12
13
13
13
13
13
13
14
14
14
13
13
13
16
14
14
14
14
14
18
18
18
16
15
16
21
21
21
19
18
16
25
24
23
21
20
20
17
19
18
18
18
18
14
15
15
15
15
15
13
13
13
13
13
13
13
13
13
13
13
12
14
14
14
13
13
13
15
14
14
14
14
13
17
16
15
15
15
14
19
18
18
17
15
16
21
21
21
20
18
17
26
24
23
22
22
20
19
19
19
19
19
19
15
15
15
15
15
15
14
14
14
13
14
13
13
13
13
13
13
13
14
14
14
14
14
13
15
15
14
14
14
14
17
16
16
15
15
15
20
19
19
18
16
16
22
22
22
20
19
17
26
25
23
22
22
20
9
9
9
9
9
9
8
8
8
8
8
8
8
8
8
8
8
8
9
9
9
8
8
8
9
9
9
9
9
9
10
10
10
9
10
9
11
11
11
10
11
10
13
12
12
12
12
12
17
16
16
14
13
14
21
21
19
18
16
18
10
10
10
10
10
10
9
9
9
9
9
9
9
9
8
8
8
8
9
9
9
9
9
8
9
9
9
9
9
9
10
10
10
10
10
9
11
11
11
11
11
10
14
13
13
12
12
12
18
17
17
15
13
14
22
21
20
19
17
19
11
11
12
12
12
12
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
10
10
10
10
9
9
11
11
11
10
10
10
11
11
11
11
11
11
15
14
14
12
12
12
18
18
17
16
14
14
22
21
20
19
17
19
13
13
13
13
13
13
10
10
10
10
10
10
10
10
10
10
10
9
10
10
10
9
9
9
11
10
10
10
10
10
11
11
11
11
10
10
12
12
11
12
11
11
15
15
14
13
12
13
18
18
19
16
14
14
22
22
20
19
17
19
13
13
13
13
14
14
11
11
11
11
11
11
10
10
10
10
10
10
10
10
10
10
10
10
11
11
11
10
10
10
12
11
12
11
11
11
13
13
12
12
12
12
16
16
15
14
13
13
19
19
19
18
15
15
23
23
21
19
18
19
14
14
14
14
14
14
12
12
12
12
13
13
11
11
11
11
11
11
11
11
11
11
11
10
12
11
11
11
11
11
12
12
12
12
12
11
14
13
13
13
12
12
17
16
16
14
13
14
20
20
20
18
16
15
24
24
22
19
19
19
15
15
15
16
16
16
13
13
13
13
13
13
12
11
11
11
11
11
12
12
12
11
11
11
12
12
12
12
12
12
13
12
12
13
13
12
15
14
13
13
13
13
18
18
17
15
14
14
21
21
20
19
16
16
24
24
23
20
19
19
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
SP-Series Tables
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
9
9
9
9
9
9
10
10
10
9
9
9
11
10
10
10
10
10
12
12
12
12
11
12
16
15
15
14
13
13
20
20
18
16
16
17
SP-Series Design
Top
Chord
Radius
ft
225
193
150
123
104
91
193
150
123
104
91
72
150
123
104
91
72
62
123
104
91
72
62
46
123
104
91
72
62
46
104
91
72
62
46
32
91
72
62
46
32
25
91
72
62
46
32
25
91
72
62
46
32
25
72
62
46
32
25
19
Center
Depth
in
20
20
20
20
20
20
26
26
26
26
26
26
32
32
32
32
32
32
40
40
40
40
40
40
48
48
48
48
48
48
58
58
58
58
58
58
68
68
68
68
68
68
80
80
80
80
80
80
92
92
92
92
92
92
106
106
106
106
106
106
Introduction
Span
ft
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
End
Depth
in
14
13
11
9
7
5
19
17
15
13
11
7
23
21
19
17
13
10
29
27
25
21
18
10
37
35
33
29
26
18
45
43
39
36
28
13
53
49
46
38
23
8
65
61
58
50
35
20
77
73
70
62
47
32
87
84
76
61
46
16
10 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
43
Introduction
SP-Series Tables
SP-Series Design
Span
ft
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
End
Depth
in
19
17
14
12
9
7
20
18
15
13
10
5
26
23
21
18
13
8
31
29
26
21
16
6
41
39
36
31
26
16
49
46
41
36
26
6
61
58
53
48
38
18
70
65
60
50
30
10
84
79
74
64
44
24
100
95
90
80
60
40
Center
Depth
in
24
24
24
24
24
24
30
30
30
30
30
30
38
38
38
38
38
38
46
46
46
46
46
46
56
56
56
56
56
56
66
66
66
66
66
66
78
78
78
78
78
78
90
90
90
90
90
90
104
104
104
104
104
104
120
120
120
120
120
120
Top
Chord
Radius
ft
480
343
240
201
161
142
240
201
161
142
121
97
201
161
142
121
97
81
161
142
121
97
81
62
161
142
121
97
81
62
142
121
97
81
62
43
142
121
97
81
62
43
121
97
81
62
43
33
121
97
81
62
43
33
121
97
81
62
43
33
300
350
400
450
500
550
600
650
11
11
11
11
11
11
9
9
9
9
9
10
9
9
9
9
8
8
9
9
9
9
9
9
10
10
10
10
9
9
11
11
10
10
10
10
12
12
12
12
11
11
15
13
13
13
13
13
20
19
19
16
16
16
25
25
25
23
21
19
13
13
13
13
13
13
10
10
10
10
11
11
10
9
9
9
9
10
10
10
9
9
9
9
11
11
11
10
10
10
11
11
11
11
11
10
14
13
12
13
12
12
16
14
14
13
13
13
21
20
20
17
16
16
26
26
26
24
22
19
14
14
14
14
14
14
12
13
13
13
13
12
11
11
10
10
10
10
10
10
10
10
10
10
12
11
11
11
11
10
12
12
12
12
12
11
14
14
13
13
13
13
17
15
15
14
14
14
22
21
20
18
17
17
27
26
26
25
23
20
16
16
16
16
16
16
13
13
13
13
13
14
11
11
11
11
11
11
12
12
11
11
11
11
12
12
12
12
12
11
13
13
13
13
13
12
16
15
14
14
14
13
18
16
17
15
14
15
22
21
21
19
17
17
27
28
27
25
23
21
17
17
17
17
18
18
15
15
15
15
14
14
13
12
12
13
13
13
13
13
12
12
12
13
13
13
13
14
13
12
13
13
13
13
13
13
16
16
15
15
14
15
19
18
17
16
15
15
23
22
22
20
18
19
28
29
28
26
23
22
19
19
19
19
19
19
16
16
16
16
16
16
14
14
14
14
14
13
14
14
13
13
13
13
14
14
14
14
14
13
14
14
14
15
15
14
17
17
16
15
15
15
20
19
18
16
16
16
24
23
22
21
19
19
29
29
29
27
23
24
20
20
21
21
21
21
17
17
17
17
17
17
15
15
15
15
15
15
14
14
14
14
14
14
14
14
15
14
15
14
15
15
15
15
15
15
19
19
17
16
15
16
20
19
19
17
17
16
25
25
23
22
19
19
31
30
29
28
24
24
22
22
23
23
24
23
18
18
18
18
19
19
16
16
15
16
15
15
15
15
15
15
14
14
15
15
15
15
15
15
16
15
15
15
16
16
19
19
17
17
16
17
21
20
20
18
17
18
25
25
25
22
23
21
32
31
30
29
25
24
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
44
700
750
800
25
25
25
25
25
25
20
20
20
20
20
20
17
17
17
17
17
17
15
15
16
16
16
15
16
16
16
16
15
16
16
15
16
16
17
16
19
19
19
17
17
18
21
20
20
21
19
20
25
25
25
22
23
21
32
32
31
29
27
24
25
25
26
26
26
26
21
21
21
21
21
21
17
17
17
17
18
17
17
17
16
16
17
17
16
16
16
16
16
17
17
17
16
17
17
17
20
20
19
18
18
18
23
21
20
21
20
20
27
26
25
23
23
22
32
32
32
30
27
25
27
27
27
27
28
28
21
21
21
21
21
22
19
19
19
19
19
19
17
17
17
17
17
17
18
18
18
16
16
17
18
17
17
17
18
17
21
20
20
20
19
19
24
22
21
21
21
20
28
27
26
24
23
23
33
34
32
30
27
26
9 rows
10 rows
300
350
400
450
500
550
600
650
700
750
800
31
31
32
32
32
32
25
25
25
25
27
27
21
21
21
21
21
21
20
20
20
20
20
19
20
19
19
19
18
19
20
20
22
20
20
20
24
22
22
21
22
20
27
26
26
25
23
22
33
31
30
28
28
26
39
39
37
37
31
32
32
33
35
34
34
34
28
28
28
28
28
28
24
23
23
25
25
24
21
21
21
21
21
20
20
20
20
20
20
19
22
22
22
21
20
20
25
24
22
22
22
21
30
27
28
26
24
23
34
33
31
29
29
27
41
39
38
38
31
32
35
36
36
36
36
37
28
28
28
28
28
28
25
25
25
25
25
25
22
22
22
21
21
21
21
20
20
20
20
20
22
22
22
22
22
21
26
25
23
22
22
22
30
29
29
27
24
25
35
35
33
29
29
27
43
41
38
38
32
32
16
16
16
16
17
17
13
13
13
13
13
13
12
12
12
13
13
12
12
12
12
12
12
12
12
12
12
13
13
12
14
14
14
14
14
14
16
16
15
14
15
15
22
20
21
19
18
17
27
26
25
22
22
21
33
32
31
31
25
27
18
18
19
19
18
18
15
15
15
15
15
15
14
14
14
14
14
13
13
13
13
13
13
13
14
13
13
14
13
13
16
15
15
15
15
15
17
17
16
15
16
16
22
21
22
20
18
18
27
26
25
23
23
22
33
33
32
32
27
28
20
21
21
21
21
21
17
17
17
17
17
17
15
15
15
15
15
16
15
15
15
15
14
14
15
15
15
15
15
15
16
16
15
16
16
16
18
18
17
17
16
16
22
22
22
21
19
19
28
27
26
24
24
23
34
33
32
33
27
28
23
24
24
24
25
25
19
19
18
18
18
19
16
16
16
16
16
16
16
16
16
16
16
15
16
15
15
16
16
16
17
17
17
16
17
16
20
19
18
17
17
17
24
22
23
23
20
20
29
29
27
25
25
23
36
34
33
33
28
28
24
25
25
26
26
26
20
20
20
20
20
20
18
18
18
17
17
17
17
17
17
17
16
17
17
17
17
16
17
17
18
17
18
17
17
17
21
20
20
18
18
18
25
23
24
23
22
21
29
29
29
25
25
24
37
36
35
33
29
28
27
27
27
28
27
28
22
22
21
21
21
21
19
19
19
19
19
20
18
18
18
18
18
18
17
17
17
17
17
17
19
18
18
19
18
17
21
20
20
20
20
20
25
23
25
23
22
21
31
29
29
27
26
24
39
37
36
34
30
29
29
29
29
29
30
30
23
25
25
25
25
25
20
20
20
20
20
21
19
19
19
19
19
19
18
18
19
18
18
18
20
20
20
20
19
18
22
22
21
21
20
20
26
25
25
24
23
22
31
30
29
28
27
25
39
39
36
36
31
31
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
SP-Series Tables
14
14
14
14
15
15
12
12
13
13
13
13
11
11
11
10
11
11
11
11
11
11
11
11
12
12
12
12
12
12
14
13
13
13
13
13
16
15
15
14
15
14
21
19
19
18
17
17
27
25
25
21
21
20
31
31
30
31
24
27
SP-Series Design
Top
Chord
Radius
ft
625
417
313
235
198
171
417
313
235
198
171
151
235
198
171
151
122
103
235
198
171
151
122
103
198
171
151
122
103
77
198
171
151
122
103
77
171
151
122
103
77
53
171
151
122
103
77
53
151
122
103
77
53
42
151
122
103
77
53
42
Center
Depth
in
28
28
28
28
28
28
36
36
36
36
36
36
44
44
44
44
44
44
54
54
54
54
54
54
64
64
64
64
64
64
76
76
76
76
76
76
90
90
90
90
90
90
104
104
104
104
104
104
120
120
120
120
120
120
136
136
136
136
136
136
Introduction
Span
ft
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
End
Depth
in
22
19
16
12
9
6
27
24
20
17
14
11
28
25
22
19
13
7
38
35
32
29
23
17
45
42
39
33
27
14
57
54
51
45
39
26
68
65
59
53
40
15
82
79
73
67
54
29
95
89
83
70
45
20
111
105
99
86
61
36
10 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
45
Introduction
SP-Series Tables
SP-Series Design
Span
ft
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
End
Depth
in
25
21
17
13
10
6
29
25
21
18
14
10
31
28
24
20
13
5
41
38
34
30
23
15
50
46
42
35
27
12
64
60
56
49
41
26
74
70
63
55
40
10
90
86
79
71
56
26
102
95
87
72
42
12
118
111
103
88
58
28
Center
Depth
in
32
32
32
32
32
32
40
40
40
40
40
40
50
50
50
50
50
50
60
60
60
60
60
60
72
72
72
72
72
72
86
86
86
86
86
86
100
100
100
100
100
100
116
116
116
116
116
116
132
132
132
132
132
132
148
148
148
148
148
148
Top
Chord
Radius
ft
772
491
361
285
246
209
491
361
285
246
209
181
285
246
209
181
147
122
285
246
209
181
147
122
246
209
181
147
122
93
246
209
181
147
122
93
209
181
147
122
93
64
209
181
147
122
93
64
181
147
122
93
64
50
181
147
122
93
64
50
300
350
400
450
500
550
600
650
17
17
18
18
18
18
15
15
15
16
15
16
14
14
14
14
14
15
14
14
14
14
15
14
15
15
15
15
15
16
17
17
16
16
16
16
23
24
24
23
23
23
27
27
26
26
27
26
32
31
31
29
29
29
38
38
37
35
35
33
20
20
20
20
20
20
17
17
17
17
18
17
16
16
16
16
17
17
15
15
15
15
15
15
16
16
16
16
16
16
17
17
17
17
16
17
24
24
24
23
23
23
27
27
28
28
27
26
33
32
31
31
29
30
39
39
38
35
35
34
23
24
24
24
25
25
19
20
20
20
19
20
18
18
18
18
19
18
16
16
16
16
16
16
17
17
17
16
17
17
18
17
18
18
17
18
24
24
24
24
23
23
29
29
28
28
27
26
34
34
33
31
31
30
41
40
39
37
36
34
27
28
27
26
26
27
21
21
22
22
21
22
19
19
19
20
20
19
18
18
18
18
18
18
18
18
18
17
18
18
19
18
18
19
18
18
25
25
24
24
23
23
31
29
28
28
28
27
34
34
34
31
31
30
42
41
39
37
36
34
28
29
29
29
29
30
23
23
25
25
26
26
20
20
21
21
20
21
19
19
19
19
19
19
19
19
18
18
18
18
20
19
19
20
19
19
25
25
24
24
24
23
31
30
29
29
28
27
35
34
34
31
31
30
43
42
40
37
36
35
31
32
32
32
33
32
26
25
25
27
27
27
22
22
22
22
22
23
20
20
20
20
20
20
20
20
20
20
19
19
22
21
21
21
20
20
26
25
26
25
24
24
32
31
31
29
28
27
37
35
36
32
33
31
43
44
42
37
37
37
34
34
36
36
36
36
28
28
28
28
28
28
24
24
25
25
25
26
21
21
21
21
21
21
21
21
21
21
21
21
23
22
22
22
21
21
27
27
26
25
25
25
32
32
31
30
30
28
38
36
36
33
33
33
45
44
43
38
38
37
36
37
37
37
39
38
30
29
30
30
30
30
25
25
25
25
25
27
23
23
22
23
26
23
22
22
22
21
22
21
24
23
23
23
23
21
28
28
26
26
26
26
33
33
31
31
30
29
40
38
37
34
34
33
46
45
44
40
39
37
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
46
700
750
800
39
40
40
40
41
45
33
33
33
33
33
33
27
27
29
28
27
28
24
24
24
24
26
25
25
25
24
25
24
25
26
25
25
25
24
23
29
29
28
28
27
27
34
34
31
32
31
30
40
39
37
35
34
33
51
45
44
42
39
38
44
46
46
46
46
46
34
36
36
36
36
35
29
29
29
29
29
30
26
26
26
26
26
28
25
25
25
25
25
26
29
27
26
26
25
24
29
29
28
28
28
27
36
34
32
32
31
30
40
39
39
35
34
34
51
46
44
42
40
40
48
50
50
51
50
51
37
36
36
36
36
38
31
31
30
30
31
32
28
28
27
27
27
28
26
26
26
25
26
26
29
28
28
26
26
25
29
29
30
29
28
28
36
36
34
32
31
31
41
39
40
36
34
36
51
48
46
42
42
40
9 rows
10 rows
300
350
400
450
500
550
600
650
700
750
800
50
50
50
50
50
53
37
37
37
36
39
38
32
32
32
32
32
32
30
30
30
29
29
29
29
28
28
28
27
28
30
30
30
28
28
29
33
32
32
32
30
31
38
37
37
34
34
33
42
43
42
40
37
36
53
47
48
43
41
40
54
54
54
54
55
58
40
40
40
40
40
40
34
34
33
33
35
34
32
31
31
31
31
30
30
30
30
30
29
28
31
32
33
31
29
29
35
33
33
32
32
32
38
39
37
35
34
33
44
44
42
40
38
38
53
47
48
45
41
41
58
58
58
58
58
61
42
42
42
47
46
47
36
35
36
36
37
38
33
33
32
32
32
32
33
32
32
31
31
30
34
34
33
33
32
30
37
35
34
35
32
33
40
39
38
37
35
34
44
46
44
43
39
38
54
52
48
45
43
43
25
25
26
27
26
26
21
21
21
21
21
21
20
20
21
22
21
21
21
21
21
21
21
21
22
22
22
22
21
21
24
23
23
23
24
23
28
27
27
25
26
25
31
30
30
30
29
28
36
35
35
34
34
30
41
39
41
38
36
34
29
29
29
29
29
29
22
22
22
24
22
23
21
21
22
22
21
22
21
21
21
21
21
21
22
22
22
22
22
22
25
24
24
24
24
23
28
27
27
27
26
26
32
33
31
30
29
28
36
36
36
34
34
32
43
40
41
39
37
35
32
32
32
33
31
31
26
26
28
28
28
27
22
22
22
22
22
23
22
22
21
21
21
23
23
23
23
23
23
22
25
25
25
25
24
24
29
29
28
27
27
27
33
33
32
30
31
30
36
38
36
36
34
32
45
42
42
39
37
37
36
36
36
36
36
36
28
28
28
28
28
30
24
25
25
25
25
25
23
23
22
23
22
23
24
24
23
23
23
23
26
26
25
25
24
24
30
29
28
28
27
29
33
33
33
31
31
31
39
38
38
36
34
33
46
44
43
40
39
37
39
39
39
39
39
43
30
30
30
30
30
32
25
25
25
25
27
27
24
24
24
24
25
26
25
25
24
25
24
25
27
26
26
26
26
25
30
30
29
29
28
30
35
34
34
32
31
31
39
41
38
36
35
35
46
44
43
40
39
38
46
46
46
46
46
49
33
33
33
33
33
33
28
28
28
25
28
29
25
25
25
26
26
26
26
26
26
25
26
25
29
28
28
27
27
26
31
31
30
30
29
30
35
36
34
33
32
32
40
41
39
38
36
35
47
44
43
40
39
40
50
50
50
50
50
53
34
35
35
35
35
35
30
29
29
29
29
31
28
27
27
27
27
27
27
27
26
26
27
28
29
28
28
28
28
27
32
32
31
30
30
30
36
36
34
33
34
32
41
41
40
39
37
35
49
46
43
41
40
40
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
SP-Series Tables
21
21
22
22
22
22
20
20
19
20
20
20
20
20
20
22
21
21
21
21
21
21
21
21
22
21
21
21
21
21
24
23
23
23
23
23
27
26
26
25
25
25
31
30
30
29
28
28
36
35
34
34
32
30
41
39
40
38
35
34
SP-Series Design
Top
Chord
Radius
ft
817
566
433
335
284
238
566
433
335
284
238
211
335
284
238
211
169
144
335
284
238
211
169
144
284
238
211
169
144
108
284
238
211
169
144
108
238
211
169
144
108
74
238
211
169
144
108
74
238
211
169
144
108
74
211
169
144
108
74
58
Center
Depth
in
36
36
36
36
36
36
46
46
46
46
46
46
58
58
58
58
58
58
70
70
70
70
70
70
84
84
84
84
84
84
98
98
98
98
98
98
112
112
112
112
112
112
126
126
126
126
126
126
140
140
140
140
140
140
154
154
154
154
154
154
Introduction
Span
ft
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
End
Depth
in
27
23
19
14
10
5
33
29
24
20
15
11
36
32
27
23
14
6
48
44
39
35
26
18
58
53
49
40
32
14
72
67
63
54
46
28
81
77
68
60
42
7
95
91
82
74
56
21
109
105
96
88
70
35
119
110
102
84
49
14
10 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
47
Introduction
SP-Series Tables
SP-Series Design
Span
ft
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
End
Depth
in
30
25
20
15
10
5
35
30
25
20
15
10
42
37
32
27
22
12
51
46
41
36
26
16
60
55
50
40
30
10
74
69
64
54
44
24
88
83
78
68
58
38
97
92
82
72
52
12
111
106
96
86
66
26
125
120
110
100
80
40
Center
Depth
in
40
40
40
40
40
40
50
50
50
50
50
50
62
62
62
62
62
62
76
76
76
76
76
76
90
90
90
90
90
90
104
104
104
104
104
104
118
118
118
118
118
118
132
132
132
132
132
132
146
146
146
146
146
146
160
160
160
160
160
160
Top
Chord
Radius
ft
960
641
481
385
321
276
641
481
385
321
276
242
481
385
321
276
242
194
385
321
276
242
194
163
321
276
242
194
163
123
321
276
242
194
163
123
321
276
242
194
163
123
276
242
194
163
123
85
276
242
194
163
123
85
276
242
194
163
123
85
300
350
400
450
500
550
600
650
26
26
27
26
26
26
21
22
21
22
22
21
20
20
21
21
22
21
21
21
21
21
23
22
22
22
22
22
22
23
25
25
25
24
24
24
29
28
28
27
27
26
33
32
31
30
30
28
37
36
36
36
34
32
42
42
42
39
39
37
30
30
30
31
31
31
24
26
26
26
26
26
21
21
21
21
23
22
22
22
22
22
23
23
23
22
22
23
23
23
26
25
25
25
24
24
30
29
29
28
27
27
33
33
33
32
30
30
39
38
37
36
36
33
42
44
43
41
42
37
34
34
35
34
34
34
26
28
29
29
28
28
23
23
23
23
25
25
23
23
23
23
24
24
24
23
24
24
23
23
26
26
26
25
25
25
30
29
30
29
28
28
34
34
33
32
31
32
40
39
38
37
36
35
44
44
44
41
42
37
39
39
39
42
42
42
30
30
30
32
30
32
26
26
28
26
28
27
25
24
24
26
26
26
26
25
25
24
24
26
27
27
26
26
26
27
31
31
30
30
29
29
35
35
36
33
33
32
42
39
39
38
36
35
46
47
45
42
42
41
45
44
45
45
47
48
33
32
33
35
35
35
28
28
28
28
28
28
26
28
26
26
26
28
26
26
26
26
27
27
30
29
28
28
27
27
32
32
32
31
30
30
36
35
36
35
33
32
43
40
39
38
39
36
47
47
46
44
42
41
50
50
50
49
49
49
36
36
36
36
38
38
30
29
29
30
29
32
28
28
28
28
28
29
28
27
28
27
28
28
30
29
29
29
28
28
33
32
32
32
31
31
38
37
36
35
34
34
44
41
40
38
39
37
47
49
48
45
42
42
50
50
50
50
53
53
38
38
40
39
41
42
33
32
32
32
32
32
31
30
30
30
30
29
30
29
29
30
30
31
31
31
30
29
30
30
34
34
33
32
31
31
39
37
36
35
36
35
45
43
41
40
39
37
48
50
48
47
43
43
58
58
58
58
58
58
42
41
42
42
41
42
36
35
37
37
36
38
33
33
33
33
32
34
32
32
31
31
30
31
33
33
33
32
30
30
36
35
35
35
33
33
40
40
38
37
36
36
47
44
43
41
40
39
50
52
48
47
45
43
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
48
700
750
800
62
62
62
62
64
65
47
51
51
51
51
54
38
38
38
38
38
39
35
35
35
35
35
36
34
34
34
33
33
32
35
35
34
34
33
33
38
37
36
37
35
33
42
40
40
39
38
37
48
45
46
43
42
40
54
54
50
47
46
45
65
65
65
66
65
65
51
51
51
51
51
54
41
41
41
41
41
45
36
36
36
36
36
37
36
36
35
36
35
36
37
37
36
35
35
34
39
39
39
38
38
36
43
43
41
41
40
37
49
47
46
44
43
41
54
54
52
49
47
46
70
70
70
70
70
73
51
51
51
51
51
54
42
42
46
43
46
47
39
39
39
38
38
40
38
37
37
36
35
36
38
38
38
37
36
36
41
39
40
40
39
38
43
43
43
41
41
40
51
49
47
46
45
41
54
54
53
51
49
46
9 rows
10 rows
300
350
400
450
500
550
600
650
700
750
800
62
65
65
69
65
65
52
52
52
51
51
55
43
42
42
42
42
47
41
40
40
39
39
41
39
38
38
37
37
39
39
39
39
38
39
37
43
42
42
42
41
39
47
47
45
44
43
41
53
50
48
50
47
44
59
61
55
52
53
47
66
70
70
69
70
73
52
52
52
52
52
56
49
49
48
48
48
48
41
42
42
41
41
41
41
41
41
40
39
41
41
40
41
41
40
40
45
46
44
43
42
41
48
48
45
47
44
44
56
53
49
50
47
44
63
61
59
54
53
49
69
73
73
77
73
73
56
56
56
56
56
55
50
49
49
48
48
48
44
43
44
43
42
42
44
44
44
43
43
42
43
43
43
42
42
42
47
46
44
43
44
41
51
48
47
47
45
47
56
55
54
51
49
51
63
62
60
55
54
56
31
36
33
32
32
32
26
26
29
29
28
28
24
24
25
26
25
25
25
25
25
25
26
26
27
27
26
26
27
27
30
30
29
29
28
28
33
33
32
32
32
30
37
36
36
34
35
35
40
41
40
39
37
37
49
48
45
44
42
40
35
36
36
38
37
37
29
29
29
29
31
30
27
27
29
27
28
28
26
25
27
25
27
26
27
27
27
27
28
27
30
30
30
29
29
28
35
34
33
33
32
31
37
37
37
37
35
36
41
42
40
40
39
39
51
50
47
44
42
41
39
41
45
44
43
43
32
32
32
33
34
33
29
29
29
29
29
29
28
27
27
27
29
29
28
28
28
28
29
29
31
31
30
29
30
30
35
34
34
34
33
32
39
38
37
37
36
37
42
44
41
43
39
39
51
51
48
45
46
42
44
46
46
46
49
49
36
36
36
37
37
37
31
31
30
31
32
33
29
30
30
30
29
29
30
29
29
29
29
31
32
32
32
31
31
31
36
36
35
34
34
33
40
40
38
38
37
38
44
45
43
43
41
39
53
51
49
47
46
42
48
51
51
51
54
53
39
39
40
40
40
44
34
34
33
33
36
35
32
32
31
31
32
32
33
33
32
32
31
32
35
34
33
33
33
32
37
37
37
35
36
34
42
42
39
40
37
39
45
45
45
44
42
41
54
52
49
48
47
44
52
55
55
58
58
57
42
42
42
42
47
47
37
38
37
37
37
38
34
34
34
34
34
36
35
35
35
34
33
35
36
36
36
35
33
34
40
37
39
37
37
35
45
44
41
41
38
40
48
47
46
46
44
42
58
54
51
49
48
45
55
58
58
61
61
61
52
51
52
51
51
54
40
39
39
39
39
44
37
37
37
36
38
38
37
37
37
37
37
37
38
37
37
37
36
36
42
40
41
40
39
38
45
44
43
43
41
41
50
50
47
46
46
42
59
61
53
50
48
45
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
SP-Series Tables
27
28
28
30
29
29
23
23
26
25
25
25
23
24
25
25
25
25
25
25
25
25
24
26
27
27
26
26
27
27
29
29
29
28
28
28
33
33
32
31
30
30
37
36
36
34
33
34
39
39
40
39
37
36
47
46
45
44
41
40
SP-Series Design
Top
Chord
Radius
ft
1105
715
553
435
359
313
715
553
435
359
313
272
553
435
359
313
272
219
435
359
313
272
219
184
359
313
272
219
184
139
359
313
272
219
184
139
359
313
272
219
184
139
313
272
219
184
139
96
313
272
219
184
139
96
313
272
219
184
139
96
Center
Depth
in
46
46
46
46
46
46
58
58
58
58
58
58
72
72
72
72
72
72
86
86
86
86
86
86
100
100
100
100
100
100
114
114
114
114
114
114
128
128
128
128
128
128
142
142
142
142
142
142
156
156
156
156
156
156
170
170
170
170
170
170
Introduction
Span
ft
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
End
Depth
in
35
29
24
18
12
7
41
36
30
24
19
13
50
44
38
33
27
16
58
52
47
41
30
19
66
61
55
44
33
10
80
75
69
58
47
24
94
89
83
72
61
38
103
97
86
75
52
7
117
111
100
89
66
21
131
125
114
103
80
35
10 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
49
Introduction
SP-Series Tables
SP-Series Design
Span
ft
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
End
Depth
in
38
31
25
19
13
6
43
37
31
25
18
12
51
45
39
32
26
14
59
53
46
40
28
15
73
67
60
54
42
29
81
74
68
56
43
18
95
88
82
70
57
32
109
102
96
84
71
46
116
110
98
85
60
10
130
124
112
99
74
24
Center
Depth
in
50
50
50
50
50
50
62
62
62
62
62
62
76
76
76
76
76
76
90
90
90
90
90
90
104
104
104
104
104
104
118
118
118
118
118
118
132
132
132
132
132
132
146
146
146
146
146
146
160
160
160
160
160
160
174
174
174
174
174
174
Top
Chord
Radius
ft
1251
790
601
485
407
343
790
601
485
407
343
302
601
485
407
343
302
245
485
407
343
302
245
203
485
407
343
302
245
203
407
343
302
245
203
154
407
343
302
245
203
154
407
343
302
245
203
154
343
302
245
203
154
106
343
302
245
203
154
106
300
350
400
450
500
550
600
650
31
32
33
32
32
33
26
29
26
29
29
28
24
26
24
26
26
25
25
27
25
27
27
27
28
28
27
27
28
29
31
30
30
30
29
31
34
34
33
33
32
31
38
37
37
38
36
34
42
41
40
41
38
38
49
48
47
44
44
43
35
36
38
38
38
37
29
29
31
31
31
31
27
27
29
29
29
28
26
28
28
27
27
27
28
28
28
27
28
29
31
31
30
31
30
32
35
34
34
33
32
32
41
40
39
38
37
35
42
41
43
42
39
39
51
51
47
46
45
46
44
45
44
47
47
48
33
35
35
36
35
36
31
31
31
30
32
32
29
31
28
30
30
30
29
29
29
29
28
30
32
32
31
31
31
32
36
35
35
34
34
33
41
40
40
39
38
36
45
45
43
43
40
41
52
52
49
46
45
47
48
51
50
53
54
54
37
37
39
39
38
38
34
34
33
35
33
35
32
31
31
31
31
33
31
31
31
31
31
33
33
33
32
33
32
34
37
36
36
35
35
34
43
41
40
40
39
38
45
47
44
43
41
43
54
53
50
46
48
47
52
55
55
58
57
57
41
40
41
45
45
45
39
39
38
39
37
38
35
34
34
33
33
35
35
34
34
33
34
36
36
35
35
34
34
36
40
38
38
37
36
36
45
43
41
42
40
39
46
47
46
45
43
44
54
53
51
47
49
47
56
58
61
58
58
57
47
48
47
47
47
50
40
39
39
41
41
44
37
37
37
36
38
39
37
37
37
36
36
36
38
38
38
37
37
38
42
41
40
39
39
39
47
46
44
44
43
40
48
47
48
47
45
44
57
55
52
51
50
48
59
62
65
65
65
65
52
52
52
52
51
54
43
42
42
43
42
46
40
40
40
39
41
41
40
40
40
39
40
39
39
39
40
39
38
39
42
42
42
41
40
39
48
47
46
45
45
42
51
51
49
49
47
44
62
57
53
53
51
49
66
70
71
73
73
74
52
52
52
52
52
58
49
49
49
49
48
52
43
43
43
42
47
47
42
40
41
41
40
40
42
42
41
41
41
42
45
44
43
43
42
41
50
48
49
47
45
44
53
51
50
53
48
46
62
62
55
53
53
55
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
50
700
750
800
70
73
73
74
73
74
60
60
59
59
60
62
54
53
53
53
53
56
45
48
48
44
48
51
45
44
44
44
43
43
45
44
44
43
44
47
48
46
45
44
45
44
50
50
49
50
48
46
56
54
51
53
50
50
63
63
62
54
54
55
78
83
83
83
85
86
60
60
60
59
60
66
54
54
54
53
53
57
50
51
51
50
48
53
50
46
49
46
48
48
47
47
46
45
45
47
48
49
49
47
45
45
56
55
50
54
50
51
59
57
56
54
51
52
65
64
62
61
55
55
87
89
93
91
93
97
64
64
63
63
66
66
58
58
57
57
57
57
51
51
51
50
50
54
50
50
49
49
51
50
52
51
51
50
50
49
55
52
52
50
51
50
57
55
55
56
55
51
59
59
58
57
56
54
67
66
64
62
62
56
9 rows
10 rows
300
350
400
450
500
550
600
650
700
750
800
79
79
79
78
86
86
65
64
64
67
67
66
58
58
57
57
61
60
55
55
55
55
54
58
51
51
51
51
50
54
51
51
51
51
50
53
53
52
52
52
51
50
55
54
54
53
53
51
58
58
57
56
54
52
60
59
59
59
59
55
83
83
83
83
90
90
68
68
68
71
71
70
63
62
61
61
61
65
56
56
56
55
59
61
53
53
53
52
52
56
54
53
53
52
52
55
53
53
53
52
52
51
56
56
55
55
54
53
60
59
59
56
56
54
62
64
63
60
59
58
93
94
92
92
102
102
72
72
72
76
75
75
65
66
65
65
65
68
59
59
60
59
59
62
58
58
58
58
60
59
54
54
54
53
52
55
54
54
55
54
53
57
58
57
56
55
55
53
61
60
59
59
58
56
66
64
64
61
60
58
39
39
44
44
44
43
32
32
32
34
34
34
31
31
33
33
32
32
30
32
31
33
32
32
32
31
31
33
32
32
34
33
33
32
34
35
36
36
35
35
37
37
39
38
38
38
39
39
44
44
43
41
42
40
46
47
46
46
44
43
46
46
46
49
49
49
38
38
40
39
39
39
34
36
34
35
36
35
32
32
34
34
34
34
33
33
33
33
34
34
36
35
35
34
36
36
38
37
37
37
39
37
40
40
40
40
39
41
48
45
44
42
43
42
48
49
47
46
46
44
51
51
54
54
54
54
41
41
41
46
45
45
38
38
40
40
40
39
36
35
36
38
37
37
35
35
35
34
36
37
37
36
36
36
37
38
39
39
39
38
39
40
42
41
42
41
40
42
48
46
45
44
45
43
49
51
48
49
48
47
55
55
58
58
58
58
48
48
47
47
51
50
42
41
42
41
46
45
39
39
39
42
41
40
39
39
38
40
39
41
39
38
38
37
39
39
41
40
41
39
39
40
44
43
43
43
42
43
48
47
47
47
46
45
52
51
51
49
48
47
63
62
62
65
65
65
52
52
52
52
55
55
49
49
49
47
52
51
42
43
42
48
47
46
41
41
40
40
42
41
41
40
40
40
42
41
42
42
41
41
40
42
45
44
44
44
43
45
51
50
48
47
46
45
53
51
51
51
50
49
66
66
66
69
69
68
56
56
56
56
59
59
49
49
49
53
53
56
48
45
48
48
51
51
44
43
43
43
43
42
44
43
43
43
42
47
45
44
44
44
43
48
47
47
46
44
46
46
51
50
51
49
48
46
56
55
52
51
51
49
73
74
74
74
73
73
60
60
60
60
63
62
55
54
54
53
53
57
51
51
50
50
54
52
49
49
49
49
48
52
47
46
46
46
48
51
49
48
47
45
46
50
50
50
48
47
47
46
54
53
51
51
50
48
59
57
57
53
56
53
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
SP-Series Tables
34
34
34
35
35
36
30
29
31
31
31
30
28
30
28
30
30
29
28
30
30
30
30
31
30
31
31
31
31
32
32
32
32
32
32
32
35
35
34
35
33
36
39
38
37
37
39
39
42
42
41
40
40
40
46
46
46
44
43
42
SP-Series Design
Top
Chord
Radius
ft
1297
865
673
535
444
380
865
673
535
444
380
332
673
535
444
380
332
266
535
444
380
332
266
225
535
444
380
332
266
225
444
380
332
266
225
170
444
380
332
266
225
170
444
380
332
266
225
170
444
380
332
266
225
170
444
380
332
266
225
170
Center
Depth
in
56
56
56
56
56
56
68
68
68
68
68
68
80
80
80
80
80
80
92
92
92
92
92
92
104
104
104
104
104
104
116
116
116
116
116
116
128
128
128
128
128
128
140
140
140
140
140
140
152
152
152
152
152
152
164
164
164
164
164
164
Introduction
Span
ft
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
End
Depth
in
42
35
29
22
15
8
47
41
34
27
20
13
53
46
39
32
25
11
58
51
44
37
23
10
70
63
56
49
35
22
75
68
61
47
34
6
87
80
73
59
46
18
99
92
85
71
58
30
111
104
97
83
70
42
123
116
109
95
82
54
10 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
51
SP-Series Tables
SP-Series Design
Introduction
Span
End
Depth
Center
Depth
Top
Chord
Radius
300
350
400
450
500
550
600
650
700
750
800
ft
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
in
45.0
37.5
30.0
22.5
15.0
7.5
49.5
42.0
34.5
27.0
19.5
12.0
54.0
46.5
39.0
31.5
24.0
9.0
58.5
51.0
43.5
36.0
21.0
6.0
70.5
63.0
55.5
48.0
33.0
18.0
82.5
75.0
67.5
60.0
45.0
30.0
87.0
79.5
72.0
57.0
42.0
12.0
99.0
91.5
84.0
69.0
54.0
24.0
111.0
103.5
96.0
81.0
66.0
36.0
123.0
115.5
108.0
93.0
78.0
48.0
in
60
60
60
60
60
60
72
72
72
72
72
72
84
84
84
84
84
84
96
96
96
96
96
96
108
108
108
108
108
108
120
120
120
120
120
120
132
132
132
132
132
132
144
144
144
144
144
144
156
156
156
156
156
156
168
168
168
168
168
168
ft
1441
983
721
585
482
418
983
721
585
482
418
363
721
585
482
418
363
291
585
482
418
363
291
244
585
482
418
363
291
244
585
482
418
363
291
244
482
418
363
291
244
185
482
418
363
291
244
185
482
418
363
291
244
185
482
418
363
291
244
185
plf
38
38
38
38
38
42
33
33
32
34
34
34
30
30
32
32
31
31
32
32
32
33
33
32
32
32
34
34
33
34
34
34
36
35
35
36
37
36
38
38
37
37
40
41
40
42
39
40
43
43
42
43
43
44
46
48
47
45
44
44
plf
47
47
46
49
49
49
37
37
39
38
38
38
36
34
36
36
36
36
33
35
33
35
35
36
34
36
34
35
35
34
35
36
36
35
37
37
39
39
38
39
37
39
43
42
41
42
40
41
45
44
43
43
44
44
48
50
48
46
46
47
plf
51
51
54
54
54
54
41
41
46
46
45
49
38
40
40
40
39
43
37
39
39
38
38
43
37
37
36
38
38
39
38
38
37
37
37
38
40
40
39
39
39
42
44
43
43
43
43
43
46
47
46
45
45
45
50
50
50
49
49
47
plf
59
59
59
58
58
58
48
48
51
51
51
50
43
42
48
48
47
52
40
41
39
42
41
44
40
40
42
41
39
41
40
40
40
39
41
40
44
41
41
42
39
42
47
47
44
44
43
43
49
48
48
46
47
45
51
50
51
50
49
49
plf
63
63
63
65
65
65
53
52
52
56
55
55
49
49
49
52
52
52
43
43
43
48
50
49
43
42
42
42
48
47
42
43
43
42
42
44
44
43
43
43
42
43
47
47
46
46
45
45
49
48
48
48
47
48
62
53
52
50
49
49
plf
71
71
74
74
74
74
57
56
60
59
59
59
54
54
54
53
57
56
49
49
48
48
50
51
46
46
45
45
48
51
47
47
46
46
45
50
47
47
46
46
45
49
50
49
48
47
47
51
51
50
51
49
49
52
62
54
53
52
50
54
plf
76
76
75
76
82
82
61
61
60
64
64
66
55
55
58
57
58
60
51
51
51
50
50
53
51
51
51
50
50
53
51
51
51
51
51
52
50
50
49
48
52
53
52
52
52
49
53
53
54
54
54
53
52
52
62
61
60
55
59
54
plf
83
83
83
86
85
86
65
65
71
71
70
70
59
59
58
62
58
64
56
55
56
55
62
61
53
53
53
52
52
56
54
53
53
53
52
52
53
53
52
53
52
53
57
57
56
55
54
53
58
57
56
57
55
55
62
62
62
61
59
56
plf
94
94
91
93
101
102
72
72
71
76
75
75
63
63
66
69
69
67
59
60
59
59
63
64
59
59
58
58
57
63
56
55
55
55
54
54
55
55
54
54
54
53
58
57
56
57
55
54
61
60
59
58
56
56
64
63
64
62
59
57
plf
100
100
102
102
101
102
76
81
80
80
79
86
66
66
66
73
69
72
60
60
60
60
66
65
62
61
61
61
61
64
57
56
57
57
56
57
57
57
57
56
55
60
60
59
59
58
57
60
62
61
61
58
59
57
65
66
66
62
61
61
plf
101
100
111
110
109
109
80
81
80
80
85
87
73
73
73
73
77
76
67
67
67
71
71
73
63
63
62
62
61
64
64
64
64
64
63
63
63
62
61
61
61
60
62
62
63
61
62
60
64
63
61
62
60
62
69
69
68
64
62
62
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
52
9 rows
10 rows
300
350
400
450
500
550
600
650
700
750
800
89
94
93
102
102
102
78
81
81
80
87
87
70
70
74
70
76
76
65
67
68
68
72
70
63
63
62
62
61
66
65
65
64
64
64
63
63
60
62
61
60
64
63
64
62
60
62
63
64
63
64
63
62
66
72
71
67
64
64
65
97
101
111
111
110
110
81
81
81
80
87
87
74
74
79
79
78
77
69
68
68
68
72
71
67
64
65
71
70
68
66
65
64
65
64
71
68
68
67
66
67
71
68
67
66
65
64
63
69
68
67
67
66
67
73
71
72
69
67
68
108
113
113
112
114
122
86
86
86
94
94
103
77
82
82
82
81
88
76
75
74
74
75
78
71
71
70
72
74
73
69
69
68
68
73
72
69
69
68
70
69
72
69
68
67
66
65
72
71
70
69
67
67
72
77
76
73
71
70
71
45
47
47
50
49
50
39
40
40
45
44
44
39
41
38
40
40
43
37
38
37
39
39
38
37
36
38
37
37
38
39
38
38
40
39
39
41
40
42
40
41
46
45
44
44
45
44
44
48
48
48
46
45
49
54
53
51
50
50
51
53
56
55
58
58
58
48
48
52
51
51
51
48
41
47
46
46
52
41
41
43
40
42
42
40
40
44
43
42
46
41
41
40
43
42
47
43
43
42
41
43
46
46
45
46
45
45
46
49
49
48
46
47
49
55
54
52
51
50
53
60
59
63
62
62
66
53
53
57
56
56
55
50
49
49
53
52
52
44
45
44
49
49
50
44
43
50
44
49
48
45
44
43
44
45
49
45
45
45
44
45
48
48
47
47
47
45
51
51
50
50
49
49
52
56
55
53
53
51
53
64
66
66
66
66
70
58
57
60
60
60
59
54
54
54
58
57
60
50
50
49
49
54
52
47
47
50
49
53
52
48
47
47
47
52
51
49
47
48
47
47
54
50
50
50
49
48
54
53
53
53
50
50
52
59
58
54
55
53
56
71
74
75
74
74
74
62
65
65
65
67
67
58
58
58
61
61
60
57
56
56
56
55
59
52
52
52
51
53
54
52
53
52
52
53
51
54
50
53
53
53
54
54
55
53
53
52
54
59
59
55
55
54
55
65
65
57
60
58
56
76
79
79
87
86
85
65
69
69
68
67
67
59
58
63
62
62
64
57
57
60
60
60
62
54
55
54
54
53
57
55
54
54
54
53
53
56
56
55
54
53
57
58
57
56
57
56
54
61
60
59
57
55
55
66
65
64
62
60
60
80
84
84
91
91
90
72
72
77
76
75
75
66
66
66
70
69
72
61
61
61
60
65
64
62
60
62
61
61
64
57
57
56
57
56
62
57
57
57
56
57
61
60
60
59
58
57
56
62
61
60
61
59
60
67
68
66
64
61
62
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
SP-Series Tables
43
40
45
44
44
48
36
38
38
38
37
38
33
35
33
34
34
36
33
35
32
34
34
34
34
36
37
36
35
35
36
38
38
36
39
38
41
39
40
40
41
40
43
42
42
42
44
42
45
45
46
46
44
46
54
52
50
49
50
49
SP-Series Design
Top
Chord
Radius
ft
1585
1057
794
620
519
447
1057
794
620
519
447
393
794
620
519
447
393
316
794
620
519
447
393
316
620
519
447
393
316
265
620
519
447
393
316
265
519
447
393
316
265
200
519
447
393
316
265
200
519
447
393
316
265
200
519
447
393
316
265
200
Center
Depth
in
66
66
66
66
66
66
78
78
78
78
78
78
90
90
90
90
90
90
102
102
102
102
102
102
114
114
114
114
114
114
126
126
126
126
126
126
138
138
138
138
138
138
150
150
150
150
150
150
162
162
162
162
162
162
174
174
174
174
174
174
Introduction
Span
ft
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
End
Depth
in
50
42
34
25
17
9
54
46
37
29
21
13
58
49
41
33
25
9
70
61
53
45
37
21
73
65
57
49
33
17
85
77
69
61
45
29
89
81
73
57
41
8
101
93
85
69
53
20
113
105
97
81
65
32
125
117
109
93
77
44
10 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
53
Introduction
SP-Series Tables
SP-Series Design
Span
ft
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
End
Depth
in
53
44
35
26
18
9
56
47
38
30
21
12
68
59
50
42
33
24
71
62
54
45
36
19
74
66
57
48
31
13
86
78
69
60
43
25
98
90
81
72
55
37
102
93
84
67
49
14
114
105
96
79
61
26
126
117
108
91
73
38
Center
Depth
in
70
70
70
70
70
70
82
82
82
82
82
82
94
94
94
94
94
94
106
106
106
106
106
106
118
118
118
118
118
118
130
130
130
130
130
130
142
142
142
142
142
142
154
154
154
154
154
154
166
166
166
166
166
166
178
178
178
178
178
178
Top
Chord
Radius
ft
1730
1132
841
670
568
485
1132
841
670
568
485
423
1132
841
670
568
485
423
841
670
568
485
423
342
670
568
485
423
342
284
670
568
485
423
342
284
670
568
485
423
342
284
568
485
423
342
284
216
568
485
423
342
284
216
568
485
423
342
284
216
300
350
400
450
500
550
600
650
45
47
46
50
50
50
39
38
41
41
40
44
36
39
38
38
37
37
36
38
35
37
37
36
36
36
39
36
37
36
39
38
41
41
40
38
42
42
43
44
43
42
45
47
44
44
45
44
49
48
49
47
49
53
54
52
52
52
50
54
53
52
55
55
55
58
48
48
52
51
51
51
41
43
42
47
46
46
41
44
44
43
42
41
41
40
43
44
47
46
42
41
44
44
44
43
44
44
43
46
45
45
48
47
46
47
48
45
50
50
49
48
49
54
56
54
54
52
53
54
57
59
59
59
58
66
53
53
57
56
56
56
50
48
48
53
53
52
46
44
50
49
49
52
46
50
44
50
49
48
45
47
44
44
46
49
46
47
47
46
47
47
48
48
47
47
49
50
51
51
50
49
49
54
57
54
55
54
53
59
64
67
67
66
66
70
58
57
60
60
60
59
55
55
54
59
58
57
50
50
50
54
53
52
47
50
50
54
53
54
48
48
48
53
51
54
49
50
49
49
53
53
51
51
50
50
54
56
54
53
52
52
55
57
60
58
57
56
55
60
71
74
75
75
74
74
62
66
61
65
67
67
59
59
59
62
62
61
57
57
61
56
60
59
52
52
52
57
56
54
53
53
52
55
52
55
55
54
55
55
53
57
54
55
54
55
54
56
57
60
59
58
56
57
64
62
65
61
59
64
76
80
87
86
86
85
69
73
73
72
71
75
63
64
63
67
66
65
60
61
61
65
64
62
59
59
59
58
63
65
56
55
54
57
54
58
57
57
56
56
55
59
58
59
58
56
61
58
62
62
61
60
58
57
67
66
65
63
61
65
88
93
102
103
102
102
72
78
77
76
76
75
66
66
71
71
70
69
62
61
61
66
65
66
62
62
63
62
66
65
59
58
57
57
64
63
60
59
58
58
62
61
61
60
59
59
62
65
64
63
62
60
63
65
69
68
66
67
64
65
96
101
103
103
102
102
80
81
81
88
88
87
74
73
80
73
77
77
68
68
71
68
72
71
64
64
63
71
70
68
66
65
65
65
68
68
64
64
64
64
62
62
64
65
62
63
62
65
66
67
67
65
63
68
72
72
71
69
69
70
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
54
700
750
800
97
101
111
111
110
110
85
85
86
94
92
92
75
74
80
80
79
78
70
70
71
77
76
75
71
71
70
73
74
73
67
66
69
68
68
71
70
69
69
68
70
70
68
67
67
66
72
70
70
70
69
67
68
73
74
73
73
72
69
70
108
113
113
123
122
122
94
94
104
105
104
103
83
83
82
82
90
89
77
76
76
79
80
79
72
74
73
73
78
76
70
70
70
69
73
71
73
72
73
72
70
70
73
75
72
74
72
75
72
74
73
72
70
77
79
79
78
75
74
75
117
124
124
133
133
132
102
113
113
112
112
111
88
87
87
87
95
95
78
77
80
79
80
87
78
78
77
77
83
81
77
75
76
76
75
80
74
74
73
74
74
77
76
75
75
74
75
79
79
79
78
76
78
77
83
79
78
79
77
75
9 rows
10 rows
300
350
400
450
500
550
600
650
700
750
800
114
114
113
123
122
122
95
94
105
105
103
103
83
83
92
82
91
89
84
80
84
83
91
90
77
77
77
83
76
81
76
76
75
82
80
77
76
75
74
74
75
79
74
73
72
73
77
78
75
76
75
74
76
78
78
77
76
76
79
80
124
124
124
123
123
122
103
115
113
113
112
123
96
96
107
106
105
105
84
84
84
93
92
90
79
78
85
86
81
88
80
80
79
83
83
82
78
78
77
77
76
81
80
78
78
78
78
84
77
76
75
76
76
79
80
79
78
79
79
82
124
124
124
124
133
133
115
115
114
114
124
123
103
103
115
114
114
113
90
90
91
107
107
106
86
86
86
86
85
93
81
81
84
83
83
90
79
78
83
82
81
85
81
81
80
79
85
84
83
83
82
81
80
79
83
82
81
79
82
83
57
56
56
59
59
58
54
53
57
56
56
56
49
48
52
51
51
51
44
44
49
49
48
53
44
47
43
43
49
47
44
47
46
46
49
47
46
49
48
48
52
49
47
49
47
49
53
51
47
48
47
50
49
53
50
52
49
51
56
53
61
60
64
64
66
66
55
57
61
60
60
60
55
55
58
59
58
57
51
56
51
55
54
53
51
52
51
50
54
53
54
48
51
55
57
55
51
49
49
54
53
56
51
50
55
54
54
58
51
50
57
50
55
56
54
53
52
52
58
60
68
69
72
72
74
74
62
66
61
65
67
67
59
59
58
62
62
61
57
61
60
61
60
62
53
53
53
58
58
56
54
53
59
55
57
55
55
54
58
55
57
56
55
56
55
54
60
58
56
55
57
57
55
60
57
60
59
59
58
62
75
75
75
79
79
86
69
66
73
72
75
75
63
67
63
70
69
68
61
65
60
65
64
62
59
61
59
61
66
64
56
56
61
55
59
66
56
56
58
55
60
59
59
58
57
56
61
61
60
59
58
58
57
61
63
61
60
59
64
62
84
84
88
87
87
86
73
72
77
76
76
84
66
67
71
70
70
73
65
69
72
71
71
70
63
62
62
67
67
65
64
64
63
69
68
66
60
59
61
66
60
64
62
61
62
61
61
66
62
62
61
60
60
61
63
62
62
61
64
69
93
93
104
103
103
103
81
81
89
89
88
87
75
80
80
79
77
77
69
69
73
73
75
74
70
70
75
74
74
72
65
65
73
71
71
69
67
67
66
70
70
71
70
69
68
68
67
72
67
67
65
66
64
69
67
68
65
68
64
71
101
101
112
111
111
110
86
86
94
94
103
103
82
82
82
82
89
88
76
76
82
80
80
79
71
73
77
79
76
76
72
72
75
71
75
77
71
70
73
70
74
72
70
71
72
71
76
75
73
72
71
70
73
77
70
69
70
68
75
73
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
SP-Series Tables
48
48
47
51
50
50
42
48
42
47
49
49
40
42
39
41
41
44
40
39
42
41
40
39
40
40
42
42
41
45
43
40
43
42
43
41
42
41
44
44
43
43
44
45
47
46
47
45
46
45
44
47
48
48
49
47
46
50
51
53
SP-Series Design
Top
Chord
Radius
ft
1777
1207
914
720
605
514
1207
914
720
605
514
453
1207
914
720
605
514
453
914
720
605
514
453
363
914
720
605
514
453
363
720
605
514
453
363
306
720
605
514
453
363
306
720
605
514
453
363
306
720
605
514
453
363
306
605
514
453
363
306
231
Center
Depth
in
76
76
76
76
76
76
86
86
86
86
86
86
96
96
96
96
96
96
106
106
106
106
106
106
116
116
116
116
116
116
126
126
126
126
126
126
136
136
136
136
136
136
146
146
146
146
146
146
156
156
156
156
156
156
166
166
166
166
166
166
Introduction
Span
ft
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
End
Depth
in
57
48
39
29
20
10
58
49
39
30
20
11
68
59
49
40
30
21
69
59
50
40
31
12
79
69
60
50
41
22
79
70
60
51
32
14
89
80
70
61
42
24
99
90
80
71
52
34
109
100
90
81
62
44
110
100
91
72
54
16
10 rows
Bearing
line have
have aa seat
seat depth
depth as
indicated
in the
chart
below
Bearing Seat
Seat Depth
indicated
in the
chart
below
Minimum 5"
7½"
10"
Maximum 12½"
55
Introduction
Scissor Joist (SPSC) Tables
The following weight tables are representative of SP-Series design or constructability by NMBS. The SP-Series Scissor
joist designs for Scissor Joists with parameters shown in the joists in the following tables are designed assuming pinneddiagram below. The maximum allowable Live Load deflection roller supports. If this design results in a predicted approximate
is L/240 for a Live Load equal to 75 percent of the Total Load horizontal deflection, бx, greater than two inches at the roller
listed in the table. The tables also give bridging requirements support,
the approximate
weight(SPSC)
is flagged with
the notation,
SCISSOR
JOIST
TABLES
per Section 904.5(d), the required seat depth for the given бx>2. The specifying professional should do further investigation
The following weight tables are representative of SP-Series joist designs for Scissor Joists with parameters shown in the
profile,
as well as the estimated self-weight in pounds per into the actual horizontal deflection and consider alternatives
diagram below. The maximum allowable deflection for the joist is L/240 for a Live Load equal to 75 percent of the Total
linear
foot.
catalog
twoalso
design
examplesrequirements
for as explained
in HORIZONTAL
page
Load listedThis
in the
table. provides
The tables
give bridging
per Section
904.5(d), the REACTIONS
required seaton
depth
for 14.
the
reference
and
clarification
on
design
issues.
The
following
For
further
information,
please
contact
your
nearest
NMBS
given profile, as well as the estimated pounds per linear foot. This catalog provides two complete design examples for
reference
and representative
clarification onofdesign
issues.
The following
are not or
representative
of any limits or constraints on
tables
are not
any limits
or constraints
on tables
representative
visit www.newmill.com.
design or constructability per NMBS. For further information, please contact your nearest NMBS representative or visit
www.newmill.com.
SP-Series Design
SP-Series Tables
SCISSOR JOIST (SPSC)
56
52
300
350
400
450
500
550
600
650
700
750
800
7
7
7
7
9
10
7
7
7
7
7
8
7
7
7
7
7
10
7
7
7
7
7
9
7
7
7
7
8
8
7
7
7
7
7
8
7
7
7
7
7
9
8
8
8
8
9
11
8
8
8
8
9
12
8
8
8
9
10
13
7
7
7
7
9
10
7
7
7
7
7
8
7
7
7
7
7
10
7
7
7
7
7
9
7
7
7
7
8
9
7
7
7
7
7
9
7
7
7
7
7
9
8
8
8
8
9
12
8
8
8
9
9
12
8
8
9
9
10
13
7
7
7
7
9
10
7
7
7
7
8
8
7
7
7
7
7
10
7
7
7
7
8
10
7
7
7
7
8
9
7
7
7
7
7
9
7
7
7
7
8
10
8
8
8
8
10
12
9
9
9
9
10
12
9
9
9
9
10
14
7
7
7
7
8
10
7
7
7
7
7
8
7
7
7
7
7
9
7
7
7
7
7
8
7
7
7
7
8
8
7
7
7
7
7
8
7
7
7
7
7
8
7
7
6
7
7
8
7
7
7
7
7
9
7
7
7
7
8
10
7
7
7
7
8
10
7
7
7
7
7
8
7
7
7
7
7
9
7
7
7
7
7
8
7
7
7
7
8
8
7
7
7
7
7
8
7
7
7
7
7
8
7
7
7
7
7
8
7
7
7
7
7
9
7
7
7
7
8
10
7
7
7
7
8
10
7
7
7
7
7
8
7
7
7
7
7
9
7
7
7
7
7
8
7
7
7
7
8
8
7
7
7
7
7
8
7
7
7
7
7
8
7
7
7
7
7
9
7
7
7
7
7
9
7
7
7
7
8
10
7
7
7
7
8
10
7
7
7
7
7
8
7
7
7
7
7
9
7
7
7
7
7
8
7
7
7
7
8
8
7
7
7
7
7
8
7
7
7
7
7
8
7
7
7
7
7
9
7
7
7
7
8
10
7
7
7
7
8
11
7
7
7
7
8
10
7
7
7
7
7
8
7
7
7
7
7
9
7
7
7
7
7
8
7
7
7
7
8
8
7
7
7
7
7
8
7
7
7
7
7
8
7
7
7
7
8
10
7
7
7
7
8
10
7
7
7
8
9
11
7
7
7
7
8
10
7
7
7
7
7
8
7
7
7
7
7
9
7
7
7
7
7
8
7
7
7
7
8
8
7
7
7
7
7
8
7
7
7
7
7
8
7
7
7
7
8
10
7
7
8
8
8
11
8
8
8
8
9
12
7
7
7
7
8
10
7
7
7
7
7
8
7
7
7
7
7
9
7
7
7
7
7
9
7
7
7
7
8
8
7
7
7
7
7
8
7
7
7
7
7
9
7
7
7
8
8
11
8
8
8
8
8
11
8
8
8
8
9
12
7
7
7
7
8
10
7
7
7
7
7
8
7
7
7
7
7
10
7
7
7
7
7
9
7
7
7
7
8
8
7
7
7
7
7
8
7
7
7
7
7
9
8
8
8
8
9
11
8
8
8
8
9
12
8
8
8
8
10
13
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
SP-Series Tables
Shape
Depth
in
13
14
15
18
25
41
17
18
19
22
29
46
21
22
23
26
34
50
25
26
27
30
38
55
29
30
31
34
42
59
33
34
35
38
46
64
37
38
39
42
50
68
41
42
43
46
54
72
45
46
47
50
58
77
49
50
51
54
62
81
SP-Series Design
Top
Chord
Pitch
in/ft
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
Ridge
Depth
in
10.0
10.0
10.0
10.1
10.3
11.2
14.0
14.0
14.0
14.1
14.4
15.7
18.0
18.0
18.1
18.1
18.6
20.1
22.0
22.0
22.1
22.2
22.7
24.6
26.0
26.1
26.1
26.2
26.8
29.1
30.0
30.1
30.1
30.2
30.9
33.5
34.0
34.1
34.1
34.3
35.0
38.0
38.0
38.1
38.1
38.3
39.2
42.5
42.0
42.1
42.1
42.3
43.3
47.0
46.0
46.1
46.2
46.4
47.4
51.4
Introduction
Span
ft
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
Chord
Depth
in
10
10
10
10
10
10
14
14
14
14
14
14
18
18
18
18
18
18
22
22
22
22
22
22
26
26
26
26
26
26
30
30
30
30
30
30
34
34
34
34
34
34
38
38
38
38
38
38
42
42
42
42
42
42
46
46
46
46
46
46
10 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
'бxx>2' have a horizontal slip greater than 2". (Reference page 10)
14)
Horizontal Deflection
Deflection –- Joist designs marked with the note '
57
Introduction
SP-Series Tables
SP-Series Design
Span
ft
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
Chord
Depth
in
10
10
10
10
10
10
14
14
14
14
14
14
18
18
18
18
18
18
22
22
22
22
22
22
26
26
26
26
26
26
30
30
30
30
30
30
34
34
34
34
34
34
38
38
38
38
38
38
42
42
42
42
42
42
46
46
46
46
46
46
Ridge
Depth
in
10.0
10.0
10.0
10.1
10.3
11.2
14.0
14.0
14.0
14.1
14.4
15.7
18.0
18.0
18.1
18.1
18.6
20.1
22.0
22.0
22.1
22.2
22.7
24.6
26.0
26.1
26.1
26.2
26.8
29.1
30.0
30.1
30.1
30.2
30.9
33.5
34.0
34.1
34.1
34.3
35.0
38.0
38.0
38.1
38.1
38.3
39.2
42.5
42.0
42.1
42.1
42.3
43.3
47.0
46.0
46.1
46.2
46.4
47.4
51.4
Top
Chord
Pitch
in/ft
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
Shape
Depth
in
15
18
20
25
40
71
19
22
24
29
44
76
23
26
28
33
49
80
27
30
32
37
53
85
31
34
36
41
57
89
35
38
40
45
61
94
39
42
44
49
65
98
43
46
48
53
69
102
47
50
52
57
73
107
51
54
56
61
77
111
300
350
400
450
500
550
600
650
700
750
800
19
19
19
19
20
21
11
11
11
11
11
14
10
10
10
10
10
11
9
9
9
10
11
13
9
9
10
10
10
12
10
10
10
10
11
14
10
10
11
11
11
15
11
11
12
12
13
16
12
12
12
12
13
15
12
12
12
12
13
18
19
19
20
20
20
23
12
12
12
12
13
14
10
10
10
10
11
13
10
10
10
10
11
13
10
9
10
10
11
13
10
10
10
11
12
14
11
11
11
12
12
15
12
12
12
12
13
17
12
13
13
12
13
16
12
13
13
14
15
18
20
20
20
21
21
25
13
13
13
13
13
15
11
11
11
11
11
13
10
10
11
11
12
13
10
10
10
11
11
13
11
11
11
11
12
15
11
11
12
12
13
16
12
12
12
12
13
17
12
13
13
12
13
18
13
14
14
14
15
18
7
7
7
8
8
9
7
7
7
7
7
8
7
7
7
7
7
7
7
7
7
7
8
8
7
7
7
7
7
8
7
7
7
7
7
9
7
7
7
7
8
10
7
7
7
8
8
11
8
8
8
8
8
11
8
8
8
9
9
12
8
8
8
9
10
10
7
7
7
7
7
8
7
7
7
7
7
8
7
7
7
7
8
9
7
7
7
7
7
9
7
7
7
7
7
10
7
7
7
8
8
10
7
8
8
8
9
11
8
8
8
9
9
11
9
9
9
9
9
13
10
10
10
10
11
12
7
7
7
7
7
9
7
7
7
7
7
8
7
7
7
7
8
9
7
7
7
7
8
9
7
7
7
7
8
10
7
8
8
8
8
11
8
8
8
8
9
12
9
9
9
9
9
12
9
9
9
9
10
13
11
11
11
12
12
14
7
7
7
7
8
10
7
7
7
7
8
9
7
7
7
7
8
10
7
7
7
7
8
9
7
7
7
7
8
11
8
8
8
8
9
11
8
9
9
9
9
12
9
9
9
9
10
13
9
9
9
10
11
14
12
12
12
13
13
15
8
8
8
8
9
10
7
7
7
7
8
9
7
7
7
7
8
10
8
8
8
8
8
10
8
8
8
8
8
11
8
8
8
8
9
12
9
9
9
9
10
13
9
9
9
10
11
14
10
10
10
11
11
14
13
14
14
14
15
16
9
9
9
9
10
11
8
8
8
8
8
10
8
8
8
8
9
10
8
8
8
8
9
10
8
8
8
8
9
12
9
9
9
9
9
12
9
9
9
10
10
14
9
10
10
10
11
14
10
11
11
11
12
15
15
15
15
15
16
18
10
10
10
10
10
12
8
9
9
9
9
10
8
8
8
8
10
11
8
8
9
9
9
11
9
9
9
9
10
12
9
9
9
9
10
13
10
10
10
10
11
15
10
10
11
11
12
15
11
11
11
12
12
16
16
16
16
17
19
21
10
10
10
10
11
13
9
9
9
9
9
11
8
9
9
9
10
12
9
9
9
9
9
12
9
9
9
9
10
13
9
10
10
10
11
13
10
10
10
10
11
15
11
11
11
11
12
15
11
11
12
12
13
17
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
14)
58
10 rows
300
350
400
450
500
550
600
650
700
750
800
21
21
21
21
22
27
16
16
16
16
17
18
14
14
14
15
15
17
14
14
14
14
16
18
15
15
15
15
16
20
15
15
15
16
17
21
17
17
17
17
20
24
18
18
19
20
21
27
19
19
19
19
22
27
20
19
19
20
24
29
22
22
23
23
25
29
16
16
17
17
18
20
15
15
16
16
17
18
15
15
16
16
17
20
16
16
17
17
16
20
15
16
16
17
18
21
17
17
18
18
20
25
19
19
21
21
21
29
19
19
19
20
22
27
22
21
21
22
25
31
24
24
24
25
26
30
18
18
18
18
19
22
16
16
16
17
17
19
16
16
16
17
18
21
17
17
17
17
18
21
17
17
17
17
20
23
19
19
19
20
21
27
21
21
21
21
23
29
19
20
20
22
24
29
23
23
23
23
26
31
9
9
9
9
9
11
7
7
7
8
8
9
7
7
7
8
8
9
8
8
8
8
9
11
8
9
9
9
9
12
9
9
9
10
10
14
10
10
10
11
12
17
11
11
11
12
13
20
13
13
14
14
16
21
15
14
15
15
20
21
10
10
10
10
11
13
8
8
8
9
9
10
8
8
8
8
9
10
8
8
8
8
10
11
9
9
9
9
10
12
10
10
10
10
11
14
11
11
11
12
12
17
12
12
13
13
14
21
14
14
14
14
16
21
15
14
15
15
20
21
12
12
12
12
13
15
9
9
9
9
10
12
9
9
9
9
10
11
9
9
9
9
10
12
10
10
10
10
11
13
10
11
11
11
12
15
12
12
12
12
13
17
13
13
14
14
15
21
15
15
15
15
17
21
16
15
15
16
20
22
13
13
13
13
14
17
10
10
10
11
11
13
10
10
10
10
11
12
10
10
10
10
11
14
11
11
11
12
12
14
11
11
11
12
13
15
12
13
13
13
14
17
14
14
14
15
17
21
15
15
17
16
18
21
17
16
16
16
20
27
15
15
15
15
16
19
11
11
12
12
12
14
11
11
11
11
12
13
11
11
11
11
12
14
12
12
12
12
13
16
12
12
12
13
13
17
13
13
13
14
16
20
14
15
15
15
17
21
16
16
17
17
19
22
17
17
17
17
20
27
16
16
16
17
18
21
13
13
13
13
13
15
12
12
12
12
12
14
11
12
12
12
13
16
12
12
13
13
13
16
12
13
13
13
15
17
14
14
14
14
16
21
16
16
16
17
17
23
16
16
17
18
19
24
19
17
19
19
21
27
18
19
19
19
19
23
14
14
14
14
14
16
13
13
13
13
13
15
13
13
13
12
14
16
13
13
13
13
14
17
14
14
14
14
16
18
15
15
15
16
16
21
17
17
17
17
20
25
18
18
19
19
20
25
20
19
19
19
22
27
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
20
20
20
20
21
24
14
14
14
15
16
18
13
13
13
13
15
16
13
14
14
14
15
18
14
14
15
15
16
18
15
15
15
15
17
20
16
16
17
17
18
22
17
17
17
18
20
27
19
19
19
19
21
27
20
19
19
19
24
27
9 rows
SP-Series Tables
Shape
Depth
in
24
27
31
39
61
108
30
33
37
45
68
115
36
39
43
51
74
121
42
45
49
57
80
128
48
51
55
63
86
135
54
57
61
69
92
141
60
63
67
75
99
148
66
69
73
81
105
155
72
75
79
87
111
162
78
81
85
93
117
168
SP-Series Design
Top
Chord
Pitch
in/ft
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
Ridge
Depth
in
16.0
16.0
16.1
16.1
16.5
17.9
22.0
22.0
22.1
22.2
22.7
24.6
28.0
28.1
28.1
28.2
28.9
31.3
34.0
34.1
34.1
34.3
35.0
38.0
40.0
40.1
40.1
40.3
41.2
44.7
46.0
46.1
46.2
46.4
47.4
51.4
52.0
52.1
52.2
52.4
53.6
58.1
58.1
58.1
58.2
58.5
59.8
64.8
64.1
64.1
64.2
64.5
66.0
71.6
70.1
70.1
70.2
70.5
72.2
78.3
Introduction
Span
ft
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
Chord
Depth
in
16
16
16
16
16
16
22
22
22
22
22
22
28
28
28
28
28
28
34
34
34
34
34
34
40
40
40
40
40
40
46
46
46
46
46
46
52
52
52
52
52
52
58
58
58
58
58
58
64
64
64
64
64
64
70
70
70
70
70
70
10 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
14)
59
Introduction
SP-Series Tables
SP-Series Design
Span
ft
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
Chord
Depth
in
20
20
20
20
20
20
28
28
28
28
28
28
36
36
36
36
36
36
44
44
44
44
44
44
52
52
52
52
52
52
60
60
60
60
60
60
68
68
68
68
68
68
76
76
76
76
76
76
84
84
84
84
84
84
92
92
92
92
92
92
Ridge
Depth
in
20.0
20.0
20.1
20.2
20.6
22.4
28.0
28.1
28.1
28.2
28.9
31.3
36.0
36.1
36.1
36.3
37.1
40.2
44.0
44.1
44.2
44.3
45.4
49.2
52.0
52.1
52.2
52.4
53.6
58.1
60.1
60.1
60.2
60.5
61.8
67.1
68.1
68.1
68.2
68.5
70.1
76.0
76.1
76.1
76.3
76.6
78.3
85.0
84.1
84.2
84.3
84.7
86.6
93.9
92.1
92.2
92.3
92.7
94.8
102.9
Top
Chord
Pitch
in/ft
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
Shape
Depth
in
30
35
40
50
81
142
38
43
48
58
89
151
46
51
56
66
97
160
54
59
64
74
105
169
62
67
72
82
114
178
70
75
80
90
122
187
78
83
88
99
130
196
86
91
96
107
138
205
94
99
104
115
147
214
102
107
112
123
155
223
300
350
400
450
500
550
600
650
700
750
800
31
31
31
31
33
40x>2
22
22
21
22
22
27
19
19
19
19
21
24
19
19
20
21
21
26
21
21
21
21
22
26
22
22
22
23
25
29
24
24
25
25
27
33
26
26
26
28
29
41
28
29
29
30
31
42
31
30
30
32
38
46
33
35
35
35
36
42x>2
22
22
22
23
24
27
21
21
21
21
22
26
22
22
22
22
22
26
22
22
22
22
24
29
22
23
23
23
27
31
25
25
25
26
28
35
27
28
29
29
29
41
30
30
30
30
33
42
31
32
32
33
38
46
36
36
36
37
39
48x>2
24
24
24
24
26
29
21
21
21
21
23
26
22
22
22
22
23
29
22
23
23
23
25
29
24
24
26
26
27
32
26
27
27
28
29
40
29
28
30
30
32
42
30
30
30
31
38
46
32
32
33
34
38
54
13
13
13
13
14
17x>2
10
10
10
10
11
13
10
10
10
10
10
12
10
10
11
11
12
15
11
12
12
12
13
17
14
14
15
15
16
22
15
15
16
16
18
24
17
17
17
18
21
30
21
21
21
23
23
40
24
24
24
24
29
41
16
16
16
16
16
20x>2
12
12
12
12
12
14
11
11
11
11
12
13
12
12
13
13
13
15
12
12
13
13
14
17
15
15
15
16
16
22
16
16
16
16
18
24
17
17
18
19
21
30
21
21
21
23
23
40
24
24
24
24
29
41
18
18
18
19
19
22x>2
13
13
13
13
14
16
12
12
12
12
13
15
13
13
13
13
14
17
13
13
13
14
14
18
16
16
17
17
18
22
17
17
17
17
19
25
19
19
19
19
22
30
23
24
23
23
23
41
25
25
24
24
29
41
20
20
20
20
21
25x>2
14
14
14
15
16
17
13
13
14
13
14
17
14
14
14
14
15
18
14
14
14
14
16
20
16
17
18
18
19
22
17
17
18
19
21
27
20
20
20
22
22
30
24
24
24
24
26
41
25
26
26
27
29
41
22
22
22
23
24
28x>2
16
16
16
16
18
20
15
15
15
15
15
18
15
15
15
15
17
20
15
16
16
16
17
20
18
18
18
19
20
25
19
19
20
20
21
29
22
22
22
22
24
31
24
24
24
25
28
41
26
27
27
29
30
41
24
24
24
25
26
31x>2
17
17
17
17
18
20
15
15
16
17
16
19
16
16
17
17
17
21
16
16
16
17
19
22
18
19
19
21
21
25
20
20
21
21
22
30
23
23
23
23
25
31
25
25
27
27
29
41
27
29
29
30
30
41
27
27
27
27
29
33x>2
19
19
19
19
20
22
17
17
17
17
18
21
17
17
17
17
19
22
18
18
18
18
20
24
20
21
21
21
21
27
21
21
21
21
24
30
23
23
24
24
27
33
27
27
27
28
29
42
29
29
30
30
31
41
28
30
30
30
30
36x>2
20
20
20
20
22
24
18
18
18
18
19
22
18
19
19
19
21
24
19
19
20
20
20
25
21
21
21
21
23
28
22
22
23
23
26
31
24
24
25
26
29
35
27
28
28
29
29
42
30
30
30
30
33
42
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
14)
60
10 rows
300
350
400
450
500
550
600
650
700
750
800
35
35
35
35
37
44x>2
27
27
27
27
29
33x>2
23
23
23
25
26
30
25
26
26
26
28
32
26
26
28
28
29
39
29
29
30
30
32
41
31
31
32
32
41
49
37
37
37
42
43
59
46
45
45
45
49
60
43
43
43
43
51
61
38
38
38
38
41
49x>2
29
29
29
30
29
33x>2
25
25
25
25
27
31
27
27
27
29
30
34
28
28
28
29
31
40
31
31
31
31
32
41
31
31
32
33
41
50
37
42
42
42
43
59
46
45
45
45
49
60
44
44
43
47
55
61
40
40
40
44
45
54x>2
29
29
29
31
31
36x>2
25
25
27
27
29
33
29
29
29
29
31
36
30
30
30
30
34
41
31
31
31
33
34
41
32
34
34
36
41
54
42
43
43
43
44
60
46
45
46
45
50
61
44
48
47
47
58
75
16
16
16
16
16
19x>2
12
12
12
13
13
16
12
12
12
12
13
15
14
14
14
14
15
20
16
16
17
17
19
23
20
20
20
21
23
31
21
22
22
24
30
43
26
26
26
31
32
57
38
37
37
37
45
60
36
36
35
43
47
61
18
18
18
18
18
21x>2
14
14
15
15
15
18
14
14
13
13
15
17
15
15
15
15
17
23
17
17
18
18
20
24
21
21
21
21
23
31
22
23
23
24
30
43
26
26
26
31
32
57
38
37
37
37
45
60
36
36
35
43
47
61
20
20
20
20
21
25x>2
16
16
17
17
17
20
15
15
15
15
16
19
17
17
17
17
18
23
18
18
18
18
21
26
22
22
22
23
24
31
24
24
24
25
30
43
27
27
29
31
32
57
38
37
37
37
45
60
36
36
35
43
47
61
22
22
22
22
24
28x>2
18
18
18
18
18
22
17
17
17
17
18
21
18
18
18
18
21
24
19
19
19
21
21
28
23
23
23
23
24
31
24
24
25
26
31
44
30
30
31
32
33
57
38
37
37
37
45
60
36
36
35
43
47
61
25
25
25
25
26
32x>2
20
20
20
20
21
23x>2
18
18
18
19
20
23
19
19
19
21
21
26
21
21
21
21
24
30
24
24
24
25
26
31
26
26
26
27
31
44
31
32
32
32
34
57
38
37
37
39
45
60
37
37
37
43
47
61
27
27
27
28
29
35x>2
22
22
22
22
22
25x>2
19
19
19
20
21
25
22
22
22
22
23
28
22
22
22
23
24
30
25
25
25
27
28
35
27
27
27
29
31
44
33
33
33
33
37
57
38
39
39
40
46
60
38
39
38
43
47
61
30
30
30
30
32
39x>2
22
24
24
24
24
28x>2
21
21
21
21
23
26
23
23
23
24
26
30
23
23
23
25
27
32
27
27
27
28
30
41
27
29
29
30
32
44
34
34
34
35
42
58
39
40
40
45
46
60
43
43
43
43
47
61
31
32
33
33
34
40x>2
24
24
24
26
26
30x>2
21
21
23
23
24
28
24
24
24
24
26
31
25
25
25
25
28
34
27
28
28
28
30
41
29
30
31
31
35
44
35
35
35
37
42
59
41
45
45
45
46
60
43
43
43
43
51
61
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
SP-Series Tables
Shape
Depth
in
39
45
51
64
102
179
49
55
61
74
112
190
59
65
71
84
122
201
69
75
81
94
133
213
79
85
91
104
143
224
89
95
101
114
153
235
99
105
111
124
164
246
109
115
121
134
174
257
119
125
131
144
184
269
129
135
141
154
195
280
SP-Series Design
Top
Chord
Pitch
in/ft
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
Ridge
Depth
in
26.0
26.1
26.1
26.2
26.8
29.1
36.0
36.1
36.1
36.3
37.1
40.2
46.0
46.1
46.2
46.4
47.4
51.4
56.0
56.1
56.2
56.4
57.7
62.6
66.1
66.1
66.2
66.5
68.0
73.8
76.1
76.1
76.3
76.6
78.3
85.0
86.1
86.2
86.3
86.7
88.6
96.2
96.1
96.2
96.3
96.7
99.0
107.3
106.1
106.2
106.4
106.8
109.3
118.5
116.1
116.2
116.4
116.9
119.6
129.7
Introduction
Span
ft
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
Chord
Depth
in
26
26
26
26
26
26
36
36
36
36
36
36
46
46
46
46
46
46
56
56
56
56
56
56
66
66
66
66
66
66
76
76
76
76
76
76
86
86
86
86
86
86
96
96
96
96
96
96
106
106
106
106
106
106
116
116
116
116
116
116
10 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
14)
61
Introduction
SP-Series Tables
SP-Series Design
Span
ft
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
Chord
Depth
in
30
30
30
30
30
30
40
40
40
40
40
40
50
50
50
50
50
50
60
60
60
60
60
60
70
70
70
70
70
70
80
80
80
80
80
80
90
90
90
90
90
90
100
100
100
100
100
100
110
110
110
110
110
110
120
120
120
120
120
120
Ridge
Depth
in
30.0
30.1
30.1
30.2
30.9
33.5
40.0
40.1
40.1
40.3
41.2
44.7
50.0
50.1
50.2
50.4
51.5
55.9
60.1
60.1
60.2
60.5
61.8
67.1
70.1
70.1
70.2
70.5
72.2
78.3
80.1
80.2
80.3
80.6
82.5
89.4
90.1
90.2
90.3
90.7
92.8
100.6
100.1
100.2
100.3
100.8
103.1
111.8
110.1
110.2
110.4
110.9
113.4
123.0
120.1
120.2
120.4
120.9
123.7
134.2
Top
Chord
Pitch
in/ft
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
Shape
Depth
in
45
53
60
75
121
214
55
63
70
85
131
225
65
73
80
95
142
236
75
83
90
105
152
247
85
93
100
116
162
258
95
103
110
126
172
269
105
113
120
136
183
281
115
123
130
146
193
292
125
133
140
156
203
303
135
143
150
166
214
314
300
350
400
450
500
550
600
650
700
750
800
49
49
49
49
50
58x>2
32
32
34
34
36
39x>2
30
30
31
31
32
38x>2
31
30
31
31
32
42
32
31
32
32
36
44
34
34
34
36
41
48
38
38
38
42
43
57
43
43
43
44
46
61
44
45
46
46
54
66
58
58
58
57
64
81
49
49
49
49
54
62x>2
35
35
35
37
38
46x>2
32
32
32
33
35
45x>2
32
32
32
32
34
42
32
32
32
34
41
44
36
36
36
40
41
49
43
42
42
43
43
57
43
43
43
44
49
61
45
45
46
46
54
66
58
58
58
61
64
81
53
53
54
54
55
66x>2
38
38
38
38
44
47x>2
34
35
35
36
38
46x>2
34
34
34
34
35
43
34
34
34
36
41
45
36
40
40
41
41
53
43
43
43
43
43
61
43
43
43
44
50
62
45
45
46
50
58
71
58
61
61
61
64
81
19
19
19
20
20
23x>2
16
16
16
16
18
19x>2
15
15
15
15
16
19
17
17
17
18
18
22
19
20
20
20
24
26
22
22
23
24
24
42
28
28
28
28
33
48
30
30
30
35
37
60
35
35
36
37
44
63
54
54
54
54
61
80
22
22
23
23
23
27x>2
18
18
18
18
19
22x>2
18
18
18
18
18
23
18
18
19
19
20
23
20
20
20
21
24
32
24
24
24
24
26
42
29
29
29
30
34
48
30
31
31
35
37
60
35
36
36
37
44
63
54
54
54
54
61
80
25
25
25
26
27
31x>2
20
20
20
21
23
24x>2
19
19
19
20
21
24
20
20
20
21
21
26
23
23
23
23
25
32
24
24
24
25
27
42
30
30
30
31
34
48
33
32
33
35
37
60
35
36
36
37
44
63
54
54
54
54
61
80
28
28
28
29
30
35x>2
22
22
22
22
25
27x>2
22
22
22
22
22
27
22
22
22
22
23
28
23
23
23
23
27
32
26
26
27
27
29
42
31
31
33
33
34
48
34
34
34
35
37
60
35
36
36
37
45
63
54
54
54
54
61
80
31
31
31
32
33
40x>2
24
25
25
25
27
30x>2
22
22
22
22
24
29x>2
23
23
24
24
26
30
25
25
25
26
29
33
27
27
29
29
30
43
33
33
34
34
36
48
35
35
35
36
40
60
35
36
38
39
45
63
54
54
54
54
62
80
35
35
35
35
37
44x>2
27
27
27
27
30
33x>2
24
24
24
24
26
32x>2
24
26
26
26
28
31
28
27
28
28
30
34
29
29
30
30
30
43
34
34
34
34
37
49
35
35
35
37
45
60
37
38
40
41
45
64
54
54
54
54
62
80
38
38
38
38
41
49x>2
29
29
29
29
31
34x>2
26
26
26
27
29
33x>2
27
27
27
29
30
33
29
29
29
29
32
37
30
30
31
31
32
43
34
34
36
36
42
53
37
37
37
39
45
60
39
39
45
45
46
64
54
54
54
54
63
80
44
44
44
45
45
54x>2
32
32
32
32
34
37x>2
29
29
29
29
31
36x>2
29
29
29
30
31
36
31
31
32
32
34
43
32
32
32
34
36
44
36
36
38
38
43
53
39
39
39
43
46
60
44
44
45
46
50
64
54
54
54
57
64
80
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
14)
62
10 rows
300
350
400
450
500
550
600
650
700
750
800
50
50
50
50
55
63x>2
39
39
39
44
45
49x>2
37
37
37
38
43
47x>2
34
35
35
35
41
44x>2
35
36
37
37
42
51
38
38
38
43
42
58
47
47
47
47
51
62
49
49
49
50
53
71
51
51
55
55
59
75
53
53
53
57
64
89
54
54
54
54
59
67x>2
45
45
45
45
46
50x>2
39
39
43
44
45
49x>2
37
37
42
42
42
50
37
37
42
42
43
51
43
43
43
44
47
62
47
47
47
47
51
63
49
49
49
53
57
71
55
55
55
55
63
89
54
54
57
57
64
89
57
58
58
58
63
71x>2
47
47
47
47
48
56x>2
44
44
44
44
45
54x>2
42
43
43
43
44
51x>2
42
42
42
42
43
56
44
44
44
44
47
62
47
47
51
51
55
63
53
53
53
54
61
76
55
55
58
59
63
90
57
57
57
61
64
89
21
21
22
22
23
26x>2
18
19
19
19
20
23x>2
18
18
18
18
20
23x>2
18
18
19
19
22
26
21
22
23
23
25
33
25
25
26
27
33
47
33
33
33
38
38
61
40
40
40
41
49
69
42
43
42
50
51
74
49
49
49
49
63
88
25
25
25
25
26
30x>2
22
22
22
23
23
26x>2
20
20
21
21
22
26x>2
21
21
21
21
23
29
24
24
24
24
26
34
26
27
27
27
33
47
35
36
36
38
38
61
40
40
40
41
49
69
42
43
42
50
51
74
49
49
49
49
63
88
27
29
29
29
31
35x>2
24
24
24
24
25
29x>2
22
22
22
23
24
30x>2
22
22
22
23
25
31
24
24
25
25
28
34
27
28
28
29
33
48
37
37
37
38
39
61
40
40
40
41
49
69
43
43
43
50
51
74
49
49
49
49
63
88
32
32
32
32
34
39x>2
27
27
27
28
28
32x>2
24
24
26
26
27
32x>2
24
24
26
26
28
31
26
27
27
27
29
36
29
29
30
31
33
48
38
38
38
38
41
61
41
41
40
43
49
69
44
44
44
50
51
74
49
49
49
49
63
89
35
35
36
36
37
44x>2
30
30
30
30
31
35x>2
27
27
27
29
30
34x>2
27
27
28
28
30
35
28
30
30
30
32
38
31
31
31
32
37
48
38
38
40
40
46
61
42
42
44
45
49
69
46
46
50
50
51
75
49
49
49
49
63
89
39
39
39
39
41
50x>2
32
32
33
33
34
38x>2
30
30
30
31
33
39x>2
29
29
30
30
32
41
31
32
32
32
33
44
34
35
35
35
41
49
40
42
42
42
47
61
44
44
48
49
49
69
50
50
50
50
52
75
49
49
49
49
63
89
45
45
45
45
47
55x>2
34
35
35
36
36
42x>2
32
32
32
32
35
45x>2
30
30
30
30
34
42
32
32
32
32
36
46
35
35
36
36
42
53
42
46
46
46
47
62
49
49
49
50
49
70
51
51
50
51
56
75
49
49
49
53
63
89
50
50
49
50
51
59x>2
36
37
37
38
39
47x>2
35
35
36
36
38
47x>2
32
33
33
33
40
43
32
34
34
34
36
47
36
36
38
38
42
57
46
46
46
47
47
62
49
49
49
50
53
70
51
51
51
51
59
75
49
49
53
54
64
89
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
SP-Series Tables
Shape
Depth
in
54
62
71
89
142
250
64
72
81
99
152
261
74
82
91
109
163
273
84
92
101
119
173
284
94
102
111
129
183
295
104
112
121
139
194
306
114
122
131
149
204
317
124
132
141
159
214
329
134
142
151
169
225
340
144
152
161
179
235
351
SP-Series Design
Top
Chord
Pitch
in/ft
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
Ridge
Depth
in
36.0
36.1
36.1
36.3
37.1
40.2
46.0
46.1
46.2
46.4
47.4
51.4
56.0
56.1
56.2
56.4
57.7
62.6
66.1
66.1
66.2
66.5
68.0
73.8
76.1
76.1
76.3
76.6
78.3
85.0
86.1
86.2
86.3
86.7
88.6
96.2
96.1
96.2
96.3
96.7
99.0
107.3
106.1
106.2
106.4
106.8
109.3
118.5
116.1
116.2
116.4
116.9
119.6
129.7
126.1
126.2
126.4
127.0
129.9
140.9
Introduction
Span
ft
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
Chord
Depth
in
36
36
36
36
36
36
46
46
46
46
46
46
56
56
56
56
56
56
66
66
66
66
66
66
76
76
76
76
76
76
86
86
86
86
86
86
96
96
96
96
96
96
106
106
106
106
106
106
116
116
116
116
116
116
126
126
126
126
126
126
10 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
14)
63
Introduction
SP-Series Tables
SP-Series Design
Span
ft
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
Chord
Depth
in
40
40
40
40
40
40
50
50
50
50
50
50
60
60
60
60
60
60
70
70
70
70
70
70
80
80
80
80
80
80
90
90
90
90
90
90
100
100
100
100
100
100
110
110
110
110
110
110
120
120
120
120
120
120
130
130
130
130
130
130
Ridge
Depth
in
40.0
40.1
40.1
40.3
41.2
44.7
50.0
50.1
50.2
50.4
51.5
55.9
60.1
60.1
60.2
60.5
61.8
67.1
70.1
70.1
70.2
70.5
72.2
78.3
80.1
80.2
80.3
80.6
82.5
89.4
90.1
90.2
90.3
90.7
92.8
100.6
100.1
100.2
100.3
100.8
103.1
111.8
110.1
110.2
110.4
110.9
113.4
123.0
120.1
120.2
120.4
120.9
123.7
134.2
130.1
130.2
130.3
130.7
131.8
137.0
Top
Chord
Pitch
in/ft
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.375
0.625
0.875
1.250
2.000
4.000
Shape
Depth
in
60
70
80
100
161
285
70
80
90
110
172
296
80
90
100
120
182
307
90
100
110
131
192
318
100
110
120
141
202
329
110
120
130
151
213
341
120
130
140
161
223
352
130
140
150
171
233
363
140
150
160
181
244
374
145
155
165
181
212
297
300
350
400
450
500
550
600
650
700
750
800
61
61
61
62
63x>2
75x>2
51
51
51
52
48
56x>2
45
45
45
45
46
54x>2
43
43
43
43
44
55x>2
44
44
44
44
44
56x>2
43
43
44
44
48
65
47
47
48
51
56
68
49
53
53
53
67
76
62
66
66
66
70
87
63
62
66
67
73
72
65
65
65
65
67x>2
78x>2
52
55
55
56
57
61x>2
46
47
47
47
51
55x>2
45
45
45
45
50
59x>2
45
45
45
45
49
60x>2
45
45
45
45
50
66
48
51
51
51
60
68
53
53
53
56
67
77
66
66
66
70
70
87
67
67
67
67
73
72
69
69
69
69
74x>2
84x>2
56
56
56
56
57
65x>2
48
48
48
52
53
61x>2
46
46
46
46
51
61x>2
46
46
47
50
50
62x>2
47
50
51
51
54
66
52
52
52
52
60
68
53
53
57
57
67
86
66
70
70
70
70
87
68
67
71
71
73
77
25
25
25
26
27x>2
30x>2
22
22
22
23
24
28x>2
22
22
22
22
22
27x>2
22
23
23
23
25
32
25
25
26
26
26
43
29
29
29
30
34
50
34
34
34
38
42
65
40
40
40
40
55
70
57
57
57
57
69
86
51
58
58
58
60
71
29
29
30
30
31x>2
36x>2
25
25
25
25
27
31x>2
24
24
24
25
27
29x>2
23
24
24
24
26
32x>2
27
27
27
28
29
44
31
32
32
32
35
51
36
36
37
38
42
65
41
41
41
41
55
71
57
57
57
57
69
86
51
58
58
58
60
72
33
33
33
35
36x>2
41x>2
28
28
28
29
30
33x>2
27
27
27
27
29
32x>2
26
26
26
27
29
34x>2
28
28
30
30
31
44
33
33
33
35
35
51
38
38
38
38
44
66
41
41
41
41
55
71
57
57
57
57
69
86
52
58
58
58
60
72
37
37
37
39
40x>2
49x>2
31
33
33
33
33
37x>2
30
30
30
30
31
35x>2
29
29
29
30
31
38x>2
30
31
32
32
33
45
34
34
35
35
37
52
39
39
39
40
46
66
42
42
42
44
55
71
57
57
57
57
69
86
58
58
58
58
60
72
45
45
45
45
45x>2
54x>2
34
35
35
36
35
40x>2
32
32
33
33
35
43x>2
31
31
31
31
35
45x>2
33
34
34
35
37
45
35
36
36
36
43
52
41
41
42
42
51
66
44
44
48
48
56
71
57
57
57
57
70
86
58
58
58
58
60
72
49
49
50
50
51
59x>2
38
39
39
39
38
47x>2
36
36
36
36
38
46x>2
34
34
34
34
41
46x>2
35
35
35
37
42
45
36
38
38
38
44
56
42
47
47
47
51
67
48
48
48
48
59
71
57
57
57
57
70
86
58
58
58
58
72
72
50
50
50
54
55x>2
63x>2
45
45
45
45
46
49x>2
39
39
39
39
43
46x>2
37
37
37
37
42
47x>2
37
37
37
42
42
50
38
43
43
43
44
57
47
47
47
47
51
67
48
48
48
48
59
71
58
58
61
61
70
87
59
58
58
62
72
72
54
57
57
58
59
67x>2
47
47
47
47
48
50x>2
44
44
44
44
45
48x>2
43
43
43
43
44
53x>2
42
42
42
43
42
55x>2
43
43
43
43
44
61
47
47
47
47
56
67
49
49
49
52
63
71
62
62
62
65
70
87
63
62
63
63
72
72
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
14)
64
10 rows
300
350
400
450
500
550
600
650
700
750
800
62
65
66
66
67x>2
79x>2
56
56
56
56
58
66x>2
49
52
52
53
54
62x>2
47
47
47
48
52
61x>2
46
46
46
50
54
64x>2
53
53
53
53
54
63
55
55
55
55
59
65
60
64
63
64
68
70
65
65
65
69
69
71
68
67
67
71
71
73
69
69
69
70
71x>2
84x>2
56
60
60
60
62
71x>2
56
57
57
57
58
67x>2
53
53
53
53
54
66x>2
51
50
50
51
55
65x>2
53
53
53
57
57
64
55
58
59
58
59
65
64
64
64
68
68
75
65
69
69
69
69
76
68
67
71
71
71
78
73
73
73
74
79x>2
89x>2
63
63
64
64
66
75x>2
57
57
60
61
62
71x>2
54
54
54
55
60
69x>2
52
52
52
52
60
70x>2
57
57
57
57
61
64
59
59
59
63
63
66
64
68
68
68
68
75
69
69
69
69
69
76
72
71
71
71
72
78
28
28
28
28
30x>2
34x>2
24
24
25
26
27
33x>2
25
25
25
24
26
31x>2
24
24
24
26
28
34x>2
26
27
27
27
34
49
37
37
37
37
40
49
42
42
42
42
43
51
48
48
48
48
56
68
50
57
57
58
58
70
53
60
60
60
70
72
32
32
32
32
33x>2
38x>2
29
29
29
30
30
34x>2
27
27
27
27
29
35x>2
28
28
28
28
30
36x>2
28
28
28
30
34
49
38
39
39
40
40
49
42
42
42
42
43
52
48
48
48
48
56
69
50
58
58
58
58
70
53
60
60
60
70
72
36
36
36
36
39x>2
45x>2
33
33
33
33
34
40x>2
30
30
32
32
32
38x>2
30
30
30
32
32
40x>2
30
31
31
31
36
49
40
40
40
40
42
49
42
42
44
44
46
52
50
50
51
56
56
69
58
58
58
58
58
70
61
60
60
60
70
72
41
41
41
45
45x>2
50x>2
36
36
36
36
39
48x>2
33
33
33
34
37
45x>2
33
33
34
34
36
46x>2
34
34
34
35
42
50
41
41
41
43
43
50
45
45
45
46
51
52
52
56
56
56
56
69
58
58
58
58
58
70
61
60
60
60
71
72
46
46
46
46
51x>2
55x>2
39
39
39
44
45
49x>2
38
38
38
38
43
47x>2
36
36
36
38
43
47x>2
35
35
37
37
42
54
43
43
47
48
48
51
50
50
50
50
51
56
56
56
56
56
56
69
58
58
58
58
62
70
61
60
60
60
71
72
50
50
51
51
51x>2
63x>2
45
45
46
46
47
51x>2
43
44
44
44
45
49x>2
39
39
39
44
45
54x>2
37
37
42
42
43
59
48
48
48
48
48
55
51
50
50
51
51
57
56
56
56
56
60
69
58
58
58
62
62
70
61
60
60
64
71
72
54
54
55
55
59x>2
67x>2
47
47
48
48
49
57x>2
45
45
45
45
46
54x>2
46
46
46
46
47
55x>2
43
43
43
43
48
59x>2
48
48
48
48
49
55
51
51
51
51
55
61
56
56
60
60
60
69
62
62
62
62
65
70
65
64
64
64
71
72
58
58
59
59
63x>2
71x>2
52
56
56
56
57
66x>2
47
47
47
47
52
60x>2
46
46
46
46
47
59x>2
44
44
44
45
50
63x>2
49
49
49
53
53
59
51
54
54
54
55
65
60
60
60
60
64
69
62
62
65
65
69
70
65
64
67
67
71
72
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
SP-Series Tables
Shape
Depth
in
69
80
91
114
182
321
79
90
101
124
193
333
89
100
111
134
203
344
99
110
121
144
213
355
109
120
131
154
224
366
113
124
136
153
187
281
123
134
146
163
197
292
133
144
156
173
208
302
143
154
166
183
218
313
153
164
176
193
228
323
SP-Series Design
Top
Chord
Pitch
in/ft
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
Ridge
Depth
in
46.0
46.1
46.2
46.4
47.4
51.4
56.0
56.1
56.2
56.4
57.7
62.6
66.1
66.1
66.2
66.5
68.0
73.8
76.1
76.1
76.3
76.6
78.3
85.0
86.1
86.2
86.3
86.7
88.6
96.2
96.0
96.1
96.3
96.5
97.3
101.2
106.1
106.1
106.3
106.6
107.5
111.7
116.1
116.2
116.3
116.6
117.6
122.3
126.1
126.2
126.3
126.7
127.7
132.8
136.1
136.2
136.4
136.7
137.9
143.4
Introduction
Span
ft
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
Chord
Depth
in
46
46
46
46
46
46
56
56
56
56
56
56
66
66
66
66
66
66
76
76
76
76
76
76
86
86
86
86
86
86
96
96
96
96
96
96
106
106
106
106
106
106
116
116
116
116
116
116
126
126
126
126
126
126
136
136
136
136
136
136
10 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
14)
65
Introduction
SP-Series Tables
SP-Series Design
Span
ft
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
Chord
Depth
in
50
50
50
50
50
50
58
58
58
58
58
58
66
66
66
66
66
66
74
74
74
74
74
74
82
82
82
82
82
82
90
90
90
90
90
90
98
98
98
98
98
98
106
106
106
106
106
106
114
114
114
114
114
114
122
122
122
122
122
122
Ridge
Depth
in
50.0
50.1
50.2
50.4
51.5
55.9
58.1
58.1
58.2
58.5
59.8
64.8
66.0
66.1
66.2
66.4
66.9
69.6
74.0
74.1
74.2
74.4
75.0
78.0
82.0
82.1
82.2
82.4
83.1
86.4
90.0
90.1
90.2
90.5
91.2
94.9
98.0
98.1
98.3
98.5
99.4
103.3
106.1
106.1
106.3
106.6
107.5
111.7
114.1
114.2
114.3
114.6
115.6
120.2
122.1
122.2
122.3
122.7
123.7
128.6
Top
Chord
Pitch
in/ft
0.500
0.750
1.000
1.500
3.000
6.000
0.500
0.750
1.000
1.500
3.000
6.000
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
Shape
Depth
in
75
88
100
125
202
356
83
96
108
133
210
365
85
97
110
129
167
270
93
105
118
137
175
278
101
113
126
145
183
286
109
121
134
153
191
295
117
129
142
161
199
303
125
137
150
169
207
312
133
145
158
177
216
320
141
153
166
185
224
329
300
350
400
450
500
550
600
650
700
750
32
32
32
32
33x>2
38x>2
29
30
30
30
31x>2
35x>2
28
28
28
28
30
32x>2
27
27
27
27
29
31x>2
28
29
29
29
31
33
31
31
31
33
33
36
39
39
39
40
40
48
41
41
41
42
42
51
50
50
50
50
58
72
49
57
57
57
57
74
36
36
36
36
39x>2
46x>2
33
33
33
35
36x>2
45x>2
32
33
33
33
33
36x>2
31
31
32
32
32
34x>2
32
32
34
34
34
37
34
34
34
34
34
38
40
40
40
40
41
49
42
41
41
42
44
52
50
52
52
52
58
72
51
57
57
57
57
74
44
44
44
44
45x>2
50x>2
36
38
38
38
39x>2
47x>2
36
36
36
36
36
40x>2
34
34
35
35
35
38x>2
34
34
34
36
36
39
34
36
36
36
37
45
41
41
41
43
43
49
43
43
45
45
50
52
53
53
53
58
58
72
57
57
57
57
57
74
50
50
50
50
51x>2
60x>2
45
45
45
46
46x>2
50x>2
39
39
39
40
44
46x>2
38
38
38
38
43
45x>2
38
38
38
38
43
45
37
37
37
42
42
46
43
43
48
48
48
49
50
50
50
50
51
52
58
58
58
58
58
73
58
58
58
58
58
74
54
54
54
55
56x>2
63x>2
47
47
47
47
48x>2
56x>2
45
45
45
46
46
48x>2
45
45
45
45
45
46x>2
44
44
44
44
45
47
43
43
43
43
44
47
48
48
49
49
49
54
50
50
50
50
51
56
58
58
58
58
62
73
58
58
58
62
62
75
58
58
58
58
60x>2
72x>2
52
52
55
56
57x>2
65x>2
48
48
48
49
49
55x>2
46
46
46
46
47
52x>2
46
46
46
46
47
53
45
45
45
45
45
53
49
49
49
49
53
54
50
50
50
50
55
61
58
58
62
62
62
73
62
62
62
62
66
75
62
62
62
62
67x>2
76x>2
56
56
56
56
57x>2
65x>2
53
57
57
57
57
60x>2
48
48
48
51
52
53x>2
48
48
48
48
52
54x>2
47
47
47
50
51
58
49
49
53
53
53
58
54
54
54
54
55
65
62
62
62
62
66
74
62
62
65
65
69
76
66
69
69
70
71x>2
84x>2
60
60
60
60
61x>2
70x>2
57
57
57
57
58
64x>2
53
53
53
53
53
59x>2
53
53
53
53
54
59x>2
51
51
51
51
51
60
53
53
53
53
57
62
54
54
54
58
59
65
62
66
66
66
70
74
66
66
66
69
69
76
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
73
73
73
73
79x>2
90x>2
63
63
64
64
69x>2
74x>2
61
61
61
62
62
68x>2
58
58
58
62
62
64x>2
54
55
55
55
59
65
52
52
52
55
56
65
53
57
57
57
57
63
58
58
58
58
63
66
66
66
66
70
70
80
69
69
69
69
69
81
78
78
78
82
84x>2
99x>2
67
67
67
67
69x>2
80x>2
65
65
65
65
69
72x>2
61
62
62
62
62
68x>2
63
62
63
63
63
69
57
57
57
57
61
67
57
57
57
61
61
63
58
58
58
62
63
66
70
70
70
70
71
80
69
69
69
69
69
82
9 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
14)
66
800
82
90
91
91
93x>2
107x>2
70
71
71
71
77x>2
84x>2
68
69
69
69
70
73x>2
62
65
65
65
66
68x>2
63
63
63
67
67
70
59
59
62
63
63
67
62
62
62
62
63
69
62
62
62
63
63
71
70
70
71
71
71
89
69
70
70
70
74
90
10 rows
300
350
400
450
500
550
600
650
700
750
800
79
79
79
79
80
87x>2
71
71
72
72
72
79x>2
69
69
69
69
70
72x>2
62
65
65
66
66
69x>2
63
63
63
67
67
70x>2
59
63
63
63
63
69x>2
63
63
63
63
63
70
70
70
70
70
71
78
71
71
72
72
72
81
72
72
72
73
75
82
83
83
83
84
92
95x>2
76
76
76
76
77
80x>2
69
69
69
70
70
78x>2
66
66
66
66
66
74x>2
67
67
67
68
68
76x>2
67
67
67
67
68
78
65
65
65
65
65
72
70
70
71
71
71
78
72
72
72
72
78
90
73
73
73
73
80
91
35
35
36
36
36
39x>2
32
32
32
32
34
35x>2
32
32
32
32
33
35x>2
33
33
33
33
33
36x>2
34
34
34
34
35
37
39
39
39
39
40
50
41
41
41
41
42
50
50
50
50
50
58
71
51
59
59
59
59
73
52
60
60
60
62
74
40
40
40
40
45
45x>2
36
38
38
38
38
45x>2
36
36
36
37
37
45x>2
35
35
35
35
35
43x>2
34
34
36
36
36
44x>2
41
41
41
41
43
50
43
43
42
44
44
50
51
53
53
53
58
71
54
59
59
59
59
73
60
60
60
60
62
74
46
47
47
47
47
49x>2
44
44
44
44
45
46x>2
40
40
40
44
45
47x>2
39
39
39
39
44
45x>2
38
38
39
39
44
45x>2
43
43
47
47
47
51
49
49
49
49
49
51
57
57
57
57
58
71
59
59
59
59
59
73
60
60
60
60
62
74
51
51
51
52
56
57x>2
47
47
48
48
48
50x>2
46
46
46
46
46
48x>2
45
45
45
45
45
47x>2
45
45
45
45
45
47x>2
47
47
47
47
48
55
49
49
49
49
49
55
57
58
58
58
58
71
59
59
59
59
63
74
60
60
60
60
66
74
55
55
56
56
60
62x>2
56
56
56
56
56
58x>2
49
49
49
49
50
55x>2
47
47
46
47
47
52x>2
47
47
47
47
47
53x>2
48
48
48
48
52
56
49
49
49
53
53
59
58
58
58
62
62
71
63
63
63
63
63
74
60
64
64
64
66
75
63
63
63
63
64
69x>2
56
56
56
56
57
63x>2
57
57
57
58
58
64x>2
52
52
52
52
53
58x>2
48
52
52
52
52
58x>2
52
52
52
52
52
60
53
53
53
53
57
63
62
62
62
62
66
72
63
63
63
67
67
74
64
64
64
68
73
75
67
70
70
70
71
74x>2
63
63
64
64
61
67x>2
58
58
58
62
62
64x>2
54
54
54
54
58
60x>2
53
53
53
54
58
60x>2
52
52
52
56
56
64x>2
54
54
57
57
58
63
62
66
66
66
70
72
66
67
67
67
71
75
68
68
68
68
74
76
74
74
74
74
75
82x>2
67
67
67
68
68
71x>2
62
62
62
62
63
69x>2
61
61
62
62
62
68x>2
59
59
59
59
60
66x>2
58
57
57
58
62
66x>2
57
57
57
61
61
64
66
66
66
70
70
73
71
71
71
71
71
80
69
72
72
72
74
81
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
92
92
92
92
93
103x>2
79
80
80
80
81
92x>2
73
73
78
78
79
82x>2
70
70
70
70
75
78x>2
68
68
68
68
69
76x>2
68
68
68
68
73
78x>2
65
65
65
65
70
81
71
71
71
75
76
87
72
72
77
77
78
90
73
74
74
78
80
91
SP-Series Tables
Shape
Depth
in
77
90
104
125
167
279
85
98
112
133
175
287
93
106
120
141
183
296
101
114
128
149
191
304
109
122
136
157
199
313
117
131
144
165
207
321
125
139
152
173
215
330
133
147
160
181
224
338
141
155
168
189
232
346
149
163
176
197
240
355
SP-Series Design
Top
Chord
Pitch
in/ft
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
Ridge
Depth
in
56.0
56.1
56.1
56.3
56.8
59.0
64.0
64.1
64.2
64.3
64.9
67.5
72.0
72.1
72.2
72.4
73.0
75.9
80.0
80.1
80.2
80.4
81.1
84.3
88.0
88.1
88.2
88.5
89.2
92.8
96.0
96.1
96.3
96.5
97.3
101.2
104.1
104.1
104.3
104.6
105.4
109.6
112.1
112.2
112.3
112.6
113.5
118.1
120.1
120.2
120.3
120.6
121.7
126.5
128.1
128.2
128.3
128.7
129.8
134.9
Introduction
Span
ft
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
Chord
Depth
in
56
56
56
56
56
56
64
64
64
64
64
64
72
72
72
72
72
72
80
80
80
80
80
80
88
88
88
88
88
88
96
96
96
96
96
96
104
104
104
104
104
104
112
112
112
112
112
112
120
120
120
120
120
120
128
128
128
128
128
128
10 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
14)
67
Introduction
SP-Series Tables
SP-Series Design
Span
ft
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
Chord
Depth
in
60
60
60
60
60
60
68
68
68
68
68
68
76
76
76
76
76
76
84
84
84
84
84
84
92
92
92
92
92
92
100
100
100
100
100
100
108
108
108
108
108
108
116
116
116
116
116
116
124
124
124
124
124
124
132
132
132
132
132
132
Ridge
Depth
in
60.0
60.1
60.2
60.3
60.8
63.2
68.0
68.1
68.2
68.4
68.9
71.7
76.0
76.1
76.2
76.4
77.0
80.1
84.0
84.1
84.2
84.5
85.2
88.5
92.0
92.1
92.2
92.5
93.3
97.0
100.0
100.1
100.3
100.5
101.4
105.4
108.1
108.1
108.3
108.6
109.5
113.8
116.1
116.2
116.3
116.6
117.6
122.3
124.0
124.1
124.2
124.4
125.0
127.8
132.0
132.1
132.3
132.5
133.0
136.1
Top
Chord
Pitch
in/ft
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.250
0.500
0.750
1.000
1.500
3.000
0.250
0.500
0.750
1.000
1.500
3.000
Shape
Depth
in
83
98
113
135
181
303
91
106
121
143
189
312
99
114
129
151
197
320
107
122
137
159
205
329
115
130
145
167
213
337
123
138
153
176
221
345
131
146
161
184
229
354
139
154
169
192
238
362
139
154
169
184
215
308
147
162
177
192
223
316
300
350
400
450
500
550
600
650
700
39
39
39
39
44
45x>2
35
35
35
37
37
46x>2
34
35
35
35
36
44x>2
33
33
33
35
35
43x>2
35
35
35
36
36
49
41
41
41
42
43
51
42
42
43
43
45
68
50
51
51
51
58
71
53
59
59
59
59
71
53
60
60
60
62
72
47
47
47
47
47
49x>2
44
44
44
44
45
47x>2
40
40
40
40
45
47x>2
39
39
39
39
44
46x>2
39
39
39
39
44
50x>2
42
44
44
44
49
52
45
45
45
49
50
69
53
53
57
58
58
71
55
60
60
60
60
71
56
61
60
60
62
72
52
52
52
52
56
58x>2
48
48
48
48
48
55x>2
46
46
46
46
46
48x>2
45
45
45
46
46
52x>2
45
45
46
46
46
54x>2
49
49
49
49
50
56
50
50
50
50
50
69
58
58
58
58
58
71
60
60
60
60
60
72
61
61
61
61
62
73
56
56
56
56
60
62x>2
56
56
56
56
57
60x>2
50
50
50
50
50
56x>2
47
47
47
47
47
53x>2
47
47
47
47
47
55x>2
49
49
49
49
50
60x>2
50
50
50
50
54
69
58
58
58
62
62
72
60
60
61
64
64
72
61
61
61
61
66
73
63
63
63
63
64
70x>2
56
56
57
60
61
64x>2
57
57
57
58
58
64x>2
53
53
54
54
54
60x>2
50
53
53
53
54
60x>2
49
53
53
53
54
64x>2
54
54
54
54
54
69
62
62
62
62
66
72
64
64
64
64
68
73
65
65
65
65
70
74
71
71
71
71
71
77x>2
64
64
64
64
68
72x>2
58
58
62
62
62
68x>2
58
58
58
62
62
68x>2
55
55
55
55
59
65x>2
55
55
55
55
59
66x>2
54
54
58
58
58
70
62
66
65
66
66
73
68
68
68
68
68
73
65
69
69
68
70
74
74
74
79
79
80
82x>2
68
68
68
68
69
73x>2
65
65
65
66
69
72x>2
62
62
62
62
63
69x>2
63
63
63
63
64
70x>2
60
60
60
60
65
68x>2
59
59
59
59
63
71
66
66
69
70
70
78
68
68
72
72
72
73
69
69
69
72
74
74
83
83
83
84
84
95x>2
71
72
72
72
77
81x>2
69
69
69
69
70
78x>2
66
66
66
66
67
74x>2
64
67
67
67
68
76x>2
65
68
68
69
69
77x>2
64
65
65
65
65
77
70
70
70
70
70
78
72
72
72
72
73
78
73
73
73
73
74
79
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
92
92
92
92
93
103x>2
80
80
80
80
78
85x>2
72
73
73
73
74
82x>2
70
69
70
70
70
78x>2
68
68
68
68
69
77x>2
69
69
69
69
70
78x>2
69
69
69
69
65
86
70
70
70
70
75
87
73
73
73
73
73
78
73
73
73
73
75
79
9 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
14)
68
750
800
100
100
100
100
101
104x>2
80
80
88
88
89
94x>2
78
78
78
78
79
91x>2
70
70
75
75
75
87x>2
72
72
72
72
77
90x>2
69
69
70
70
75
87x>2
69
69
70
74
74
86
71
71
75
75
76
87
74
74
79
79
79
86
74
74
74
74
81
88
101
101
101
101
113
116x>2
92
92
93
93
94
98x>2
81
81
82
82
90
94x>2
78
78
78
79
79
91x>2
77
77
77
77
77
90x>2
78
78
78
78
79
91x>2
75
75
75
75
76
86x>2
75
75
76
75
84
88
79
79
79
79
87
87
80
80
79
80
81
89
10 rows
300
350
400
450
500
550
600
650
700
750
800
45
45
45
46
46
48x>2
43
43
43
44
44
47x>2
40
40
40
40
45
46x>2
39
39
39
39
40
46x>2
38
38
38
38
43
46x>2
43
43
43
47
48
49x>2
43
43
45
45
45
51
44
46
46
46
51
52
53
52
52
57
57
60
54
58
58
59
59
70
47
47
48
48
48
54x>2
46
46
46
47
47
53x>2
46
46
46
46
46
52x>2
46
46
46
46
46
53x>2
46
46
46
46
46
49x>2
48
48
48
48
48
53x>2
49
49
49
49
49
52
50
50
50
50
51
52
57
57
57
57
58
60
59
59
59
59
59
70
56
56
56
56
57
63x>2
56
56
56
56
57
59x>2
49
49
49
49
49
55x>2
48
48
48
49
49
55x>2
47
47
47
48
48
55x>2
48
48
48
48
52
54x>2
49
49
49
49
49
55
50
51
51
50
51
56
58
57
58
58
58
64
59
59
59
63
63
70
64
64
64
64
64
70x>2
56
60
60
60
61
64x>2
58
58
58
58
58
68x>2
58
58
58
58
59
68x>2
54
54
54
54
55
62x>2
53
53
54
54
54
63x>2
50
50
53
53
53
59
51
54
54
54
55
60
62
62
62
62
62
69
63
63
63
63
66
71
67
67
68
68
68
74x>2
64
64
64
68
69
72x>2
61
61
61
61
62
68x>2
58
58
62
62
63
69x>2
58
58
62
62
63
70x>2
55
59
59
59
60
65x>2
55
55
55
55
59
64
56
56
56
56
60
65
62
65
65
65
66
73
67
67
67
67
67
71
71
71
71
71
80
80x>2
68
68
68
68
69
73x>2
65
68
69
69
69
72x>2
63
63
63
63
67
70x>2
62
62
62
66
67
71x>2
64
64
64
67
68
70x>2
61
61
61
61
61
70
61
61
62
62
66
67
66
66
66
69
70
73
67
70
70
70
71
72
80
80
80
80
81
88x>2
72
76
76
77
77
81x>2
69
69
69
69
70
78x>2
70
70
70
70
71
79x>2
66
67
67
67
67
71x>2
68
68
68
68
68
75x>2
69
69
69
69
69
71
69
69
69
70
70
72
70
70
70
70
70
73
71
71
71
71
71
77
92
92
92
93
94
97x>2
80
80
80
80
81
93x>2
77
77
77
77
78
90x>2
73
73
73
74
79
83x>2
70
70
70
71
76
80x>2
68
68
69
69
74
76x>2
69
69
69
69
69
77
70
70
70
71
71
77
70
70
70
70
71
78
71
71
71
71
76
78
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
93
93
93
93
94
105x>2
92
89
89
89
90
98x>2
81
81
81
82
82
93x>2
79
79
79
79
80
92x>2
75
75
75
76
77
93x>2
77
77
77
77
77
89x>2
73
73
73
77
78
88
71
71
71
75
76
78
71
75
75
75
76
87
76
76
76
76
76
86
9 rows
101
101
101
101
102
117x>2
93
93
93
94
94
99x>2
89
89
89
90
90
94x>2
82
82
91
91
92
95x>2
79
80
80
88
88
93x>2
77
77
77
85
86
89x>2
78
78
78
78
78
89
79
79
79
79
79
90
76
76
76
76
85
88
76
76
84
84
84
86
112
112
112
113
113
118x>2
101
101
101
102
103
118x>2
94
94
94
94
95
99x>2
91
91
91
91
92
96x>2
91
91
91
92
92
97x>2
89
89
89
89
90
93x>2
79
78
86
86
87
92
79
79
87
87
88
90
88
88
88
88
88
93
85
85
85
85
85
86
SP-Series Tables
Shape
Depth
in
90
107
123
148
197
330
96
113
129
154
203
336
102
119
135
160
209
342
108
125
141
166
215
349
114
131
147
172
221
355
120
137
153
178
227
361
118
135
151
167
200
300
124
141
157
173
206
306
130
147
163
179
212
313
136
153
169
185
218
319
SP-Series Design
Top
Chord
Pitch
in/ft
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.250
0.500
0.750
1.000
1.500
3.000
0.250
0.500
0.750
1.000
1.500
3.000
0.250
0.500
0.750
1.000
1.500
3.000
0.250
0.500
0.750
1.000
1.500
3.000
Ridge
Depth
in
66.0
66.1
66.2
66.4
66.9
69.6
72.0
72.1
72.2
72.4
73.0
75.9
78.0
78.1
78.2
78.4
79.1
82.2
84.0
84.1
84.2
84.5
85.2
88.5
90.0
90.1
90.2
90.5
91.2
94.9
96.0
96.1
96.3
96.5
97.3
101.2
102.0
102.1
102.2
102.4
102.8
105.1
108.0
108.1
108.2
108.4
108.8
111.3
114.0
114.1
114.2
114.4
114.9
117.5
120.0
120.1
120.2
120.4
120.9
123.7
Introduction
Span
ft
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
Chord
Depth
in
66
66
66
66
66
66
72
72
72
72
72
72
78
78
78
78
78
78
84
84
84
84
84
84
90
90
90
90
90
90
96
96
96
96
96
96
102
102
102
102
102
102
108
108
108
108
108
108
114
114
114
114
114
114
120
120
120
120
120
120
10 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
14)
69
Introduction
SP-Series Tables
SP-Series Design
Span
ft
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
Chord
Depth
in
70
70
70
70
70
70
76
76
76
76
76
76
82
82
82
82
82
82
88
88
88
88
88
88
94
94
94
94
94
94
100
100
100
100
100
100
106
106
106
106
106
106
112
112
112
112
112
112
118
118
118
118
118
118
124
124
124
124
124
124
Ridge
Depth
in
70.0
70.1
70.2
70.4
71.0
73.8
76.0
76.1
76.2
76.4
77.0
80.1
82.0
82.1
82.2
82.3
82.6
84.5
88.0
88.1
88.2
88.3
88.7
90.7
94.0
94.1
94.2
94.3
94.7
96.9
100.0
100.1
100.2
100.3
100.8
103.1
106.0
106.1
106.2
106.4
106.8
109.3
112.0
112.1
112.2
112.4
112.9
115.4
118.0
118.1
118.2
118.4
118.9
121.6
124.0
124.1
124.2
124.4
125.0
127.8
Top
Chord
Pitch
in/ft
0.375
0.625
0.875
1.250
2.000
4.000
0.375
0.625
0.875
1.250
2.000
4.000
0.250
0.500
0.750
1.000
1.500
3.000
0.250
0.500
0.750
1.000
1.500
3.000
0.250
0.500
0.750
1.000
1.500
3.000
0.250
0.500
0.750
1.000
1.500
3.000
0.250
0.500
0.750
1.000
1.500
3.000
0.250
0.500
0.750
1.000
1.500
3.000
0.250
0.500
0.750
1.000
1.500
3.000
0.250
0.500
0.750
1.000
1.500
3.000
Shape
Depth
in
96
114
131
158
211
354
102
120
137
164
217
360
100
117
135
152
188
295
106
123
141
158
194
301
112
129
147
164
200
307
118
135
153
170
206
313
124
141
159
176
212
319
130
147
165
182
218
325
136
153
171
188
224
332
142
159
177
194
230
338
300
350
400
450
500
550
600
650
700
48
48
48
48
48
54x>2
47
47
47
47
48
52x>2
46
46
46
46
46
47x>2
45
45
45
46
46
47x>2
45
45
45
45
46
48
48
48
48
48
48
49
50
50
50
50
50
51
58
58
58
58
58
60
59
59
59
59
59
73
59
59
59
59
60
74
56
56
56
56
57
62x>2
53
53
53
53
57
58x>2
49
49
49
49
48
53x>2
48
49
49
49
49
54x>2
48
48
48
48
48
52x>2
48
48
48
48
49
53
50
50
50
50
50
55
58
58
58
59
59
63
59
59
59
60
59
73
60
60
60
60
60
75
60
60
60
60
61x>2
67x>2
57
57
57
57
61
67x>2
58
58
58
58
58
62x>2
54
54
54
54
54
59x>2
51
51
55
55
55
58x>2
50
53
53
53
54
59x>2
54
54
54
54
55
59
62
62
62
62
62
67
60
60
60
63
64
74
64
64
64
64
64
75
67
67
68
68
68x>2
74x>2
65
65
65
65
69
71x>2
61
61
61
61
62
67x>2
62
62
62
63
63
68x>2
59
59
59
60
63
67x>2
55
55
55
59
59
64x>2
56
56
60
60
60
64
62
66
66
66
66
71
64
64
64
64
67
74
64
67
67
67
67
75
72
72
72
72
77x>2
80x>2
69
69
69
69
70
77x>2
69
69
69
69
69
71x>2
66
66
66
66
67
68x>2
64
64
64
64
68
68x>2
63
63
64
67
67
69x>2
65
65
69
69
65
66x>2
66
66
70
70
70
72
67
67
68
67
71
74
68
68
71
71
71
75
80
80
80
80
85
92x>2
72
73
77
78
78
80x>2
73
69
70
70
70
76x>2
70
70
70
71
71
72x>2
71
71
71
71
71
74x>2
68
68
68
68
68
70x>2
69
70
70
70
70
71
70
70
70
71
71
73
71
71
71
71
71
79
72
72
72
72
72
81
92
92
93
93
93x>2
97x>2
81
81
81
81
82
92x>2
77
77
78
78
78
80x>2
74
78
79
79
79
81x>2
71
71
71
71
72
77x>2
72
72
72
72
72
78x>2
70
70
70
70
75
76x>2
71
71
71
71
76
78
72
72
72
72
72
80
72
72
72
73
78
81
93
101
101
101
102
105x>2
93
93
94
94
95
97x>2
81
81
89
89
90
92x>2
79
79
79
79
80
90x>2
80
80
80
80
81
90x>2
77
77
77
77
77
87x>2
78
78
78
78
78
88
79
79
79
79
79
89
72
76
77
77
77
89
77
77
78
78
78
90
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
101
101
101
112
113
117x>2
94
94
94
95
95
98x>2
94
94
94
94
95
96x>2
90
90
91
91
91
94x>2
81
81
81
89
89
91x>2
80
80
80
88
89
91x>2
79
79
79
87
87
89x>2
79
79
79
87
88
90
80
80
80
80
89
93
78
78
86
86
86
91
9 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
14)
70
750
800
112
112
113
113
114x>2
128x>2
102
102
102
102
114
117x>2
94
94
94
95
95
97x>2
96
96
96
96
97
99x>2
92
92
93
93
93
94x>2
89
89
89
89
89
92x>2
91
91
91
91
91
93x>2
92
92
91
92
92
94
89
89
89
89
90
95
89
89
89
89
89
96
123
123
123
124
124
129x>2
113
114
114
114
115
118x>2
102
102
113
114
114
116x>2
96
96
96
97
97
111x>2
97
97
97
97
98
106x>2
93
93
93
93
93
95x>2
92
92
92
92
92
94x>2
92
92
92
93
93
96
93
93
94
94
94
99
90
90
90
90
90
96
10 rows
300
350
400
450
500
550
600
650
700
750
800
48
48
48
49
49
54x>2
48
48
48
48
48
53x>2
47
47
47
47
47
52x>2
48
48
48
48
48
53x>2
49
49
49
49
49
51x>2
50
50
50
50
50
54
58
58
58
59
59
63
59
59
59
59
59
72
61
61
61
61
61
73
61
61
61
61
62
74
57
57
57
57
61
62x>2
58
58
58
58
58
63x>2
54
54
54
54
54
59x>2
49
53
53
53
53
60x>2
51
51
54
54
54
60x>2
50
54
53
54
54
58x>2
59
62
62
63
63
67
59
60
60
63
63
73
61
61
65
65
65
74
62
62
62
65
65
74
65
64
65
68
68
69x>2
62
62
62
62
62
67x>2
62
62
62
62
62
67x>2
59
59
63
63
63
68x>2
56
56
56
60
60
66x>2
57
60
60
60
60
65x>2
63
66
66
66
67
71
63
63
63
67
67
73
65
65
68
68
68
74
66
66
66
69
69
75
71
71
71
72
72
74x>2
69
69
69
70
70
71x>2
69
69
69
69
70
71x>2
63
63
67
67
67
69x>2
65
65
65
68
69
70x>2
64
68
68
68
68
70x>2
66
70
70
70
71
72
67
67
67
71
71
74
69
69
72
72
72
75
69
69
69
73
73
76
80
80
80
80
77
82x>2
73
73
73
78
78
80x>2
70
70
70
70
70
76x>2
71
71
71
71
71
77x>2
69
69
69
69
69
71x>2
68
68
68
69
69
71x>2
70
70
70
71
71
72x>2
71
71
71
71
71
79
72
72
72
73
73
75
73
73
73
73
73
76
84
85
88
88
89
91x>2
81
82
82
82
82
92x>2
78
78
78
78
79
88x>2
71
71
71
76
76
82x>2
72
72
72
72
73
79x>2
72
72
72
72
78
79x>2
71
71
71
71
76
77x>2
71
71
72
72
72
80
73
73
73
73
73
80
73
73
73
73
74
81
93
93
93
93
94
96x>2
94
94
94
94
95
97x>2
90
90
90
90
91
92x>2
79
79
80
80
80
91x>2
80
81
81
81
81
92x>2
77
77
77
78
78
88x>2
79
79
79
79
80
89x>2
75
80
80
81
81
91
78
78
78
78
78
89
74
74
79
79
79
90
101
101
101
102
102
115x>2
95
95
95
95
96
97x>2
95
95
95
95
95
93x>2
92
92
92
92
92
95x>2
81
89
90
90
90
92x>2
89
89
89
89
90
92x>2
80
88
88
88
89
90x>2
81
81
81
81
89
92x>2
81
81
81
90
90
93
79
79
79
80
89
91
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
113
113
113
113
114
116x>2
103
103
103
103
115
117x>2
95
95
95
96
96
109x>2
96
96
96
97
97
100x>2
93
93
93
94
94
96x>2
90
90
90
90
90
93x>2
92
92
91
92
92
94x>2
93
93
93
93
93
96x>2
90
90
90
90
91
94
92
92
92
92
93
95
9 rows
113
113
113
114
124
127x>2
114
114
115
115
115
118x>2
114
115
115
115
115
117x>2
97
97
97
97
98
111x>2
98
98
98
98
99
101x>2
93
94
94
94
94
107x>2
96
96
96
94
94
107x>2
94
94
94
94
94
109x>2
95
95
95
96
96
99
93
93
93
93
94
96
124
124
124
125
125
127x>2
115
115
115
115
116
118x>2
115
115
115
116
116
118x>2
116
116
116
116
117
120x>2
99
99
99
110
111
113x>2
98
98
98
109
110
112x>2
96
96
96
97
108
110x>2
97
97
97
98
98
113x>2
96
96
96
96
97
110x>2
97
97
97
97
98
111
SP-Series Tables
Shape
Depth
in
95
114
132
151
189
303
101
120
138
157
195
310
107
126
144
163
201
316
113
132
150
169
207
322
119
138
156
175
213
328
125
144
162
181
219
334
131
150
168
187
225
340
137
156
174
193
231
347
143
162
180
199
237
353
149
168
187
205
244
359
SP-Series Design
Top
Chord
Pitch
in/ft
0.250
0.500
0.750
1.000
1.500
3.000
0.250
0.500
0.750
1.000
1.500
3.000
0.250
0.500
0.750
1.000
1.500
3.000
0.250
0.500
0.750
1.000
1.500
3.000
0.250
0.500
0.750
1.000
1.500
3.000
0.250
0.500
0.750
1.000
1.500
3.000
0.250
0.500
0.750
1.000
1.500
3.000
0.250
0.500
0.750
1.000
1.500
3.000
0.250
0.500
0.750
1.000
1.500
3.000
0.250
0.500
0.750
1.000
1.500
3.000
Ridge
Depth
in
76.0
76.1
76.1
76.3
76.6
78.3
82.0
82.1
82.2
82.3
82.6
84.5
88.0
88.1
88.2
88.3
88.7
90.7
94.0
94.1
94.2
94.3
94.7
96.9
100.0
100.1
100.2
100.3
100.8
103.1
106.0
106.1
106.2
106.4
106.8
109.3
112.0
112.1
112.2
112.4
112.9
115.4
118.0
118.1
118.2
118.4
118.9
121.6
124.0
124.1
124.2
124.4
125.0
127.8
130.0
130.1
130.3
130.5
131.0
134.0
Introduction
Span
ft
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
Chord
Depth
in
76
76
76
76
76
76
82
82
82
82
82
82
88
88
88
88
88
88
94
94
94
94
94
94
100
100
100
100
100
100
106
106
106
106
106
106
112
112
112
112
112
112
118
118
118
118
118
118
124
124
124
124
124
124
130
130
130
130
130
130
10 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
14)
71
Introduction
Arch Joist (SPAC) Tables
The following weight tables are representative of SP-Series joist design or constructability per NMBS. The SP-Series Arch
designs for Arch Joists with parameters shown in the diagram joists in the following tables are designed assuming pinnedbelow. Note that the Arch Joists’ standard designs may include roller supports. If this design results in a predicted approximate
extra bottom chord verticals. The maximum allowable Live Load horizontal deflection, бx, greater than two inches at the roller
deflection is L/240 for a Live Load equal to 75 percent of the support, the approximate weight is flagged with the notation,
ARCH JOIST (SPAC) WEIGHT TABLES
Total Load listed in the table. The tables also give bridging бx>2. The specifying professional should do further investigation
The following
weight 904.5(d),
tables arethe
representative
of SP-Series
for Arch Joists
withand
parameters
in the
requirements
per Section
required seat depth
for intojoist
thedesigns
actual horizontal
deflection
consider shown
alternatives
below.
that
Joists’self-weight
standard designs
include
extra in
bottom
chord verticals.
The maximum
allowable
thediagram
given profile,
asNote
well as
theArch
estimated
in poundsmayas
explained
HORIZONTAL
REACTIONS
on page
14.
for the joist is L/240 for a Live Load equal to 75 percent of the Total Load listed in the table. The tables also give
perdeflection
linear foot.
This catalog provides two design examples For further information, please contact your nearest NMBS
bridging requirements per Section 904.5(d), the required seat depth for the given profile, as well as the estimated pounds
for per
reference
and clarification
design issues.
The following
representative
or visit www.newmill.com.
linear foot.
This catalogonprovides
two complete
design examples
for reference
and clarification on design issues. The
tables
are
not
representative
of
any
limits
or
constraints
on
following tables are not representative of any limits or constraints on design or constructability per NMBS. For further
information, please contact your nearest NMBS representative or visit www.newmill.com.
SP-Series Design
ALL TABLES
ARE
BASED
ON ASD
ALL
TABLES
ARE
BASED
ON ASD
SP-Series Tables
ARCH JOIST (SPAC)
72
68
300
350
400
450
500
550
600
650
700
750
800
10
10
10
10
11
13
9
9
10
10
11
12
9
9
9
9
10
12
9
9
9
9
10
12
9
9
9
9
10
11
9
9
9
9
10
12
9
9
9
9
10
12
9
9
8
8
9
12
9
9
9
9
9
12
9
9
9
9
9
11
10
10
10
10
11
13
9
9
10
10
11
12
9
9
9
9
10
12
9
9
9
9
10
12
9
9
9
9
10
11
9
9
9
9
10
12
9
9
9
9
10
12
9
9
9
8
9
12
9
9
9
9
9
12
9
9
9
9
10
11
10
10
10
10
11
13
9
9
10
10
11
12
9
9
9
9
10
12
9
9
9
9
10
12
9
9
9
9
10
11
9
9
9
9
10
12
9
9
9
9
10
12
9
9
9
9
9
12
9
9
9
9
9
12
9
9
9
9
10
11
10
10
10
10
11
13
9
9
9
10
11
12
9
9
9
9
10
12
9
9
9
9
10
12
9
9
9
9
10
11
9
9
9
9
10
11
9
9
9
9
10
11
8
8
8
8
9
11
9
9
9
9
9
11
9
9
9
9
9
11
10
10
10
10
11
13
9
9
9
10
11
12
9
9
9
9
10
12
9
9
9
9
10
12
9
9
9
9
10
11
9
9
9
9
10
11
9
9
9
9
10
11
8
8
8
8
9
11
9
9
9
9
9
12
9
9
9
9
9
11
10
10
10
10
11
13
9
9
9
10
11
12
9
9
9
9
10
12
9
9
9
9
10
12
9
9
9
9
10
11
9
9
9
9
10
11
9
9
9
9
10
11
9
8
8
8
9
12
9
9
9
9
9
12
9
9
9
9
9
11
10
10
10
10
11
13
9
9
9
10
11
12
9
9
9
9
10
12
9
9
9
9
10
12
9
9
9
9
10
11
9
9
9
9
10
12
9
9
9
9
10
12
9
8
8
8
9
12
9
9
9
9
9
12
9
9
9
9
9
11
10
10
10
10
11
13
9
9
9
10
11
12
9
9
9
9
10
12
9
9
9
9
10
12
9
9
9
9
10
11
9
9
9
9
10
12
9
9
9
9
10
12
9
8
8
8
9
12
9
9
9
9
9
12
9
9
9
9
9
11
10
10
10
10
11
13
9
9
9
10
11
12
9
9
9
9
10
12
9
9
9
9
10
12
9
9
9
9
10
11
9
9
9
9
10
12
9
9
9
9
10
12
9
8
8
8
9
12
9
9
9
9
9
12
9
9
9
9
9
11
10
10
10
10
11
13
9
9
9
10
11
12
9
9
9
9
10
12
9
9
9
9
10
12
9
9
9
9
10
11
9
9
9
9
10
12
9
9
9
9
10
12
9
8
8
8
9
12
9
9
9
9
9
12
9
9
9
9
9
11
10
10
10
10
11
13
9
9
10
10
11
12
9
9
9
9
10
12
9
9
9
9
10
12
9
9
9
9
10
11
9
9
9
9
10
12
9
9
9
9
10
12
9
8
8
8
9
12
9
9
9
9
9
12
9
9
9
9
9
11
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
SP-Series Tables
Shape
Depth
in
13
14
15
18
25
40
17
18
19
22
29
44
21
22
23
26
33
48
25
26
27
30
37
52
29
30
31
34
41
56
33
34
35
38
45
60
37
38
39
42
49
64
41
42
43
46
53
68
45
46
47
50
57
72
49
50
51
54
61
76
SP-Series Design
Bottom
Chord
Radius
ft
59
39
29
19
10
5
59
39
29
19
9
5
59
39
29
19
9
5
58
38
28
18
9
4
58
38
28
18
8
4
58
38
28
18
8
4
57
37
27
17
8
3
57
37
27
17
7
3
57
37
27
17
7
3
56
36
26
16
7
2
Top
Chord
Radius
ft
60
40
30
20
11
6
60
40
30
20
11
6
60
40
30
20
11
6
60
40
30
20
11
6
60
40
30
20
11
6
60
40
30
20
11
6
60
40
30
20
11
6
60
40
30
20
11
6
60
40
30
20
11
6
60
40
30
20
11
6
Introduction
Span
ft
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
Chord
Depth
in
10
10
10
10
10
10
14
14
14
14
14
14
18
18
18
18
18
18
22
22
22
22
22
22
26
26
26
26
26
26
30
30
30
30
30
30
34
34
34
34
34
34
38
38
38
38
38
38
42
42
42
42
42
42
46
46
46
46
46
46
10 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
14)
73
Introduction
SP-Series Tables
SP-Series Design
Span
ft
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
Chord
Depth
in
10
10
10
10
10
10
14
14
14
14
14
14
18
18
18
18
18
18
22
22
22
22
22
22
26
26
26
26
26
26
30
30
30
30
30
30
34
34
34
34
34
34
38
38
38
38
38
38
42
42
42
42
42
42
46
46
46
46
46
46
Top
Chord
Radius
ft
120
80
60
41
21
13
120
80
60
41
21
13
120
80
60
41
21
13
120
80
60
41
21
13
120
80
60
41
21
13
120
80
60
41
21
13
120
80
60
41
21
13
120
80
60
41
21
13
120
80
60
41
21
13
120
80
60
41
21
13
Bottom
Chord
Radius
ft
119
79
60
40
20
12
119
79
59
39
20
11
119
79
59
39
20
11
118
78
59
39
19
11
118
78
58
38
19
10
118
78
58
38
19
10
117
77
58
38
18
10
117
77
57
37
18
9
117
77
57
37
18
9
116
76
57
37
17
9
Shape
Depth
in
15
18
20
25
40
70
19
22
24
29
44
74
23
26
28
33
48
78
27
30
32
37
52
82
31
34
36
41
56
86
35
38
40
45
60
90
39
42
44
49
64
94
43
46
48
53
68
98
47
50
52
57
72
102
51
54
56
61
76
106
300
350
400
450
500
550
600
650
700
750
800
18
17
17
18
18
22
11
12
12
12
14
18
10
10
10
11
12
16
10
10
10
10
11
14
9
10
10
10
11
14
10
10
10
10
11
14
12
12
12
12
12
16
12
12
12
12
12
15
12
12
12
12
12
16
12
12
12
12
13
16
18
18
18
19
20
23
13
13
13
13
15
18
10
11
11
11
13
16
10
10
10
10
11
14
10
10
10
10
11
14
10
10
10
11
11
14
12
12
12
12
13
17
12
12
12
12
12
16
12
12
12
12
13
16
12
12
12
12
13
16
20
20
20
20
21
24
13
13
13
14
15
19
11
11
11
12
13
18
10
10
10
11
12
16
10
10
11
11
12
16
11
11
11
11
11
16
13
13
13
13
13
18
13
13
13
13
12
17
13
13
13
13
14
16
13
13
13
13
14
16
9
9
9
10
10
11
9
9
9
9
10
11
9
9
9
9
10
11
9
9
9
9
10
11
9
9
9
9
10
11
9
9
9
9
10
11
9
9
9
9
10
11
9
9
9
9
10
11
9
9
9
9
10
11
9
9
10
10
10
11
9
9
9
10
10
12
9
9
9
9
10
12
9
9
9
9
10
11
9
9
9
9
10
11
9
9
9
9
10
11
9
9
9
9
10
11
9
9
9
9
10
12
9
9
9
9
10
11
9
9
9
9
10
12
9
9
10
10
10
12
10
10
10
10
11
13
9
9
9
9
10
12
9
9
9
9
10
11
9
9
9
9
10
11
9
9
9
9
10
11
9
9
9
9
10
11
9
9
9
9
10
13
9
9
9
9
10
12
9
9
9
9
10
12
9
9
10
10
10
12
11
11
11
11
12
14
9
9
9
9
10
12
9
9
9
9
10
12
9
9
9
9
10
11
9
9
9
9
10
11
9
9
9
9
10
12
9
9
9
9
10
13
9
10
10
10
10
13
10
10
10
10
10
13
10
10
10
10
10
13
12
12
12
13
13
17
9
9
9
10
11
13
9
9
9
9
10
12
9
9
9
9
10
12
9
9
9
9
10
12
9
9
9
9
10
12
10
10
10
10
10
13
10
10
10
10
10
13
10
10
10
10
10
14
10
10
10
10
11
13
13
13
13
14
15
17
9
9
10
10
11
14
9
9
9
10
11
13
9
10
10
10
11
12
9
9
10
10
10
12
9
9
9
10
10
12
10
10
10
10
11
15
11
10
10
11
11
13
10
10
10
10
11
14
10
10
10
10
11
14
14
15
15
15
16
18
10
10
10
11
13
15
9
9
9
10
11
14
9
10
10
10
11
13
9
9
10
10
10
13
10
10
10
10
10
13
11
11
11
11
11
16
11
11
11
11
12
15
11
11
11
11
12
14
11
11
11
11
12
14
16
16
16
16
17
20
11
11
11
11
13
16
10
10
10
10
11
14
10
10
10
10
11
14
9
10
10
10
10
14
10
10
10
10
10
14
11
11
11
11
11
16
11
12
12
12
12
15
11
12
12
12
12
16
11
12
12
12
12
14
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
14)
74
10 rows
300
350
400
450
500
550
600
650
700
750
800
21
21
21
21
24
28x>2
16
16
17
16
19
24
14
14
15
15
18
23
14
14
15
14
16
21
15
15
15
14
16
23
15
15
15
16
16
24
18
17
17
18
19
26
18
18
18
18
19
26
18
18
19
18
19
24
19
19
19
19
19
23
22
22
23
24
25
29x>2
16
17
17
19
20
24
16
16
16
16
19
24
14
15
15
15
17
24
15
15
15
15
17
23
15
15
15
16
17
24
19
19
19
19
21
28
19
19
19
18
21
26
19
19
19
19
20
26
20
20
20
19
19
25
24
24
25
25
28
31x>2
18
18
19
19
21
26
16
16
17
17
19
26
15
16
16
17
18
24
16
16
16
16
18
25
16
16
17
18
17
24
19
19
19
20
21
30
19
19
19
19
21
28
19
19
19
19
20
26
21
20
20
20
20
26
10
10
10
10
11
14
9
9
9
9
10
13
9
9
9
9
10
13
9
9
9
9
10
13
9
10
10
10
10
14
10
10
10
10
11
14
11
11
11
12
12
16
12
12
13
13
13
16
13
13
13
13
13
17
14
14
14
14
13
17
11
11
11
12
13
15x>2
9
9
9
10
11
14
9
9
9
10
11
14
9
9
10
10
10
14
10
10
10
10
11
14
10
10
11
11
11
14
12
12
12
12
13
18
12
12
13
13
13
17
13
13
13
13
15
17
14
14
14
14
14
18
12
13
13
13
15
17x>2
10
10
10
10
13
15
10
9
10
10
11
15
10
9
10
10
11
15
10
10
10
11
12
16
10
10
11
12
12
16
13
13
13
14
14
19
14
14
14
14
14
18
14
14
14
14
15
19
15
15
15
15
15
18
14
14
14
15
17
18x>2
11
11
11
11
13
17
10
10
11
11
13
17
10
10
10
10
12
16
11
11
11
11
13
17
11
11
11
12
13
17
14
14
14
14
15
22
14
14
14
14
16
20
14
14
14
14
15
20
15
15
15
15
15
19
15
15
16
17
17
21x>2
12
12
12
13
14
17
11
11
11
12
14
18
11
11
11
11
13
17
11
12
12
12
13
18
12
12
12
13
13
17
15
14
15
15
16
23
14
14
14
15
16
22
15
15
15
14
16
21
16
16
16
16
16
21
17
17
17
18
19
22x>2
13
13
13
13
16
19
12
12
12
13
15
19
11
11
11
12
14
18
12
12
12
12
14
19
12
12
13
14
14
18
16
16
15
16
17
24
16
15
15
15
16
23
16
15
15
15
16
22
17
17
17
17
17
22
18
18
18
19
20
24x>2
14
15
15
15
17
21
12
13
13
13
16
20
13
13
13
13
15
18
14
14
14
13
15
21
13
14
15
15
15
20
16
16
15
16
18
24
16
16
16
16
17
25
17
16
16
16
17
23
17
17
17
17
18
23
19
19
19
20
21
26x>2
15
15
16
16
18
22
13
14
14
14
16
22
13
13
13
13
16
20
14
14
14
14
16
21
14
14
15
16
16
21
17
17
16
16
18
26
17
17
17
17
18
25
18
17
17
17
19
23
18
18
18
18
19
23
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
SP-Series Tables
Shape
Depth
in
23
27
31
39
61
106
29
33
37
45
67
112
35
39
43
51
73
118
41
45
49
57
79
124
47
51
55
63
85
130
53
57
61
69
91
136
59
63
67
75
97
142
65
69
73
81
103
148
71
75
79
87
109
154
77
81
85
93
115
160
SP-Series Design
Bottom
Chord
Radius
ft
179
119
89
60
31
17
178
119
89
59
30
17
178
118
88
59
30
16
177
118
88
58
29
16
177
117
87
58
29
15
176
117
87
57
28
15
176
116
86
57
28
14
175
116
86
56
27
14
175
115
85
56
27
13
174
115
85
55
26
13
Top
Chord
Radius
ft
180
120
91
61
32
19
180
120
91
61
32
19
180
120
91
61
32
19
180
120
91
61
32
19
180
120
91
61
32
19
180
120
91
61
32
19
180
120
91
61
32
19
180
120
91
61
32
19
180
120
91
61
32
19
180
120
91
61
32
19
Introduction
Span
ft
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
Chord
Depth
in
16
16
16
16
16
16
22
22
22
22
22
22
28
28
28
28
28
28
34
34
34
34
34
34
40
40
40
40
40
40
46
46
46
46
46
46
52
52
52
52
52
52
58
58
58
58
58
58
64
64
64
64
64
64
70
70
70
70
70
70
10 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
14)
75
Introduction
SP-Series Tables
SP-Series Design
Span
ft
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
Chord
Depth
in
20
20
20
20
20
20
28
28
28
28
28
28
36
36
36
36
36
36
44
44
44
44
44
44
52
52
52
52
52
52
60
60
60
60
60
60
68
68
68
68
68
68
76
76
76
76
76
76
84
84
84
84
84
84
92
92
92
92
92
92
Top
Chord
Radius
ft
240
161
121
81
43
25
240
161
121
81
43
25
240
161
121
81
43
25
240
161
121
81
43
25
240
161
121
81
43
25
240
161
121
81
43
25
240
161
121
81
43
25
240
161
121
81
43
25
240
161
121
81
43
25
240
161
121
81
43
25
Bottom
Chord
Radius
ft
239
159
119
80
41
23
238
158
119
79
40
23
237
158
118
78
40
22
237
157
117
78
39
21
236
156
117
77
38
21
235
156
116
76
38
20
235
155
115
76
37
19
234
154
115
75
36
19
233
154
114
74
36
18
233
153
113
74
35
17
Shape
Depth
in
30
35
40
50
80
140
38
43
48
58
88
148
46
51
56
66
96
156
54
59
64
74
104
164
62
67
72
82
112
172
70
75
80
90
120
180
78
83
88
98
128
188
86
91
96
106
136
196
94
99
104
114
144
204
102
107
112
122
152
212
300
350
400
450
500
550
600
650
700
750
800
31
31
31
31
34
39x>2
22
23
23
24
27
34
20
20
20
21
24
31
20
19
19
20
24
30
19
21
21
21
24
32
22
23
22
23
24
31
25
26
26
27
28
44
26
26
26
27
28
37
27
27
26
26
28
35
28
28
28
27
28
35
33
33
33
33
36
41x>2
23
25
24
25
27
35
20
21
21
22
27
32
20
20
21
21
25
33
21
21
21
22
24
33
22
23
23
24
24
32
26
27
26
27
30
44
26
26
26
28
29
42
27
27
27
27
28
37
28
28
28
27
28
36
36
36
36
36
38
48x>2
25
25
25
27
30
37
22
22
22
23
28
34
21
22
22
22
27
33
21
21
21
22
27
33
23
24
24
26
26
34
27
27
28
29
31
45
28
27
27
29
30
43
28
27
27
27
29
43
28
28
28
28
30
38
13
13
14
14
15
19x>2
10
10
11
11
14
17
10
10
11
11
13
16
11
11
11
11
14
17
11
11
12
12
13
19
14
14
14
15
15
19
13
13
13
13
14
24
15
15
15
16
14
23
16
16
16
16
16
24
18
18
18
19
18
24
15
15
16
17
18
20x>2
12
12
12
13
16
19
11
11
11
12
15
18
12
12
12
12
14
20
12
12
12
12
15
20
14
14
14
15
16
21
14
13
14
14
19
27
18
17
17
17
15
26
18
18
18
18
19
24
19
20
20
19
20
26
17
17
17
18
20
23x>2
13
13
15
15
17
22
12
12
13
13
16
20
13
13
13
13
16
21
14
14
14
14
16
23
15
15
16
17
17
23
18
18
17
18
20
29
19
19
19
19
20
27
20
20
20
20
20
26
21
21
21
21
21
28
20
19
19
20
23
26x>2
16
16
15
16
19
24
15
14
16
16
17
23
15
15
15
15
17
23
14
14
14
15
18
23
15
15
16
17
18
25
20
20
19
20
23
32
19
19
19
21
22
30
21
21
20
20
21
28
21
21
21
21
21
30
21
21
21
22
25
29x>2
16
16
16
18
21
25
15
15
16
16
18
25
15
15
15
15
18
24
15
15
15
15
19
25
17
17
17
18
19
25
20
20
20
20
23
33
20
20
19
22
23
31
21
21
21
20
22
30
21
21
21
21
23
30
24
24
24
24
27
32x>2
18
18
18
19
22
28
16
16
16
16
20
25
15
15
15
16
19
25
16
16
16
16
20
27
18
18
19
19
21
27
20
20
20
21
24
34
22
22
21
22
23
32
22
22
22
22
24
32
23
23
23
22
24
32
27
27
27
27
28
35x>2
19
19
19
20
24
29
17
17
17
18
22
28
17
17
17
18
20
27
17
17
17
18
22
27
19
19
21
21
22
29
22
22
22
23
26
36
23
23
23
23
24
34
24
24
23
24
25
32
25
25
25
24
26
33
28
28
28
28
31
38x>2
21
21
21
22
25
31
18
18
19
19
23
28
18
18
18
18
23
29
18
18
19
19
23
29
20
21
22
22
23
30
23
23
23
25
26
37
24
24
25
25
26
35
25
25
25
25
27
34
26
26
26
26
28
34
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
14)
76
10 rows
300
350
400
450
500
550
600
650
700
750
800
35
35
35
35
39
48x>2
27
27
28
29
34
46x>2
23
24
24
25
29
39
24
25
24
25
30
44
25
25
25
26
30
38
29
29
28
28
30
45
35
33
34
34
37
56
38
38
38
37
39
52
39
39
39
40
40
49
42
42
42
42
42
51
38
38
38
38
46
50x>2
29
31
29
31
36
47x>2
25
26
26
27
32
40
26
26
27
27
31
44
26
26
26
26
32
45
29
29
29
29
32
46
40
39
38
39
42
57
39
38
38
38
39
53
39
39
39
40
42
54
42
42
42
42
42
52
40
40
40
40
46
55x>2
31
31
31
32
38
48x>2
26
27
27
27
34
46
26
27
27
28
32
46
27
28
28
28
33
46
31
31
30
30
32
47
40
40
39
40
42
62
39
39
38
43
45
57
40
40
40
40
47
56
42
42
42
42
42
56
16
17
16
16
19
22x>2
15
13
14
14
17
22
14
14
15
15
16
22
13
13
13
16
16
23
16
15
15
15
19
24
15
15
16
16
16
25
17
18
18
17
18
33
20
20
20
22
22
34
22
22
22
24
25
34
29
29
29
29
27
36
18
18
18
19
21
26x>2
15
16
16
17
19
25
14
14
15
15
17
23
16
16
16
16
19
26
16
15
15
16
20
26
16
16
16
16
20
27
17
18
18
18
26
36
24
25
25
23
26
35
26
26
26
26
25
37
29
29
29
29
29
38
20
21
21
21
25
29x>2
16
17
17
18
22
28
15
15
16
16
20
26
16
16
16
17
21
28
17
17
17
17
22
28
20
20
19
19
23
29
25
24
24
25
28
38
26
26
26
28
29
38
27
27
27
27
32
38
30
30
30
30
31
40
22
24
23
25
28
32x>2
19
19
19
20
24
29
17
17
18
18
22
28
17
17
17
18
22
29
18
18
18
19
23
30
21
21
21
21
23
31
27
26
26
27
30
44
28
29
29
30
32
40
29
29
30
31
33
40
32
32
33
32
33
42
24
25
26
27
30
35x>2
20
20
20
22
26
31x>2
18
18
18
20
24
30
19
19
19
20
24
32
19
19
20
20
25
33
22
22
22
22
25
34
28
27
28
29
32
45
29
29
29
32
33
46
30
31
31
31
35
42
33
33
33
33
33
42
27
29
27
29
32
38x>2
22
23
22
24
27
33x>2
20
21
21
22
25
33
22
22
22
22
25
33
21
22
21
22
27
34
22
22
23
23
25
34
30
30
29
30
33
46
29
29
29
34
35
47
30
31
31
31
37
49
33
33
33
33
35
45
30
30
31
30
35
41x>2
23
24
24
25
29
36x>2
21
22
22
22
27
33
22
22
22
23
27
35
22
22
22
23
28
36
25
25
25
25
27
36
31
30
30
31
34
47
31
31
31
34
35
48
32
32
32
32
37
49
35
35
35
34
37
51
31
33
34
33
37
46x>2
25
25
27
27
31
40x>2
22
22
22
24
29
36
23
23
23
23
30
38
23
23
24
24
30
37
27
27
26
27
29
38
33
32
32
32
36
52
33
33
33
36
38
48
34
33
34
35
39
49
37
36
36
36
41
51
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
SP-Series Tables
Shape
Depth
in
38
45
51
64
101
176
48
55
61
74
111
186
58
65
71
84
121
196
68
75
81
94
131
206
78
85
91
104
141
216
88
95
101
114
151
226
98
105
111
124
161
236
109
115
121
134
171
246
119
125
131
144
181
256
129
135
141
154
191
266
SP-Series Design
Bottom
Chord
Radius
ft
298
199
149
99
51
29
298
198
148
99
50
28
297
197
147
98
49
27
296
196
146
97
48
27
295
195
146
96
48
26
294
194
145
95
47
25
293
194
144
94
46
24
293
193
143
94
45
23
292
192
142
93
44
22
291
191
141
92
43
22
Top
Chord
Radius
ft
301
201
151
102
53
31
301
201
151
102
53
31
301
201
151
102
53
31
301
201
151
102
53
31
301
201
151
102
53
31
301
201
151
102
53
31
301
201
151
102
53
31
301
201
151
102
53
31
301
201
151
102
53
31
301
201
151
102
53
31
Introduction
Span
ft
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
Chord
Depth
in
26
26
26
26
26
26
36
36
36
36
36
36
46
46
46
46
46
46
56
56
56
56
56
56
66
66
66
66
66
66
76
76
76
76
76
76
86
86
86
86
86
86
96
96
96
96
96
96
106
106
106
106
106
106
116
116
116
116
116
116
10 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
14)
77
Introduction
SP-Series Tables
SP-Series Design
Span
ft
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
Chord
Depth
in
30
30
30
30
30
30
40
40
40
40
40
40
50
50
50
50
50
50
60
60
60
60
60
60
70
70
70
70
70
70
80
80
80
80
80
80
90
90
90
90
90
90
100
100
100
100
100
100
110
110
110
110
110
110
120
120
120
120
120
120
Top
Chord
Radius
ft
361
241
181
122
64
38
361
241
181
122
64
38
361
241
181
122
64
38
361
241
181
122
64
38
361
241
181
122
64
38
361
241
181
122
64
38
361
241
181
122
64
38
361
241
181
122
64
38
361
241
181
122
64
38
361
241
181
122
64
38
Bottom
Chord
Radius
ft
358
238
179
119
61
35
357
238
178
119
60
34
356
237
177
118
60
33
356
236
176
117
59
33
355
235
175
116
58
32
354
234
175
115
57
31
353
233
174
114
56
30
352
233
173
114
55
29
351
232
172
113
55
28
351
231
171
112
54
28
Shape
Depth
in
45
52
60
75
120
210
55
62
70
85
130
220
65
72
80
95
140
230
75
82
90
105
150
240
85
92
100
115
160
250
95
103
110
125
170
260
105
113
120
135
180
270
115
123
130
145
190
280
125
133
140
155
200
290
135
143
150
165
210
300
300
350
400
450
500
550
600
650
700
750
800
49
49
49
49
54
59x>2
33
35
35
36
45
54x>2
31
31
32
33
38
48x>2
30
31
30
32
37
48
32
32
32
33
38
49
31
31
31
33
38
54
35
35
35
35
38
54
43
43
44
45
52
70
47
47
48
48
49
72
47
48
48
49
53
69
49
49
49
49
58
59x>2
36
36
36
38
46
59x>2
33
33
33
34
44
53x>2
32
32
33
34
43
53
33
33
33
34
39
54
33
33
34
35
44
54
37
37
37
38
44
59
46
47
48
49
52
76
50
51
52
52
54
72
48
48
48
53
54
70
53
53
53
53
59x>2
67x>2
38
39
39
44
47
59x>2
34
35
35
36
44
55x>2
33
33
34
36
45
53
34
34
33
34
44
55
35
36
36
36
45
60
43
42
43
43
44
61
47
48
48
50
57
78
51
51
52
53
54
72
51
51
51
53
59
72
20
20
20
21
23
28x>2
16
17
17
18
22
27x>2
16
16
16
17
21
26
16
16
17
18
22
28
17
17
18
19
23
28
17
18
18
18
24
32
22
22
22
22
25
33
22
22
23
23
25
48
25
25
25
27
27
43
30
31
31
31
32
45
22
23
23
25
27
31x>2
18
19
19
21
24
31x>2
17
18
18
20
23
28
18
18
18
20
24
30
19
19
19
21
24
32
21
21
21
21
26
34
25
24
24
24
27
36
24
24
24
25
26
50
26
26
28
28
28
49
31
33
33
32
34
53
25
26
26
27
30
35x>2
21
21
22
22
27
32x>2
19
20
20
21
25
33
19
20
20
21
26
33
21
21
21
22
26
34
22
22
23
23
28
37
25
25
25
25
29
37
24
24
24
25
37
51
29
29
29
29
30
50
33
36
36
37
38
53
28
29
29
30
34
38x>2
22
24
24
24
29
37x>2
21
22
23
23
27
35
22
23
23
23
27
35
23
23
23
24
28
36
23
24
24
25
30
39
27
27
28
28
30
39
34
34
35
36
39
55
30
30
30
30
40
56
38
38
38
39
40
53
31
32
32
33
37
41x>2
25
25
27
27
32
40x>2
23
23
23
25
30
36x>2
23
23
24
25
32
38
24
24
24
26
30
38
26
26
26
27
32
45
30
30
30
30
33
46
36
37
36
38
44
60
40
40
41
41
42
57
42
42
43
44
46
59
35
35
36
36
39
48x>2
28
28
28
29
35
47x>2
25
25
25
28
32
39x>2
25
25
25
27
32
45
25
25
26
27
32
45
28
28
28
29
32
46
31
31
31
31
34
47
41
41
42
43
45
66
45
45
45
47
46
62
43
43
43
44
51
61
38
38
38
39
46
50x>2
30
31
31
32
37
47x>2
27
28
28
28
35
46x>2
27
27
28
28
34
46
28
28
28
29
33
46
30
30
30
30
35
48
33
33
33
33
35
48
42
42
43
44
47
70
45
46
46
47
48
66
43
43
44
45
51
66
44
44
44
45
51
55x>2
32
32
33
34
39
48x>2
28
28
29
30
37
47x>2
29
29
30
30
37
48
29
30
30
31
35
47
30
30
31
31
38
49
33
34
33
33
37
49
42
42
43
44
48
70
46
46
47
48
49
68
43
43
44
48
52
69
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
14)
78
10 rows
300
350
400
450
500
550
600
650
700
750
800
50
50
50
54
55x>2
72x>2
41
40
45
46
51
64x>2
37
37
39
39
47
64x>2
35
36
36
39
45
65
36
36
36
37
46
61
36
36
36
37
47
66
43
44
44
45
48
72
44
46
48
46
51
72
55
56
56
58
65
94
56
58
58
59
67
93
54
57
54
57
62x>2
75x>2
46
46
46
51
55
68x>2
40
40
39
45
51
68x>2
38
38
39
40
47
69
38
39
39
40
47
69
39
38
39
40
47
70
44
44
44
46
51
72
45
47
48
47
54
72
59
60
61
63
69
97
60
61
62
64
68
93
57
57
57
61
66x>2
76x>2
46
51
50
51
56
72x>2
45
46
46
47
55
68x>2
44
44
44
45
52
69
39
40
41
41
49
69
45
45
45
46
48
70
44
44
45
46
52
73
45
51
52
48
54
72
59
60
62
63
69
97
62
61
63
65
71
96
22
23
25
24
27
33x>2
20
19
20
21
25
32x>2
18
19
19
21
24
33
19
19
19
21
25
33
19
19
19
22
26
33
22
22
22
23
27
36
23
23
24
24
31
41
32
32
32
27
33
42
29
29
29
30
34
60
33
34
36
36
37
45
25
26
26
28
31
37x>2
21
23
23
25
28
34x>2
21
21
22
23
27
35x>2
21
21
23
23
27
36
22
22
22
24
29
37
24
24
25
26
29
38
27
27
28
29
34
49
33
35
35
32
36
49
32
32
32
32
34
64
35
36
37
37
38
62
29
30
30
30
35x>2
46x>2
25
25
26
27
32
39x>2
23
23
25
26
31
39x>2
23
23
24
25
32
39
24
24
24
26
31
39
25
25
26
27
32
42
30
30
30
30
35
50
36
36
36
34
37
51
32
32
32
33
37
70
37
39
39
39
38
66
32
33
33
34
38x>2
48x>2
27
27
28
30
35
46x>2
25
25
27
28
32
46x>2
25
25
25
28
32
46
26
26
26
28
33
46
28
28
28
29
34
49
31
32
32
33
38
51
36
36
36
36
40
52
34
34
34
34
38
74
39
39
39
39
40
71
36
35
35
37
44x>2
50x>2
30
31
31
32
38
47x>2
28
28
28
31
35
47x>2
27
27
28
30
34
47
28
28
28
29
36
48
29
29
29
30
35
50
33
34
34
34
39
57
38
38
38
36
42
57
35
35
35
36
40
74
40
40
40
41
42
76
38
38
38
45
46x>2
59x>2
32
32
34
35
44
49x>2
29
30
30
33
38
47x>2
29
29
30
31
37
48
30
30
31
31
39
49
31
31
32
33
37
50
35
35
35
37
45
57
40
39
40
41
47
58
37
37
38
38
57
79
41
41
41
43
59
76
45
45
45
49
50x>2
63x>2
35
35
37
38
45
55x>2
32
33
33
36
44
53x>2
31
32
31
32
43
54
33
33
33
34
41
53
33
33
34
34
40
57
37
37
38
39
46
62
44
44
46
46
48
63
50
51
52
54
60
82
52
53
54
55
59
81
49
49
49
49
54x>2
64x>2
37
37
38
40
47
63x>2
34
34
36
38
46
59x>2
32
33
33
36
45
56
34
34
34
34
46
55
35
35
35
36
46
61
42
42
44
44
47
67
44
45
47
46
49
68
54
56
56
57
64
94
56
57
58
59
62
81
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
SP-Series Tables
Shape
Depth
in
53
62
71
89
141
246
63
72
81
99
151
256
73
82
91
109
161
266
83
92
101
119
171
276
93
102
111
129
181
286
104
112
121
139
191
296
114
122
131
149
201
306
124
132
141
159
211
316
134
142
151
169
221
326
144
152
161
179
231
336
SP-Series Design
Bottom
Chord
Radius
ft
418
278
208
139
71
41
417
277
208
138
71
40
416
276
207
138
70
39
415
276
206
137
69
38
414
275
205
136
68
37
414
274
204
135
67
37
413
273
203
134
66
36
412
272
203
133
66
35
411
271
202
133
65
34
410
271
201
132
64
33
Top
Chord
Radius
ft
421
281
211
142
74
44
421
281
211
142
74
44
421
281
211
142
74
44
421
281
211
142
74
44
421
281
211
142
74
44
421
281
211
142
74
44
421
281
211
142
74
44
421
281
211
142
74
44
421
281
211
142
74
44
421
281
211
142
74
44
Introduction
Span
ft
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
Chord
Depth
in
36
36
36
36
36
36
46
46
46
46
46
46
56
56
56
56
56
56
66
66
66
66
66
66
76
76
76
76
76
76
86
86
86
86
86
86
96
96
96
96
96
96
106
106
106
106
106
106
116
116
116
116
116
116
126
126
126
126
126
126
10 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
14)
79
Introduction
SP-Series Tables
SP-Series Design
Span
ft
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
Chord
Depth
in
40
40
40
40
40
40
50
50
50
50
50
50
60
60
60
60
60
60
70
70
70
70
70
70
80
80
80
80
80
80
90
90
90
90
90
90
100
100
100
100
100
100
110
110
110
110
110
110
120
120
120
120
120
120
130
130
130
130
130
130
Top
Chord
Radius
ft
481
321
242
163
85
50
481
321
242
163
85
50
481
321
242
163
85
50
481
321
242
163
85
50
481
321
242
163
85
50
481
321
242
163
85
50
481
321
242
163
85
50
481
321
242
163
85
50
481
321
242
163
85
50
641
385
276
194
123
67
Bottom
Chord
Radius
ft
478
318
238
159
82
47
477
317
238
158
81
46
476
316
237
158
80
45
475
315
236
157
79
44
474
315
235
156
78
43
473
314
234
155
78
43
473
313
233
154
77
42
472
312
233
153
76
41
471
311
232
153
75
40
630
374
265
183
113
56
Shape
Depth
in
60
70
80
100
160
280
70
80
90
110
170
290
80
90
100
120
180
300
90
100
110
130
190
310
100
110
120
140
200
320
110
120
130
150
210
330
120
130
140
160
220
340
130
140
150
170
230
350
140
150
160
180
240
360
145
155
165
180
210
290
300
350
400
450
500
550
600
650
700
750
800
58
58
58
64
70x>2
81x>2
51
51
51
55
59
72x>2
46
46
47
47
59
73x>2
44
45
45
48
57
70x>2
45
46
47
46
57
70
46
46
47
47
54
71
44
46
48
49
57
73
46
45
46
47
60
76
56
56
57
62
64
83
52
52
52
53
54
92
65
65
65
65
70x>2
85x>2
51
55
55
55
67
76x>2
48
48
52
51
60
73x>2
46
46
47
50
62
71x>2
46
47
47
48
61
75
46
47
48
48
62
76
45
48
48
51
61
79
46
46
47
49
64
81
60
60
62
66
69
92
53
53
52
53
58
95
65
68
69
69
78x>2
99x>2
58
55
55
59
67
82x>2
52
52
52
55
64
82x>2
47
47
48
54
62
79x>2
47
47
48
49
65
79
48
48
48
49
62
77
50
51
52
58
65
82
51
51
51
54
64
81
61
62
66
70
73
95
70
72
73
73
78
95
26
26
27
27
32x>2
40x>2
23
23
24
25
30
36x>2
22
23
23
25
30
37x>2
22
23
23
25
30
37
25
25
24
26
31
39
25
25
25
27
31
41
26
26
27
31
37
44
32
32
31
31
38
52
34
34
34
36
37
56
39
39
39
37
38
41
30
30
32
32
35x>2
46x>2
26
27
27
27
32
41x>2
25
25
26
28
31
45x>2
24
26
26
28
33
46
26
26
26
29
33
46
27
28
28
30
34
47
31
31
31
33
38
51
33
33
32
35
38
54
36
36
36
38
47
58
41
41
41
40
40
45
33
35
35
36
43x>2
50x>2
28
30
30
32
38
47x>2
27
28
28
30
37
48x>2
27
28
29
31
35
48x>2
28
28
29
31
37
48
30
30
30
32
36
50
33
33
34
36
40
53
35
35
35
36
43
55
46
46
46
46
52
63
43
42
41
42
42
47
37
38
39
39
46x>2
59x>2
31
32
34
35
44
49x>2
30
31
32
33
43
48x>2
30
31
31
34
38
49x>2
31
31
32
33
43
54
32
32
33
34
40
55
34
35
36
37
44
58
36
36
36
37
49
60
47
47
52
52
52
67
43
43
41
42
44
48
45
45
45
45
50x>2
63x>2
35
35
36
38
45
55x>2
33
33
34
36
45
55x>2
32
33
34
37
46
55x>2
33
33
33
35
45
59
33
34
35
35
46
59
36
37
38
41
49
63
37
37
37
39
50
64
52
52
52
52
54
72
43
45
44
45
46
49
49
49
49
53
58x>2
64x>2
39
39
40
45
47
64x>2
36
37
37
39
46
64x>2
34
34
36
38
46
61x>2
35
36
36
38
46
61
36
36
36
37
47
65
38
39
40
44
51
65
39
39
40
41
50
70
52
52
52
54
56
78
47
47
46
52
52
80
50
50
53
57
58x>2
72x>2
40
45
46
46
55
65x>2
39
40
39
46
51
68x>2
36
37
39
41
48
70x>2
38
39
39
40
46
70
39
40
39
40
47
70
44
44
46
48
51
73
44
45
45
46
51
75
52
52
52
58
59
78
52
51
51
52
53
80
57
54
57
57
62x>2
75x>2
46
46
51
51
55
72x>2
45
46
46
47
56
69x>2
39
40
40
46
53
70x>2
44
44
45
46
51
70
44
46
45
46
52
71
44
45
47
48
56
73
46
45
45
47
56
76
56
56
56
62
63
83
52
52
52
52
54
89
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
14)
80
10 rows
300
350
400
450
500
550
600
650
700
750
800
69
72
69
73
83x>2
100x>2
59
63
63
63
71x>2
95x>2
56
56
57
60
68
92x>2
50
50
54
57
66
83x>2
48
49
49
54
66
81x>2
54
53
54
55
63
79
54
55
55
56
65
79
59
60
60
61
67
77
59
59
60
61
64
84
63
63
63
65
66
80
73
73
73
78
87x>2
100x>2
63
63
66
70
79
100x>2
57
57
60
64
68
96x>2
57
58
58
58
69
93x>2
53
55
54
58
66
94x>2
54
55
56
60
67
83
54
59
60
61
69
79
59
60
61
63
71
81
63
64
65
65
67
87
63
63
65
66
66
85
28
30
30
32
36x>2
47x>2
27
28
28
29
35
46x>2
25
26
27
28
32
46x>2
24
26
26
28
33
46x>2
26
27
27
29
34
47
30
30
31
32
36
49
33
32
33
34
37
48
34
34
34
35
37
50
37
37
38
38
38
55
39
43
43
43
44
51
33
34
35
35
43x>2
49x>2
30
30
30
33
38
48x>2
28
29
30
31
37
48x>2
28
29
29
31
35
48x>2
29
29
29
31
37
50
33
34
34
36
37
49
35
35
35
37
39
50
36
36
37
37
44
53
37
37
38
38
44
56
44
44
44
44
44
58
36
38
38
39
46x>2
59x>2
33
33
35
36
44
55x>2
31
33
33
35
44
54x>2
32
32
33
34
45
54x>2
31
32
34
34
44
55
35
35
36
37
41
51
37
37
37
39
43
52
38
39
39
39
47
55
42
42
42
43
46
57
46
46
46
46
49
59
44
45
45
50
51x>2
64x>2
36
37
38
43
47
64x>2
34
35
35
38
45
56x>2
34
34
34
37
46
55x>2
34
34
34
36
46
57
37
38
38
39
47
60
38
39
40
40
49
56
44
44
44
45
53
60
48
48
49
50
51
62
48
48
48
49
54
63
50
50
50
50
55x>2
68x>2
40
45
45
47
55
68x>2
37
39
39
44
47
65x>2
37
37
37
40
48
66x>2
36
37
37
39
47
63x>2
40
40
41
42
47
64
41
42
42
43
50
61
49
49
49
51
53
65
49
49
50
50
52
70
53
52
53
54
55
66
50
50
54
54
62x>2
72x>2
46
47
47
51
56
72x>2
40
45
45
46
56
69x>2
40
40
40
46
53
70x>2
38
39
39
45
52
71x>2
45
45
46
47
48
67
47
47
48
49
51
66
49
49
50
52
54
69
49
49
50
51
54
74
53
53
55
55
56
73
54
55
58
62
67x>2
81x>2
51
51
51
55
60x>2
73x>2
46
47
46
48
60
73x>2
45
46
46
48
58
70x>2
44
45
45
47
54
71x>2
46
47
47
48
49
67
48
48
49
50
51
70
49
49
51
53
63
73
49
50
51
52
58
74
54
55
55
55
57
77
58
62
62
62
70x>2
85x>2
52
55
55
56
67x>2
82x>2
48
48
48
56
61
79x>2
47
48
48
49
62
71x>2
46
47
47
48
62
71x>2
47
48
49
49
55
71
48
49
50
51
56
71
52
53
54
57
63
73
54
55
56
57
58
77
58
58
59
60
62
77
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
65
62
65
69
75x>2
95x>2
56
56
56
63
67x>2
86x>2
52
52
56
56
65
83x>2
48
50
49
57
65
79x>2
47
47
48
50
66
80x>2
49
50
49
50
59
74
53
54
55
55
58
71
54
55
56
57
67
73
55
55
56
58
63
77
59
59
59
61
62
77
9 rows
SP-Series Tables
Shape
Depth
in
68
80
91
114
181
316
78
90
101
124
191
326
88
100
111
134
201
336
98
110
121
144
211
346
109
120
131
154
221
356
113
124
135
152
186
276
123
134
145
162
196
286
133
144
155
172
206
296
143
154
165
182
216
306
153
164
175
192
226
316
SP-Series Design
Bottom
Chord
Radius
ft
537
358
268
179
92
52
536
357
267
178
91
52
535
356
266
177
90
51
535
355
266
176
89
50
534
354
265
176
88
49
713
425
302
210
131
67
712
424
301
210
130
66
711
424
301
209
129
65
710
423
300
208
128
65
709
422
299
207
127
64
Top
Chord
Radius
ft
541
361
272
183
96
56
541
361
272
183
96
56
541
361
272
183
96
56
541
361
272
183
96
56
541
361
272
183
96
56
721
433
310
218
139
75
721
433
310
218
139
75
721
433
310
218
139
75
721
433
310
218
139
75
721
433
310
218
139
75
Introduction
Span
ft
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
Chord
Depth
in
46
46
46
46
46
46
56
56
56
56
56
56
66
66
66
66
66
66
76
76
76
76
76
76
86
86
86
86
86
86
96
96
96
96
96
96
106
106
106
106
106
106
116
116
116
116
116
116
126
126
126
126
126
126
136
136
136
136
136
136
10 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
14)
81
Introduction
SP-Series Tables
SP-Series Design
Span
ft
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
Chord
Depth
in
50
50
50
50
50
50
58
58
58
58
58
58
66
66
66
66
66
66
74
74
74
74
74
74
82
82
82
82
82
82
90
90
90
90
90
90
98
98
98
98
98
98
106
106
106
106
106
106
114
114
114
114
114
114
122
122
122
122
122
122
Top
Chord
Radius
ft
601
402
302
203
106
63
601
402
302
203
106
63
801
481
345
243
154
83
801
481
345
243
154
83
801
481
345
243
154
83
801
481
345
243
154
83
801
481
345
243
154
83
801
481
345
243
154
83
801
481
345
243
154
83
801
481
345
243
154
83
Bottom
Chord
Radius
ft
597
397
298
199
102
58
596
397
297
198
101
58
795
476
339
237
149
78
795
475
339
236
148
77
794
474
338
236
147
77
793
474
337
235
147
76
793
473
337
234
146
75
792
472
336
234
145
75
791
472
335
233
145
74
791
471
335
232
144
73
Shape
Depth
in
75
87
100
125
200
350
83
95
108
133
208
358
85
97
110
129
166
266
93
105
118
137
174
274
101
113
126
145
182
282
109
121
134
153
190
290
117
129
142
161
198
298
125
137
150
169
206
306
133
145
158
177
214
314
141
153
166
185
222
322
300
350
400
450
500
550
600
650
700
750
800
73
73
73
78
88x>2
100x>2
63
63
70
70
80x>2
96x>2
57
64
64
64
68
82x>2
57
58
58
61
68
79x>2
58
58
59
62
66
79
54
55
58
62
66
80
54
55
57
64
68
78
55
56
57
65
68
88
62
62
63
64
70
80
61
61
64
67
75
92
78
78
78
78
92x>2
121x>2
70
70
70
70
89x>2
101x>2
64
64
64
68
71
90x>2
61
62
62
68
69
91x>2
62
62
62
62
69
88
59
62
62
62
66
89
59
61
63
64
68
90
59
61
61
65
69
91
62
63
64
68
71
91
65
66
71
71
75
96
82
82
90
91
93x>2
121x>2
71
74
78
78
93x>2
114x>2
68
71
71
71
79
91x>2
62
65
69
69
72
91x>2
63
63
63
69
70
92
63
63
63
66
70
92
60
64
65
68
71
90
62
61
65
69
72
92
67
68
72
72
71
95
65
67
71
74
75
99
32
33
34
35
43x>2
49x>2
30
30
31
33
38x>2
48x>2
29
29
30
32
35
44x>2
28
29
31
32
33
45
29
29
31
32
33
45
30
30
32
34
34
46
32
33
34
36
39
48
35
35
35
36
39
50
33
33
33
34
44
51
34
37
37
37
46
55
36
38
38
44
47x>2
59x>2
34
36
36
37
45x>2
55x>2
33
34
34
35
38
46x>2
31
32
33
35
38
47x>2
31
33
34
35
39
47
32
34
34
34
38
49
35
36
37
38
41
51
36
36
37
38
42
57
36
36
36
44
46
57
47
47
47
47
53
61
45
45
45
46
55x>2
64x>2
38
38
38
44
48x>2
64x>2
37
37
37
39
44
53x>2
35
36
36
39
45
52x>2
35
35
37
39
45
53
34
34
37
38
45
54
37
37
39
41
47
55
38
39
39
42
49
61
42
43
44
46
52
60
48
48
48
53
54
65
50
50
50
54
59x>2
72x>2
45
46
46
47
56x>2
72x>2
40
40
45
46
48
61x>2
39
40
40
45
47
62x>2
38
38
40
45
46
58
38
38
40
45
46
59
40
42
42
47
50
61
41
41
42
48
50
67
49
50
51
52
54
67
53
53
53
53
57
71
54
54
54
58
63x>2
72x>2
47
51
51
55
60x>2
72x>2
46
46
48
48
56
65x>2
45
45
46
47
52
66x>2
46
45
46
46
48
66
45
45
46
47
48
68
46
48
47
49
50
69
47
48
48
49
50
71
50
51
52
53
54
71
53
53
53
53
60
75
58
58
61
62
70x>2
81x>2
51
55
55
55
67x>2
82x>2
48
48
52
52
56
69x>2
47
47
49
49
57
66x>2
47
47
48
48
57
67
47
47
48
48
54
68
48
49
49
50
55
69
48
48
49
51
55
71
51
52
53
54
59
72
54
54
54
56
62
75
62
62
62
69
75x>2
94x>2
55
56
56
62
68x>2
82x>2
52
53
56
56
60
70x>2
49
49
53
57
61
70x>2
48
49
50
54
61
71
48
48
49
53
62
69
49
50
50
55
60
70
50
49
51
52
61
71
56
57
58
58
64
72
58
58
58
64
67
75
72
72
69
70
83x>2
95x>2
63
63
63
70
76x>2
95x>2
57
57
57
60
67
78x>2
57
57
57
57
64
75x>2
54
54
58
58
62
76
53
53
55
55
62
77
53
54
55
56
64
78
53
54
55
57
65
79
57
58
58
59
68
80
61
61
62
67
75
84
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
14)
82
10 rows
300
350
400
450
500
550
600
650
700
750
800
78
78
91
83
91x>2
114x>2
71
71
71
79
79
95x>2
69
69
72
72
80
91x>2
62
65
69
69
77
92x>2
63
63
66
70
70
92x>2
63
63
67
67
70
93
61
64
69
69
72
94
68
71
70
70
73
96
67
69
72
72
76
99
68
69
71
74
74
100
83
83
91
98
92x>2
115x>2
79
79
79
79
88
107x>2
72
72
72
77
81
96x>2
69
69
69
72
77
92x>2
67
70
70
70
78
92x>2
67
68
68
70
78
94
68
68
69
69
77
94
71
71
70
70
82
97
69
73
73
73
81
99
70
71
75
75
78
100
99
91
99
99
100x>2
115x>2
80
84
80
92
92
115x>2
73
73
81
81
89
108x>2
70
73
73
77
89
108x>2
71
71
70
74
81
104x>2
68
68
71
71
79
94x>2
69
70
70
73
81
106
71
72
71
74
85
109
72
73
73
73
84
111
72
75
75
75
83
100
35
35
36
38
43
48x>2
33
35
35
36
43
47x>2
33
33
35
36
39
47x>2
33
33
34
35
38
47x>2
32
34
34
36
39
48
35
36
37
38
45
50
36
36
37
39
47
56
33
34
36
41
50
57
37
36
37
44
51
62
39
39
39
45
47
58
40
44
44
46
46
56x>2
38
39
39
44
45
57x>2
36
38
39
41
45
54x>2
36
37
38
40
46
53x>2
35
37
38
40
46
53
36
38
41
42
47
56
38
39
41
47
49
61
42
42
44
48
51
62
42
43
45
51
54
71
44
45
46
48
54
67
46
50
50
51
55
64x>2
45
45
45
47
55
61x>2
41
45
45
47
48
62x>2
40
40
45
46
47
62x>2
40
40
46
47
47
63
41
42
46
47
48
69
41
42
48
48
50
66
44
45
49
49
52
68
50
50
51
52
55
74
51
52
52
54
55
76
51
55
55
55
59
71x>2
48
52
51
55
55
68x>2
47
47
48
49
57
67x>2
46
46
47
47
53
66x>2
46
47
47
48
54
67
47
47
47
48
53
69
47
48
49
50
55
70
49
50
52
52
58
72
51
52
52
54
60
74
52
53
54
55
60
76
55
58
62
62
66
80x>2
55
56
56
56
60
69x>2
49
52
56
57
61
70x>2
48
48
49
53
61
67x>2
48
48
49
54
62
68x>2
48
48
48
53
58
69
49
49
50
54
60
71
51
52
53
56
65
72
52
53
53
58
65
78
53
54
55
56
61
76
62
62
63
69
70
81x>2
56
56
59
63
67
77x>2
57
57
57
61
68
78x>2
54
57
57
57
65
75x>2
49
51
55
58
62
76x>2
49
50
53
55
66
78
53
54
55
57
68
79
56
57
57
57
69
77
57
58
58
59
72
86
58
59
60
60
66
84
70
70
73
70
78
90x>2
63
63
63
67
70
90x>2
58
58
61
65
68
87x>2
57
58
62
61
68
87x>2
55
58
59
62
66
80x>2
54
55
55
62
66
81
54
55
57
64
68
87
57
58
58
66
70
89
61
62
63
64
72
98
60
61
60
65
73
84
73
73
82
78
79x>2
95x>2
64
70
70
70
75
90x>2
65
65
65
69
72
91x>2
61
62
62
69
69
91x>2
59
59
62
66
70
92x>2
59
63
63
66
67
90
59
61
64
68
68
90
63
64
64
70
73
92
62
63
65
72
73
98
64
64
65
67
74
96
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
SP-Series Tables
Shape
Depth
in
77
90
104
125
166
276
85
98
112
133
174
284
93
106
120
141
182
292
101
114
128
149
190
300
109
122
136
157
198
308
117
130
144
165
206
316
125
138
152
173
214
324
133
146
160
181
222
332
141
154
168
189
230
340
149
162
176
197
238
348
SP-Series Design
Bottom
Chord
Radius
ft
876
525
374
262
165
87
876
524
374
262
164
86
875
523
373
261
164
86
874
523
372
260
163
85
874
522
372
260
162
84
873
521
371
259
162
84
872
521
370
258
161
83
872
520
370
258
160
82
871
519
369
257
160
82
870
519
368
256
159
81
Top
Chord
Radius
ft
881
529
379
267
170
92
881
529
379
267
170
92
881
529
379
267
170
92
881
529
379
267
170
92
881
529
379
267
170
92
881
529
379
267
170
92
881
529
379
267
170
92
881
529
379
267
170
92
881
529
379
267
170
92
881
529
379
267
170
92
Introduction
Span
ft
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
Chord
Depth
in
56
56
56
56
56
56
64
64
64
64
64
64
72
72
72
72
72
72
80
80
80
80
80
80
88
88
88
88
88
88
96
96
96
96
96
96
104
104
104
104
104
104
112
112
112
112
112
112
120
120
120
120
120
120
128
128
128
128
128
128
10 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
14)
83
Introduction
SP-Series Tables
SP-Series Design
Span
ft
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
120
Chord
Depth
in
60
60
60
60
60
60
68
68
68
68
68
68
76
76
76
76
76
76
84
84
84
84
84
84
92
92
92
92
92
92
100
100
100
100
100
100
108
108
108
108
108
108
116
116
116
116
116
116
124
124
124
124
124
124
132
132
132
132
132
132
Top
Chord
Radius
ft
961
578
414
291
185
100
961
578
414
291
185
100
961
578
414
291
185
100
961
578
414
291
185
100
961
578
414
291
185
100
961
578
414
291
185
100
961
578
414
291
185
100
961
578
414
291
185
100
1441
721
482
363
244
128
1441
721
482
363
244
128
Bottom
Chord
Radius
ft
956
573
409
286
180
95
955
572
408
285
179
94
955
571
407
285
179
94
954
571
407
284
178
93
953
570
406
283
177
92
953
569
405
283
177
92
952
569
405
282
176
91
951
568
404
281
175
90
1430
711
472
352
233
117
1430
710
471
352
233
117
Shape
Depth
in
83
98
113
135
180
300
91
106
121
143
188
308
99
114
129
151
196
316
107
122
137
159
204
324
115
130
145
167
212
332
123
138
153
175
220
340
131
146
161
183
228
348
139
154
169
191
236
356
139
154
169
184
214
304
147
162
177
192
222
312
300
350
400
450
500
550
600
650
700
750
800
99
91
91
91
100x>2
115x>2
80
80
80
88
92
116x>2
72
73
77
80
93
108x>2
69
69
73
77
82
97x>2
71
71
71
71
79
93x>2
69
69
72
73
81
96x>2
69
70
70
73
81
97x>2
72
73
73
73
81
98
70
73
73
73
76
95
70
71
75
74
75
97
99
99
99
99
111x>2
116x>2
80
92
99
92
93
116x>2
80
81
81
81
94
116x>2
73
73
78
81
91
109x>2
72
72
75
79
90
109x>2
73
72
73
81
92
108x>2
69
70
73
78
89
109x>2
72
73
73
81
93
110
72
74
74
74
84
98
72
75
75
75
78
97
100
100
110
110
112x>2
138x>2
92
100
99
100
111
117x>2
85
81
90
93
94
116x>2
79
81
81
89
95
117x>2
80
80
80
83
91
110x>2
73
73
81
81
93
112x>2
74
74
74
81
93
113x>2
77
78
81
81
96
110
79
79
82
82
86
98
75
76
75
75
83
100
39
40
45
44
47x>2
57x>2
37
38
40
44
45
53x>2
36
37
38
39
46
52x>2
35
36
37
39
46
54x>2
35
38
38
40
47
53x>2
37
37
40
42
49
56
38
40
40
42
48
57
38
43
46
50
53
64
38
39
48
49
54
61
43
45
51
51
57
60
47
47
51
51
55x>2
64x>2
46
46
46
47
51
62x>2
41
41
45
47
47
62x>2
40
40
45
46
48
63x>2
39
41
46
47
48
60x>2
40
42
48
49
50
62
41
42
48
48
51
68
45
46
51
52
55
69
50
50
54
54
54
65
53
53
53
57
58
65
51
55
55
55
59x>2
68x>2
48
52
52
56
60
69x>2
47
47
49
49
57
66x>2
46
46
48
48
54
67x>2
47
47
48
48
55
68x>2
47
48
50
50
55
70
48
48
50
51
56
72
51
52
52
54
59
73
55
55
55
55
55
71
58
58
58
58
58
69
55
59
62
62
66x>2
77x>2
56
56
56
60
67
75x>2
49
52
56
57
61
70x>2
49
50
50
57
62
71x>2
49
50
50
55
63
68x>2
50
50
51
55
65
71x>2
49
49
51
55
61
72
53
54
55
59
65
73
55
55
55
55
61
75
58
58
58
58
63
77
63
63
66
69
70x>2
90x>2
56
60
63
63
67
78x>2
57
57
57
61
68
79x>2
50
57
58
58
66
76x>2
51
55
55
59
66
77x>2
51
51
57
60
68
79x>2
50
51
56
57
69
80
58
59
59
63
72
81
59
59
59
60
69
76
62
62
62
62
65
77
70
70
70
73
78x>2
90x>2
64
64
67
70
75
95x>2
58
61
64
65
69
87x>2
58
58
62
61
70
80x>2
59
59
63
63
67
89x>2
57
60
61
64
68
91x>2
56
57
61
65
69
92
59
60
65
69
73
90
59
59
60
65
72
81
62
62
62
63
71
78
74
78
78
78
87x>2
95x>2
70
74
71
71
79
95x>2
65
65
68
69
77
91x>2
62
62
69
69
73
92x>2
63
63
63
67
70
92x>2
63
64
64
68
72
94x>2
61
65
65
69
70
93
64
65
68
72
73
94
62
63
65
72
72
92
66
66
67
68
74
86
83
83
83
91
92x>2
115x>2
75
76
79
79
88
107x>2
69
72
72
72
81
92x>2
66
69
69
69
78
93x>2
64
67
70
70
78
93x>2
65
65
68
72
73
95x>2
65
65
69
69
78
96
69
72
73
73
81
97
68
69
72
73
76
95
69
69
70
74
74
94
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
14)
84
10 rows
300
350
400
450
500
550
600
650
700
750
800
100
100
100
100
112x>2
116x>2
92
92
93
93
112x>2
117x>2
81
81
89
93
94
117x>2
81
81
82
90
94
117x>2
79
79
82
90
91
117x>2
77
80
80
91
91
110x>2
73
74
74
81
82
94x>2
74
74
74
82
82
96
72
75
76
80
92
97
77
78
81
81
92
109
100
100
111
112
122x>2
138x>2
93
93
100
100
112x>2
129x>2
93
93
94
93
113
117x>2
82
82
94
94
95
117x>2
82
82
90
90
95
118x>2
80
81
91
91
96
117x>2
78
82
82
82
93
110x>2
79
79
82
83
94
111
80
81
81
84
95
112
77
81
81
84
93
109
112
112
112
112
123x>2
139x>2
101
101
112
112
113x>2
140x>2
94
94
94
101
113
118x>2
94
94
94
95
113
129x>2
91
91
91
95
106
129x>2
92
92
92
92
107
130x>2
83
82
85
93
93
111x>2
83
82
83
93
95
112
81
84
85
93
96
113
88
89
92
92
96
113
45
45
47
47
55
61x>2
45
45
46
46
48
62x>2
40
40
45
46
47
59x>2
40
41
45
46
48
59x>2
40
40
45
46
47
59x>2
42
42
47
48
49
64x>2
40
41
43
48
50
56
40
43
43
49
50
57
44
45
50
50
53
60
45
50
51
51
52
63
51
51
55
55
59x>2
69x>2
48
48
48
56
60
66x>2
47
47
48
49
57
67x>2
46
47
48
48
53
67x>2
46
47
47
48
54
67x>2
47
47
48
49
55
69x>2
48
49
50
51
51
62
48
48
50
50
51
63
50
51
51
53
54
72
51
51
52
54
59
69
56
56
56
60
67x>2
78x>2
56
56
56
60
64
75x>2
49
52
56
57
61
71x>2
50
50
53
57
61
71x>2
49
49
54
54
62
72x>2
49
50
53
55
63
74x>2
50
51
51
52
57
70
50
51
51
52
58
70
52
53
54
58
59
72
53
54
54
58
63
73
63
63
63
67
71x>2
90x>2
60
60
63
67
68
79x>2
57
57
57
61
68
79x>2
58
58
58
61
65
76x>2
54
58
58
62
66
77x>2
55
55
59
63
67
77x>2
51
52
57
57
65
70
51
52
57
58
65
70
57
58
59
63
68
72
58
59
59
64
72
78
70
70
71
71
79x>2
90x>2
64
67
67
71
76
91x>2
62
64
65
68
69
91x>2
58
62
62
69
69
88x>2
59
62
62
65
69
89x>2
59
63
63
67
70
89x>2
57
58
64
65
69
78
57
57
65
65
69
78
59
59
64
68
72
81
62
64
65
69
72
82
71
79
78
79
87x>2
95x>2
71
71
71
76
88
96x>2
69
69
69
72
77
92x>2
65
69
69
69
77
92x>2
62
66
69
69
77
93x>2
64
67
67
70
76
93x>2
65
65
66
69
73
90
65
66
66
69
70
90
64
67
72
72
72
93
63
65
72
73
73
94
79
79
79
92
92x>2
115x>2
76
79
80
80
88x>2
108x>2
72
72
72
77
80
97x>2
70
73
73
73
81
93x>2
70
70
70
73
78
93x>2
68
71
71
71
79
93x>2
66
69
69
73
73
94
66
70
70
73
74
94
71
71
72
72
75
96
68
72
73
73
81
97
92
92
92
92
100x>2
115x>2
80
80
88
92
93x>2
116x>2
77
80
80
80
89
109x>2
73
73
78
81
90
109x>2
71
74
78
78
90
109x>2
72
72
75
79
91
110x>2
70
73
73
73
81
94
71
71
74
74
82
95
72
72
72
75
80
96
72
72
73
76
81
98
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
SP-Series Tables
Shape
Depth
in
90
107
123
147
196
326
96
113
129
153
202
332
102
119
135
159
208
338
108
125
141
165
214
344
114
131
147
171
220
350
120
137
153
177
226
356
118
135
151
167
200
297
124
141
157
173
206
303
130
147
163
179
212
309
136
153
169
185
218
315
SP-Series Design
Bottom
Chord
Radius
ft
1036
620
443
310
195
103
1035
620
442
309
194
102
1035
619
442
309
194
102
1034
619
441
308
193
101
1034
618
441
308
193
101
1033
618
440
307
192
100
1552
773
514
384
256
130
1552
772
513
384
255
129
1551
772
513
383
255
129
1551
771
512
383
254
128
Top
Chord
Radius
ft
1041
626
448
315
200
108
1041
626
448
315
200
108
1041
626
448
315
200
108
1041
626
448
315
200
108
1041
626
448
315
200
108
1041
626
448
315
200
108
1561
781
522
393
264
138
1561
781
522
393
264
138
1561
781
522
393
264
138
1561
781
522
393
264
138
Introduction
Span
ft
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
130
Chord
Depth
in
66
66
66
66
66
66
72
72
72
72
72
72
78
78
78
78
78
78
84
84
84
84
84
84
90
90
90
90
90
90
96
96
96
96
96
96
102
102
102
102
102
102
108
108
108
108
108
108
114
114
114
114
114
114
120
120
120
120
120
120
10 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
14)
85
Introduction
SP-Series Tables
SP-Series Design
Span
ft
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
Chord
Depth
in
70
70
70
70
70
70
76
76
76
76
76
76
82
82
82
82
82
82
88
88
88
88
88
88
94
94
94
94
94
94
100
100
100
100
100
100
106
106
106
106
106
106
112
112
112
112
112
112
118
118
118
118
118
118
124
124
124
124
124
124
Top
Chord
Radius
ft
1121
674
483
340
216
117
1121
674
483
340
216
117
1681
841
562
423
284
149
1681
841
562
423
284
149
1681
841
562
423
284
149
1681
841
562
423
284
149
1681
841
562
423
284
149
1681
841
562
423
284
149
1681
841
562
423
284
149
1681
841
562
423
284
149
Bottom
Chord
Radius
ft
1115
668
477
334
210
111
1115
667
476
333
210
110
1674
835
555
416
278
142
1673
834
555
416
277
141
1673
834
554
415
277
141
1672
833
554
415
276
140
1672
833
553
414
276
140
1671
832
553
414
275
139
1671
832
552
413
275
139
1670
831
552
413
274
138
Shape
Depth
in
96
114
131
158
210
350
102
120
137
164
216
356
100
117
135
152
187
292
106
123
141
158
193
298
112
129
147
164
199
304
118
135
153
170
205
310
124
141
159
176
211
316
130
147
165
182
217
322
136
153
171
188
223
328
142
159
177
194
229
334
300
350
400
450
500
550
600
650
700
750
800
112
111
112
112
113x>2
139x>2
101
101
101
112
113x>2
129x>2
94
94
94
94
112
115x>2
91
94
94
94
94
115x>2
83
83
91
91
95
116x>2
81
84
92
92
92
119x>2
82
83
90
94
94
111x>2
81
83
84
94
95
112
81
81
84
85
97
114
81
82
82
94
97
115
112
122
112
123
123x>2
140x>2
101
112
113
113
114x>2
140x>2
94
102
101
112
113
126x>2
95
95
95
102
113
127x>2
92
95
96
96
96
116x>2
92
92
93
93
97
119x>2
91
93
94
94
98
118x>2
93
92
94
94
99
119
85
85
94
96
97
114
90
93
94
94
97
116
123
123
123
123
135x>2
151x>2
113
113
113
113
124x>2
150x>2
103
113
113
113
113
137x>2
96
103
103
114
114
127x>2
96
97
96
96
114
117x>2
93
97
97
97
109
120x>2
95
95
95
99
110
130x>2
95
96
95
96
100
130
94
96
96
96
102
121
94
95
97
97
97
123
48
48
52
56
56x>2
66x>2
47
48
48
48
56
66x>2
46
46
47
47
49
61x>2
46
46
46
48
48
62x>2
42
47
47
48
49
59x>2
47
48
48
49
50
62x>2
48
49
50
50
52
62
50
51
53
53
53
67
46
51
53
54
55
67
55
55
55
55
55
71
56
56
56
60
67x>2
70x>2
53
56
56
57
61x>2
70x>2
49
49
56
57
60
65x>2
49
50
50
57
58
67x>2
49
50
50
51
55
67x>2
49
50
51
51
57
70x>2
50
51
51
56
58
70
53
53
54
58
59
71
53
54
55
56
60
74
55
55
55
59
60
75
63
63
64
67
71x>2
82x>2
57
60
60
64
68x>2
79x>2
58
58
61
61
65
74x>2
58
58
58
62
65
75x>2
51
58
59
59
63
72x>2
51
56
56
60
64
74x>2
52
56
57
61
65
70x>2
54
58
60
64
70
76
55
55
60
62
69
74
55
59
59
64
68
76
67
70
71
71
79x>2
91x>2
64
67
68
71
76x>2
91x>2
61
65
68
68
68
78x>2
62
62
62
69
69
79x>2
59
59
63
63
70
80x>2
59
63
64
64
68
79x>2
57
65
66
69
69
79x>2
60
63
68
70
71
79
60
61
66
69
73
83
58
64
65
69
73
84
71
79
79
79
88x>2
96x>2
72
72
72
77
80x>2
92x>2
69
69
69
72
77
90x>2
66
69
70
70
78
91x>2
64
64
70
70
71
91x>2
64
64
68
68
72
90x>2
65
66
70
70
73
91x>2
67
68
72
71
74
91
65
68
72
73
74
94
65
66
73
73
73
96
80
80
80
92
93x>2
116x>2
80
80
80
80
89x>2
108x>2
72
73
77
77
80
90x>2
70
73
73
78
81
91x>2
71
71
71
74
79
92x>2
68
71
71
72
80
94x>2
70
70
73
73
79
95x>2
71
72
73
75
79
96
72
73
73
74
77
98
72
73
73
74
81
99
92
99
92
93
112x>2
116x>2
81
81
93
93
93x>2
116x>2
78
81
81
81
89
107x>2
74
78
81
81
90
107x>2
72
75
75
79
82
92x>2
72
72
75
80
80
94x>2
73
74
74
81
82
95x>2
72
75
75
80
83
96
73
73
76
77
85
98
73
74
74
77
82
99
101
100
100
111
112x>2
117x>2
93
93
93
93
112x>2
117x>2
81
89
93
93
93
114x>2
82
82
90
90
94
115x>2
80
80
82
82
91
108x>2
80
80
80
84
92
110x>2
78
81
82
82
93
111x>2
80
80
83
83
94
112
76
76
77
85
93
98
78
81
82
82
94
111
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
14)
86
10 rows
300
350
400
450
500
550
600
650
700
750
800
112
113
113
112
123
137x>2
103
113
113
113
114
137x>2
96
103
113
113
114
127x>2
96
96
96
96
114
116x>2
93
97
97
98
116
119x>2
93
94
94
98
109
130x>2
95
96
95
96
100
131x>2
93
96
96
97
98
122x>2
94
94
97
97
98
122
84
87
96
98
100
116
123
123
123
123
124
138x>2
114
114
114
114
124
138x>2
114
114
114
114
114
138x>2
97
104
115
115
115
128x>2
98
98
99
116
116
130x>2
93
97
98
98
116
130x>2
96
96
100
100
111
131x>2
96
97
97
101
113
133x>2
96
98
98
99
103
134
97
97
100
100
105
124
124
124
124
134
135
158x>2
115
124
124
124
135
148x>2
115
115
115
115
135
148x>2
116
116
116
115
116
139x>2
99
105
116
117
117
141x>2
98
99
110
116
117
131x>2
100
100
112
112
119
132x>2
97
97
101
102
121
134x>2
98
99
103
103
114
135x>2
100
100
100
101
116
136
52
52
56
56
57
65x>2
49
49
49
57
57
66x>2
48
48
50
54
58
66x>2
48
48
49
50
55
67x>2
50
50
50
51
57
69x>2
49
49
50
51
56
70
54
54
54
58
58
71
53
54
54
55
60
75
53
53
55
56
60
74
54
55
56
56
61
76
56
57
60
60
67
69x>2
57
57
57
61
65
69x>2
58
58
58
61
65
75x>2
51
55
59
59
63
71x>2
52
56
57
60
65
70x>2
51
55
57
57
65
70x>2
54
59
59
64
70
76
55
55
60
60
67
75
55
59
60
61
66
75
57
57
61
61
68
76
64
68
68
68
71
81x>2
65
65
68
69
69
78x>2
62
62
66
69
69
78x>2
59
63
63
63
70
76x>2
60
64
64
65
68
78x>2
57
64
65
68
69
79x>2
60
67
69
72
70
80x>2
60
61
65
69
74
83
60
60
66
73
74
83
61
62
68
68
75
84
71
71
71
76
80
90x>2
69
72
72
72
77
90x>2
69
69
69
70
78
91x>2
64
70
70
70
71
91x>2
64
68
71
72
72
93x>2
64
69
69
69
73
91x>2
67
71
73
73
75
92x>2
68
69
72
73
75
95
66
70
73
74
74
95
66
67
75
75
76
93
80
80
80
80
88
94x>2
73
78
81
81
89
95x>2
73
73
78
78
89
91x>2
71
71
71
74
79
92x>2
71
72
72
72
80
93x>2
69
72
73
72
81
95x>2
72
72
76
76
80
96x>2
72
73
73
77
83
98
72
73
73
74
82
99
73
75
75
76
79
97
84
92
100
93
93
114x>2
81
81
89
93
94
114x>2
78
81
81
89
90
107x>2
75
79
79
82
90
96x>2
72
75
80
80
92
98x>2
73
73
81
81
93
106x>2
75
75
81
84
92
108x>2
73
76
77
81
86
99x>2
73
73
77
82
85
99
74
75
76
79
84
100
93
93
101
100
112
114x>2
94
94
94
94
102
115x>2
82
90
90
94
94
114x>2
83
83
91
91
91
108x>2
81
81
84
92
92
110x>2
81
81
81
92
93
111x>2
80
83
84
91
94
112x>2
76
77
84
85
97
110x>2
76
77
82
85
96
114
75
79
83
84
95
111
101
112
112
112
112
115x>2
95
102
102
102
113
125x>2
95
95
95
95
113
115x>2
92
92
96
95
96
116x>2
84
92
92
93
97
118x>2
82
92
93
93
98
118x>2
84
84
95
95
95
120x>2
85
85
86
96
97
115x>2
82
85
86
96
97
114
84
83
87
96
99
116
ReferenceStandard
SP-Series
Specification
Section
904.5
BRIDGING
on page
X-Bridging
Specification
Section
904.5
Bridging
on page
96 92
1 row
2 rows
3 rows
4 rows
5 rows
6 rows
7 rows
8 rows
9 rows
SP-Series Tables
Shape
Depth
in
95
114
132
151
189
301
101
120
138
157
195
307
107
126
144
163
201
313
113
132
150
169
207
319
119
138
156
175
213
325
125
144
162
181
219
331
131
150
168
187
225
337
137
156
174
193
231
343
143
162
180
199
237
349
149
168
186
205
243
355
SP-Series Design
Bottom
Chord
Radius
ft
1794
895
596
447
298
153
1794
895
596
446
298
153
1793
894
595
446
297
152
1793
894
595
445
297
152
1792
893
594
445
296
151
1792
893
594
444
296
151
1791
892
593
444
295
150
1791
892
593
443
295
150
1790
891
592
443
294
149
1790
891
592
442
294
149
Top
Chord
Radius
ft
1801
902
602
453
305
159
1801
902
602
453
305
159
1801
902
602
453
305
159
1801
902
602
453
305
159
1801
902
602
453
305
159
1801
902
602
453
305
159
1801
902
602
453
305
159
1801
902
602
453
305
159
1801
902
602
453
305
159
1801
902
602
453
305
159
Introduction
Span
ft
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
150
Chord
Depth
in
76
76
76
76
76
76
82
82
82
82
82
82
88
88
88
88
88
88
94
94
94
94
94
94
100
100
100
100
100
100
106
106
106
106
106
106
112
112
112
112
112
112
118
118
118
118
118
118
124
124
124
124
124
124
130
130
130
130
130
130
10 rows
Bearing
line have
have aa seat
seat depth
depth indicated
indicated in
in the
the chart
chart below
below
Bearing Seat
Seat Depth
Minimum 5"
7½"
10"
Maximum 12½"
Horizontal
14)
87
Introduction
• High-Strength Low-Alloy Structural Steel with 50 ksi (345 MPa)
Minimum Yield Point to 4 inches (100 mm) thick, ASTM A588/
A588M
This specification covers the design, manufacture and use of
Special Profile Steel Joists, SP-Series. Load and Resistance
Factor Design (LRFD) and Allowable Strength Design (ASD) are
included in this specification.
The term “Special Profile Steel Joists, SP-Series” as used
herein, refers to open web, load-carrying members utilizing hotrolled or cold-formed steel, including cold-formed steel whose
yield strength has been attained by cold working. SP-Series steel
joists are suitable for the direct support of roof decks in buildings.
SP-Series Design
The design of SP-Series joists’ chord and web sections shall be
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
chord or web sections shall have a minimum yield strength
determined in accordance with one of the procedures specified
in Section 902.2, which is equal to the yield strength assumed
in the design. SP-Series joists shall be designed in accordance
with these specifications to support the loads specified in the
joist designation.
SP-Series Tables
The term “Yield Strength” as used herein shall designate the
yield level of a material as determined by the applicable method
outlined in paragraph 13.1 “Yield Point,” and in paragraph 13.2
“Yield Strength,” of ASTM A370, Standard Test Methods and
Definitions for Mechanical Testing of Steel Products, or as
specified in Section 902.2 of this specification.
902.1 STEEL
The steel used in the manufacture of chord and web sections
shall conform to one of the following ASTM specifications:
• Carbon Structural Steel, ASTM A36/A36M
• High-Strength Low-Alloy Structural Steel, ASTM A242/A242M
• High-Strength Carbon-Manganese Steel of Structural Quality,
ASTM A529/A529M, Grade 50
• High-Strength Low-Alloy Columbium-Vanadium Structural
Steel, ASTM A572/A572M, Grade 42 and 50
88
• Steel, Sheet and Strip, High-Strength, Low-Alloy, Hot-Rolled
and Cold-Rolled, with Improved Corrosion Resistance,
ASTM A606
• Steel, Sheet, Cold-Rolled, Carbon, Structural, High Strength
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/
A1011M
or shall be of suitable quality ordered or produced to other than
the listed specifications, provided that such material in the state
used for final assembly and manufacture is weldable and is proven
by tests performed by the producer or manufacturer to have the
properties specified in Section 902.2.
902.2 MECHANICAL PROPERTIES
The yield strength used as a basis for the design stresses
prescribed in Section 903 shall be either 36 ksi (250 MPa) or 50
ksi (345 MPa). Evidence that the steel furnished meets or exceeds
the design yield strength shall, if requested, be provided in the
form of an affidavit or by witnessed or certified test reports.
For material used without consideration of increase in yield
strength resulting from cold forming, the specimens shall be taken
from as-rolled material. In the case of material, the mechanical
properties of which conform to the requirements of one of the
listed specifications, the test specimens and procedures shall
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
yield strength equal to or exceeding the design yield strength
and an elongation of not less than (a) 20 percent in 2 inches (51
mm) for sheet and strip, or (b) 18 percent in 8 inches (203 mm)
for plates, shapes, and bars with adjustments for thickness for
plates, shapes, and bars as prescribed in ASTM A36/A36M, A242/
A242M, A529/A529M, A572/A572M, A588/A588M, whichever
specification is applicable on the basis of design yield strength.
The number of tests shall be as prescribed in ASTM A6/A6M for
plates, shapes, and bars; and ASTM A606, A1008/A1008M and
A1011/A1011M for sheet and strip.
STANDARD SPECIFICATION, SP-SERIES
a) The yield strength calculated from the test data shall equal or
exceed the design yield strength.
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
radius of gyration.
902.3 WELDING ELECTRODES
The following electrodes shall be used for arc welding:
b)For connected members both having a specified minimum yield
strength of 36 ksi (250 MPa) or one having a specified minimum
yield strength of 36 ksi (250 MPa), and the other having a
specified minimum yield strength greater than 36 ksi (250 MPa):
a) Steel Structures Painting Council Specification, SSPC No. 15
b) Shall be a shop paint which meets the minimum performance requirements of the above listed specification
903.1 METHOD
SP-Series joists shall be designed in accordance with these
specifications as simply supported, uniformly loaded trusses
supporting a roof deck so constructed as to brace the top
chord of the joists against lateral buckling. All joists are
designed as pinned at one end and roller bearing on the
opposite end to prevent horizontal thrust to the supporting
structure. The end fixity conditions of Scissor and Arch joists
require special consideration from the specifying professional
regarding end anchorage conditions. (See Sections 904.1 and 904.7)
Where any applicable design feature is not specifically covered
herein, the design shall be in accordance with the following
specifications:
a)Where the steel used consists of hot-rolled shapes, bars or
plates, use the American Institute of Steel Construction,
Specification for Structural Steel Buildings.
b)For members that are cold-formed from sheet or strip
steel, use the American Iron and Steel Institute, North
American Specification for the Design of Cold-Formed Steel
Structural Members.
SP-Series Tables
a) For connected members both having a specified minimum
yield strength greater than 36 ksi (250 MPa):
AWS A5.1:
E70XX
AWS A5.5: E70XX-X
AWS A5.17: F7XX-EXXX, F7XX-ECXXX flux-electrode
combination
AWS A5.18: ER70S-X, E70C-XC, E70C-XM
AWS A5.20: E7XT-X, E7XT-XM
AWS A5.23: F7XX-EXXX-XX, F7XX-ECXXX-XX
AWS A5.28: ER70S-XXX, E70C-XXX
AWS A5.29: E7XTX-X, E7XTX-XM
The standard shop paint is intended to protect the steel for
only a short period of exposure in ordinary atmospheric
conditions and shall be considered an impermanent and
provisional coating. When specified, the standard shop paint
shall conform to one of the following:
SP-Series Design
d) If any test specimen fails to pass the requirements of the
subparagraphs (a), (b), or (c) above, as applicable, two retests
shall be made of specimens from the same lot. Failure of
one of the retest specimens to meet such requirements
shall be the cause for rejection of the lot represented by
the specimens.
902.4 PAINT
b) Where tension tests are made for acceptance and control
purposes, the tensile strength shall be at least 6 percent
greater than the yield strength of the section.
Introduction
If as-formed strength is utilized, the test reports shall show the
results of tests performed on full section specimens in accordance
with the provisions of the AISI North American Specifications
for the Design of Cold-Formed Steel Structural Members. They
shall also indicate compliance with these provisions and with the
following additional requirements:
Design Basis:
Designs shall be made according to the provisions in this
Specification for either Load and Resistance Factor Design (LRFD)
or for Allowable Strength Design (ASD).
AWS A5.1: E60XX
AWS A5.17: F6XX-EXXX, F6XX-ECXXX flux-electrode
combination
AWS A5.20: E6XT-X, E6XT-XM
AWS A5.29: E6XTX-X, E6XTX-XM
or any of those listed in Section 902.3(a)
Load Combinations:
Other welding methods, providing equivalent strength as
demonstrated by tests, may be used.
1.4D
1.2D + 1.6 (L, or Lr, or S, or R)
LRFD:
When load combinations are not specified to NMBS, the required
stress shall be computed for the factored loads based on the
factors and load combinations as follows:
89
ASD:

 QFy



Introduction
F
ASD:
 QFy  
ASD:
Fcr  Q 0.658  e  F
When load combinations
are not specified to NMBS, the
y F 
ASD:
QF
 y  
e




 0.658

requiredWhen
stressload
shall
be computed
based
on theto load
F
Q
F

combinations
are not
specified
NMBS, the
cr
0.658  Fe  F
 y
(903.2-3)
F
Q

When
load
combinations
are
not
specified
to
NMBS,
the
When
load
combinations
are
not
specified
to
NMBS,
the
required
combinations
as
follows:
required
stress
shall
be
computed
based
on
the
load
cr
y
ASD:



    QFy  

requiredcombinations
stress
shall
be
computed
based
on
the loadas follows:
(903.2-3)
asbe
follows:
stress
shall
computed
based
on
the
load
combinations
F

e

D
(903.2-3)
Fcr  Q 0.658
Fy(903.2-3)
When load combinations are not specified to NMBS, the
combinations
as follows:


D + (L, or
S, or R)stress shall be computed based on the load
D Lr, or
required
D


D
D + (L,
or Lr, or S, or
For members with K  4.71 E
(903.2-3
combinations
asR)
follows:
r
QFy E
D +S,(L,ororR)
Lr, or S, or R)
K

D + (L, or Lr, or
Where:
For
members
with
For members with
 4.71
QFy
D
Where:
For members with K  4.71r E
D = dead
loadDdue
weight of the structural
r
QFy
Where:
+ (L, to
or Lthe
r, or S, or R)
Where:
elements
andload
the due
permanent
featuresof ofthethe
D = dead
to the weight
structural
For members with K  4.71 E
D=
dead
due
the
weight
the structural
r
QFy
Fcr  0.877 Fe
(903.2-4)
D = dead
load
dueload
toand
thetothe
weight
of ofthe
structural
structure
elements
permanent
features elements
of the Where:
Fcr = 0.877F
(903.2-4)
and
permanent
features
of theequipment
structure
and
the
permanent
features
of the
Fecr  0.877 Fe
(903.2-4)
L = elements
live
loadstructure
due
tothe
occupancy
and
movable
Dload
= due
dead
load
due and
to movable
the
weight
of the structural Fcr  0.877 Fe
(903.2-4)
Lr = structure
roof
load
L live
=L live
and
movable
equipment
=
live
load
duetotooccupancy
occupancy
equipment
elements
andmovable
the permanent
buckling stress determined in accordance
L
load
tolive
occupancy
and
equipment features of the FFe ==Elastic
S = live
snow
load
LrL
=
live
load
=due
load
rroof
roof
Elastic buckling
determined
in accordance
e
Fcr stress
 0.877
Fe
(903.2-4
structure
L
load
with
Equation
903.2-5
Rr = roof
load
due
to
initial
rainwater
or
ice
exclusive
of
the
S live
=S=
snow
load
with Equation
903.2-5
snow
load
buckling
stress
determined
in accordance
F
e = Elastic
L
=
live
load
due
to
occupancy
and
movable
equipment
S = snow
load
ponding
contribution
R = load
due to initial rainwater or ice exclusive of the
determined in accordance
Fe = Elastic
with buckling
Equationstress
903.2-5
R=to
load
due
to
initial
rainwater
or ice exclusive of the Lrinitial
=contribution
roof
live load
R = load dueponding
rainwater
or ice exclusive of the
with
Equation
903.2-5
2
ponding
contribution
 E
S = snow
load Loads for Buildings and
contribution
The currentponding
ASCE
7,
Minimum
Design
determined in accordan
(903.2-5)
F 
2Fe = Elastic buckling stress
2  E
R be=7,load
due
initial and
rainwater
orload
ice exclusive
of the e
Other Structures
used
for toDesign
LRFD
ASD
The currentshall
ASCE
Minimum
Loads
for Buildings
and
(903.2-5)
with Equation 903.2-5
2 
KF
(903.2-5)
ponding
contribution
The
current
ASCE
7, Minimum
Design
Loads
forLRFD
Buildings
The
current
ASCE
7,pertains
Loads
for
Buildings
combinations.
This
provision
exclusively
to and
the
Other
Structures
shall
beMinimum
used
forDesign
and
ASD
load
reE K 2
(903.2-5)
Fe 
2
Other
Structures
shall
bedoes
used
for
LRFD
ASD
load
combination
ofand
loads
and
notshall
imply
that
NMBS
verify
orASD
combinations.
This
provision
pertains
to load
the
r
Other
Structures
be
usedand
forexclusively
LRFD
and
2

E
For
hot-rolledKsections,
“Q” is the 
full
reduction factor for slender
Theofprovision
current
ASCE
7, Profile
Minimum
Design
Loads
for Buildings
and
combinations.
This
pertains
exclusively
to
the
generatecombination
load combinations.
development
for
Special
Joists.
r
loads
and
does
not
imply
that
NMBS
verify
or
(903.2-5
Fe 
This provision pertains exclusively to the
2
compression
elements.
Other
Structures
shall
be
used
for
LRFD
and
ASD
load
combination
of loads
does not for
imply
that Profile
NMBS Joists.
verify or
generate
load and
development
Special
For hot-rolled sections, “Q” K
is the full reduction factor for
combination
of
loads
and
does
not
imply
that
NMBS
generate
or
combinations.
This
provision
pertains exclusively to slender
the
generate
load development
for Special
Profile
Joists.
903.2 DESIGN
AND
ALLOWABLE
STRESSES
compression
For hot-rolledelements.
sections,r “Q” is the full reduction factor for
verify
load development
for SP-Series.
Design
Stress
= 0.9F
(LRFD)
combination
of loads
and STRESSES
does not imply that NMBS verify
or
crthe
903.2 DESIGN
AND ALLOWABLE
For
hot-rolled
sections,
“Q”
iselements.
full reduction (903.2-6)
factor for
slender compression
generate
load
development
for
Special
Profile
Joists.
Allowable
Stress
=
0.6F
(ASD)
(903.2-7)
903.2
DESIGN
AND ALLOWABLE
STRESSES
Design
Using Load
and Resistance
Factor Design (LRFD)
slender
compression
Design
Stress elements.
= 0.9Fcrcr(LRFD)
(903.2-6)
903.2
DESIGN
STRESSES
ForStress
hot-rolled
sections,
“Q” is(903.2-7)
the full(903.2-6)
reduction factor
Design
Using
LoadAND
and ALLOWABLE
Resistance Factor
Design (LRFD)
Allowable
Stress
= 0.6Fcr =(ASD)
Design
0.9Fcr (LRFD)
903.2
ANDso
ALLOWABLE
In theDesign
above equations,
ℓ is
taken
as
the
distance
in
inches
(mm)
Design
Using
Load
andDESIGN
Resistance
Factor
Design STRESSES
(LRFD)
slender
compression
elements.
Joists shall
have
their
components
proportioned
that the
Stress
=Stress
0.9F
(LRFD)
(903.2-6)
Allowable
=
0.6F
(ASD)
(903.2-7)
cr
cr
Design
Usingnot
Load
and Resistance
Factor Designthat
(LRFD)
between
panel points
for the
chord
andthe
the appropriate
shallfu, have
their
components
so proportioned
the
requiredJoists
stresses,
shall
exceed
Fn where,
Allowable
Stress
= 0.6F
(ASD)
(903.2-7) in
In the
above
equations,
 crismembers
taken as
distance
Design
Using
Load
and
Resistance
Factor
Joists shall
havestresses,
their components
proportioned
that
the Design (LRFD)
Stress
= 0.9F
(903.2-6
cr
required
fu, shall
notso
exceed
Fn where,
length
web
members,
and
r ispoints
the
corresponding
least
radius
In
the
above Design
equations,
foristhe
taken
as(LRFD)
the
distance in
inchesfor(mm)
between
panel
chord
members
Joistsfustress
their ksi
components
so proportioned that the
Allowable
Stress
=
0.6F
(ASD)
(903.2-7
required
,shall
shallhave
not exceed
F
cr
fu stresses,
= required
(MPa)
n where,
In
the
above
equations,

is
taken
as
the
distance
in
between
panel
points
for and
the
members
and
the inches
appropriate
length
forcomponent
web members,
requal
is the
of
gyration
of the (mm)
member
or any
thereof.
E ischord
shall
have
their
components
so proportioned thatinches
the (mm) between panel points for the chord members
stresses,
fu, shall
not
exceed
ΦFn where,
Fn = nominal
stress
ksi
(MPa)
furequired
=Joists
required
stress
ksi (MPa)
and
theleast
appropriate
length
for web
members,
corresponding
radius of
gyration
of the
memberand
or r is the
to
29,000
ksi
(200,000
MPa).
stresses,
fu, shall
not (MPa)
exceed Fn where,
In length
theleast
equations,
 ksi
isof(200,000
taken
as the or
distance
fu = required
stress
(MPa)
Fn =required
stress ksi
resistance
and
the corresponding
appropriate
web
members,
and
r is member
the
of 29,000
gyration
the
any component
thereof.
Eabove
isforradius
equal
to
funominal
stress
=factor
required
stress (MPa)
ksi ksi
(MPa)
F
inches
(mm)
between
panel
points
for
the
chord
nn =
 =stress
resistance
factor ksi
F
= nominal
design
ksi (MPa)
corresponding
least
radius
of
gyration
of
the
member
or
thereof.
E is equal
to 29,000web
ksi (200,000 memb
MPa).
Use
1.2 any
ℓ/rx component
for a crimped,
first primary
compression
Fn =factor
stress stress
ksi (MPa)
funominal
= required
 = resistance
and
the
appropriate
length
for
web
members,
and r is
Fn = design
stress
ksi (MPa) ksi (MPa)
any
component
thereof.
E
is
equal
to
29,000
ksi
(200,000
MPa).a moment-resistant weld group is not used for
member when
Allowable
Φstress
=Fresistance
factor
= nominal
stress
n Strength
= design
ksi
(MPa)
Fn Using
corresponding
least radius
of gyration
of the member
Design
Design
(ASD) ksi (MPa)
MPa).

r
for
a
crimped,
first
primary
compression
web
Use
1.2
this member; xwhere any
rx = member
radiusthereof.
of gyration
the plane
= resistance
factor
Using
ΦFn =Allowable
design
stress
ksi Design
(MPa) (ASD)
component
E isinequal
29,000web
ksi (200,0
Design
Strength
r x for
a crimped,
first primary
Use
1.2amoment-resistant
member
when
weld
group
iscompression
not to
used
Joists shall
have
theirFcomponents
so proportioned
that
the
of
the joist.
= design stress
(MPa)
n Strength
Design
Using
Allowable
Design
(ASD) ksi
MPa).

r
for
a
crimped,
first
primary
compression
web
Use
1.2
member
when
weld
group isinnot used
of gyration
for this member;
wherea rmoment-resistant
x
shallf, shall
have
their
components
so Design
proportioned
/  where,
requiredJoists
stresses,
not
exceed
FnStrength
x = member radius
Design
Using
Allowable
(ASD) that the
member
when
amember;
moment-resistant
weld
groupthe
is nominal
not of
used
rof
member
radius
gyration in
for
where
thecold-formed
plane
ofthis
the
joist.
Joists shall
havestresses,
their components
so proportioned
that the
required
f, shallAllowable
not exceed
Fn /  where,
x =calculating
For
sections
the
method
Design
Using
Strength
Design
(ASD)
first
primaryincompression w
Use
1.2
Joistsf, stress
shall not
haveexceed
their ksi
components
so proportioned that the
rx=r member
radius of
gyration
for this member;
where
x for a crimped,
the
plane
of
the
joist.
required
shall
Fn(MPa)
/  where,
fu stresses,
= required
column strength is given
in
the
AISI
North
American
Specification
member
a moment-resistant
shall
have
their
components
so proportioned thatthe
theplane
of the joist.
stresses,
f, shallksi
not(MPa)
exceed
Fn /Ὼ where,
For
sections when
the method
of calculatingweld
thegroup is not us
Fn = nominal
stress
fu required
=Joists
required
stress
ksi (MPa)
for
thecold-formed
Design of Cold-Formed
Steel
Structural
Members.
r
=
member
radius of
for
this
member;
where
required
stresses,
f,
shall
not
exceed
F
/

where,
x
f
= required
stress stress ksi (MPa)
nominal For
column
strengthsections
is given
the AISI
North
cold-formed
the inmethod
of calculating
thegyration
Fn =factor
(MPa) n
safety
u
funominal
stress
= required stress
ksiksi
(MPa)
the
plane
of
the
joist.
For
cold-formed
sections
the
method
of
calculating
the
F
=
nominal
ksi
(MPa)
American
Specification
for
the
Design
of
Cold-Formed
nominal
column
strength
is
given
in
the
AISI
North
n
 = safety
factor
Fn/ = allowable
stress
ksi (MPa)
(c)
Bending:
Φb = 0.90 (LRFD), Ὼb = 1.67 (ASD)
Fn fu= nominal
stress ksi (MPa)
= required
nominal
column
strength
is given
in Design
the AISIof North
Steel Structural
Members.
American
Specification
for the
Cold-Formed
 = safety
Stresses:
= allowable
stress stress ksi (MPa) ksi (MPa)
Fn/ factor
For cold-formed
sections
method of calculating
Ὼ stress
factor ksi
F=n safety
= nominal
stress
ksi (MPa)
American
Specification
for the Design
of the
Cold-Formed
Steel
Structural
Members.
Fn/Stresses:
= allowable
(MPa)
Bending
calculationsnominal
are to be
based strength
on using isthegiven
elasticin the AISI No
(a) Tension:
t = 1.67
(ASD)
column
t =0.90
= (LRFD),
safetystress
factor
Steel
StructuralMembers.
Fn/Ὼ=
allowable
ksi (MPa)
(c) Bending:
Stresses:
b = 0.90 (LRFD), b = 1.67 (ASD)
section
modulus.
American
Specification
for
the
Design of Cold-Form
(a) Tension:

=
0.90
(LRFD),

=
1.67
(ASD)
t
t
ksi (MPa)
Fn/ = allowable stress
(c) Bending: b = 0.90 (LRFD), b = 1.67 (ASD)
(a) Tension:
t = 0.90F(LRFD),
(ASD)
For Chords:
MPa)
Structural
t = 1.67
y = 50 ksi(345
Stresses:
Stresses:
(c)
Bending:
b =Steel
0.90
(LRFD),
Members.
(ASD)the elastic
Bending
calculations
are
to be based
on using
b = 1.67
section
For chords
and web members other than solid rounds:
For Webs:
Fy = 50 ksi
MPa),
For Chords:
Fy =(345
50 ksi
(345orMPa)
modulus.
Bending calculations are to be based on using the elastic
(a) For
Tension:
Ὼksi
= (LRFD),
1.67
(a) ΦTension:
=50
0.90
t =or1.67 (ASD)
tMPa)
For Chords:
Ft y===0.90
50
ksi
MPa)
36 (LRFD),
ksi
(250
F
ksi (345modulus.
MPa)
(345(ASD)
MPa),
Webs:
Fy=t(345
(c) are
Bending:
b = 0.90
(LRFD),
y = 50section
b = 1.67 (ASD)
Bending
calculations
to be based
on using
theelastic
For Webs:
Fy = 50 ksi
(345
MPa),
Fy =
36 ksi
(250orMPa)
section
Formodulus.
chords and web members other than solid
For chords:For
Fy =ksi
50(250
ksi (345
FyMPa)
= 50 (903.2-1)
ksi (345 MPa)
Fy ==Chords:
36
MPa)
Design Stress
0.9F
Design
Stress
calculations
are to be (903.2-8)
based than
on using
y (LRFD)
y (LRFD)
rounds:
For Bending
chords= 0.9F
and
web members
other
solidthe ela
= 50or
ksi (345(903.2-1)
MPa), or
For= Webs:
FyMPa)
ForStress
webs:
Fy = y50(ASD)
(345
Allowable
0.6F
(903.2-2)
Design
Stress
= ksi
0.9F
section
y (LRFD)
Allowable
Stress
=modulus.
0.6Fmembers
(903.2-9)
For chords
and web
other than
solid
y (ASD)
rounds:
Fy = 50 ksi (345 MPa)
FyMPa)
= 36(903.2-1)
ksi (250(903.2-2)
MPa)
Design
Stress
= 0.9F
(LRFD)
Allowable Stress
= ksi
0.6F
F
(250
y (ASD)
y = y36
rounds:
Fy = 50ofksi
(345
MPa)
Stressc = =
0.6F
y (ASD)c = 1.67(903.2-2)
(b) Allowable
Compression:
0.90
(LRFD),
(ASD)
For
chords
web members other than s
For web members
solid
round
crossand
section:
F
ksi (345 MPa)
Design
= 0.9Fy (LRFD)
(903.2-8)
DesigncStress
= 0.9F
y = 50 Stress
rounds:
(b) Compression:
= 0.90
(LRFD),
cy=(LRFD)
1.67 (ASD)
Design Stress
= 0.9F
(903.2-1)(903.2-1)
y (LRFD)
F
=
50
ksi
(345
MPa)
or
F
=
36
ksi
(250
MPa)
StressStress
=y 0.6Fy (ASD)
(903.2-9)(903.2-8)
Allowable
Stressc ==1.67
0.6F(ASD)
(903.2-2) yAllowable
Design
=
0.9F
y (ASD)
y (LRFD)
(b) Compression:

=
0.90
(LRFD),
c
E = 0.6Fy (ASD)
(903.2-2)
50 ksi
For membersAllowable
with K Stress
 4.71
y = 0.9F
Design Stress
AllowableFStress
=(345
0.6FMPa)
(903.2-9)
y (LRFD)
y (ASD) (903.2-8)
QFy E
r
StressStress of==solid
1.45F
(903.2-10)
y (LRFD)
K

For members
with
 4.71c = 0.90 (LRFD), c = 1.67 (ASD) Design
Allowable
0.6Fround
(903.2-9)
For web members
cross section:
y (ASD)
(b)
Compression:
QF
(b) Compression:
=r 0.90
c =y 1.67 (ASD)
E (LRFD), Ὼ
Allowable Stress
= 0.95F
(903.2-11)
yof(ASD)
For members
with K  4Φ.c71
Design
Stress
= 0.9F
(903.2-8
y (LRFD)
For web members
solid round
cross
section:
QFy
r
Fy =web
50 ksi
(345 MPa),
or Fround
= 36cross
ksi (250
MPa)
y Stress
Allowable
=section:
0.6F
(903.2-9
y (ASD)
For
members
of solid
Fy = 50 ksi (345 MPa), or Fy = 36 ksi (250 MPa)
For
with K  4.71 E
For members
members with
QFy
r
ksi (345 MPa),
or Fmembers
36 ksi of
(250
MPa)
F
Design
1.45F
(903.2-10)
y = 50 Stress
y y=(LRFD)
For= web
solid
round cross section:
Design Stress
= 1.45Fy (LRFD)
(903.2-10)
Fy == 1.45F
50 ksiy (345
MPa), or (903.2-10)
Fy = 36 ksi (250 MPa)
Design Stress
(LRFD)
 
SP-Series Tables
SP-Series Design
 
   
90
Design Stress
= 1.45Fy (LRFD)
85
(903.2-1
For bearing
plates:
Design
Stress
= 1.35Fy (LRFD) (903.2-12)
Stress
(ASD)
Fy = Allowable
50 ksi (345
MPa), or F=y 0.90F
= 36 yksi
(250 MPa) (903.2-13)
(d) Weld
Strength: = 1.35Fy (LRFD)
Design
Stress
Allowable Stress
= 0.90Fy (ASD)
(903.2-12)
(903.2-13)
Shear at throat of fillet welds:
(d) Weld Strength:
Nominal Shear Stress = Fnw = 0.6Fexx (903.2-14)
Nominal
LRFD: ΦwShear
= 0.75 Stress = Fnw = 0.6Fexx
(903.2-14)
= 0.75
LRFD:
wDesign
Shear Strength =
ΦRn Shear
= ΦwFnwStrength
A = 0.45F=exx A
Design
Rn = wFnw A = 0.45Fexx A
ASD: Ὼw = 2.0
(903.2-15)
(903.2-15)
ASD: w = 2.0
Allowable Shear Strength =
Allowable Shear Strength =
R /Ὼ = FnwA/Ὼw = 0.3Fexx A
Rn/wn = FwnwA/
w = 0.3Fexx A
(903.2-16)
(903.2-16)
Where
= effective
throat
area
Where
A =Aeffective
throat
area
flux-electrode combinations.
Fexx = 70 ksi (483 MPa)
Made with E60 series electrodes or F6XX-EXXX fluxelectrode
combinations.
Made with
E60 series electrodes or F6XX-EXXX flux-electrode combinations.
For
= 60 ksi (414 MPa)
Tension
on groove or butt welds shall be
exxcompression
the same as those specified for the connected material.
design element shall be accounted for in the design.

 (903.2-17)


(903.2-17)
= axial force required in the member
= distance from neutral axis to the extreme fiber
results
two stresses
for asymmetric sections such
Pr =axial
forceinrequired
in the member
as double angles
moment of inertia about axis perpendicular to radius
cIx ==distance
from neutral axis to the extreme fiber of divergence
results in two stress values for asymmetric sections R = radius of divergence from neutral axis. Usually the
such
as double
radius
of coldangles
rolling for Bowstring or Arch Joists
d = straight-line distance from node to node
Pr
c
Ix
= moment of inertia about axis perpendicular to 903.3
MAXIMUM
RATIOS
radius ofSLENDERNESS
divergence
The slenderness ratios, 1.0 /r and 1.0 s/r of members as a
R = radius of divergence from neutral axis. Usually the whole or any component part shall not exceed the values
radius of cold rolling for Bowstring or Arch Joists
given in Table 903.3-1, Parts A.
deffective
= straight-line
distance
fromK/r*
nodetotobe
node
The
slenderness
ratio,
used in calculating
the nominal stresses Fcr and Fe, is the largest value as
determined
from Table
903.3-1, Parts
B and C.
903.3 MAXIMUM
SLENDERNESS
RATIOS
Thecompression
slenderness ratios,
1.0 ℓ/rwhen
and 1.0
ℓs/rorof ties
members
as a they
In
members
fillers
are used,
whole
or
any
component
part
shall
not
exceed
the
values
given
shall be spaced so that the s/rz ratio of each component does
in Table
903.3-1,
Parts A. /r ratio of the member as a whole.
not
exceed
the governing
The
terms used
in Table ratio,
903.3-1
defined
ascalculating
follows:
The effective
slenderness
Kℓ/rare
to be
used in
nominal
Fcr and of
Fe,panel
is thepoints,
largestexcept
value as
the =
length stresses
center-to-center
= 36 in.
determined
from for
Table
903.3-1, /r
Parts
B and
C.member.
See P.N.
(914 mm)
calculating
chord
y of top
T.V. Galambos,
Chordsbetween
Without panel
Fillers point
=and
maximum
length Compression
center-to-center
Chod
s
and filler
or between
fillers
(ties).1975
in Longspan
Steel(tie),
Joists,
Research adjacent
Report No.
36, June
rStructural
= member
radius
gyration inDepartment,
the plane ofWashington
the joist.
x
Division,
CivilofEngineering
= member
radius
of
gyration
out
of
the
plane
of the joist.
rUniversity,
y
St. Louis, Mo.
rz = least radius of gyration of a member component.
In compression
members
or ties
are used, they
shall
* See P.N.
Chodwhen
andfillers
T. V.
Galambos,
Compression
be spaced
so thatWithout
the ℓs/rz Fillers
ratio of each
component does
Chords
in Longspan
SteelnotJoists,
Report
No.of36,
1975
exceed Research
the governing
ℓ/r ratio
theJune
member
as aStructural
whole. Division,
Civil Engineering Department, Washington University,
St. Louis, Mo.
The terms
used in Table 903.3-1 are defined as follows:
ℓ =length center-to-center of panel points, except ℓ =
36 inches (914 mm) for calculating ℓ/ry of top chord member.
ℓs =maximum length center-to-center between panel point
and filler (tie), or between adjacent fillers (ties).
rx =member radius of gyration in the plane of the joist.
ry =member radius of gyration out of the plane of the joist.
rz =least radius of gyration of a member component.
SP-Series Tables
Tension or
compression
on groove
butt welds
shallinto
be the
Divergence
Stress:
The design
of orchords
formed
same
as thosecold
specified
for shall
the connected
arches
through
rolling
include material.
a divergence
stress in the design. A secondary moment in the chord
resulting
from theStress:
divergence
of the ofactual
Divergence
The design
chordsmember
formed from
into arcs
the node-to-node linear design element shall be
through cold rolling shall include a divergence stress in the
accounted for in the design. In some cases the divergence
A secondary
moment
in the
chord
from
stressdesign.
may counter
act the
bending
stress
of resulting
the chord,
in the
divergence
of theofactual
memberstress
from the
node-to-node linear
this case
the effects
divergence
is ignored.
 divergence
Pr  c 
d2
2

 R R 
I x 
4
SP-Series Design
Made
withwith
E70E70
series
F7XX-EXXX flux Made
serieselectrodes
electrodes or
or F7XX-EXXX
electrode combinations.
shall be equal to:
Shear at throat of fillet welds:
For chords rolled to a radius, the secondary moment stress
shallFor
be equal
to: rolled to a radius the secondary moment stress
chords
Introduction
For bearing plates:
Fy = 50Stress
ksi (345 MPa)
or Fy y=(ASD)
36 ksi (250 MPa)
Allowable
= 0.95F
(903.2-11)
91
Introduction
TABLE 903.3-1
MAXIMUM AND EFFECTIVE SLENDERNESS RATIOS
kℓ/rx kℓ/ry kℓ/rz kℓs/rz
I TOP CHORD INTERIOR PANEL
A. The slenderness ratios, 1.0ℓ/r and 1.0ℓs/r , of members as a
whole or any component part shall not exceed 90.
B.
The effective slenderness ratio, kℓ/r, to determine Fcr where k is:
1. With fillers or ties 2. Without fillers or ties 3. Single component members 0.75
--- 0.75
1.0 --- 1.0
--- 0.75 ---
1.0
-----
C.
The effective slenderness ratio, kℓ/r, to determine Fe where k is:
1. With fillers or ties
2. Without fillers or ties
3. Single component members
0.75
0.75
0.75
---
---
---
---
--- ---
-------
II TOP CHORD END PANEL
SP-Series Design
A. The slenderness ratios, 1.0ℓ/r and 1.0ℓs/r , of members as a
whole or any component part shall not exceed 120.
B.
The effective slenderness ratio, kℓ/r, to determine Fcr where k is:
1. With fillers or ties
2. Without fillers or ties 3. Single component members 1.0
--- 1.0 1.0
--- 1.0 --- 1.0 --- 1.0
-----
C.
The effective sl enderness ratio, kℓ/r, to determine Fe where k is:
1. With fillers or ties 2. Without fillers or ties 3. Single component members 1.0 1.0 1.0 --- --- --- --- --- --- -------
0.75 --- 0.75* 1.0 --- 1.0 --- 1.0 --- 1.0
-----
III TENSION MEMBERS – CHORDS AND WEBS
SP-Series Tables
A. The slenderness ratios, 1.0ℓ/r and 1.0ℓs/r , of members as a whole
or any component part shall not exceed 240.
IV COMPRESSION MEMBERS
A. The slenderness ratios, 1.0 and 1.0ℓs/r , of members as a whole
or any component part shall not exceed 200.
B. The effective slenderness ratio, kℓ/r, to determine Fcr where k is:
1. With fillers or ties 2. Without fillers or ties 3. Single component members Standard Specification
* If moment-resistant weld groups are not used at the ends of a crimped, first primary compression web member, then 1.2ℓ/rx must be used.
92
σdiv = Divergence stress applied where applicable as
Introduction
defined in Section 903.2.17
STANDARD
SPECIFICATION,
SP-SERIES
Mu = required flexural strength
using LRFD
load
combinations,
kip-in
(N-mm)
903.4
MEMBERS
4 MEMBERS 903.4 MEMBERS
stress
applied
where
applicable
as
σdiv =σDivergence
stress
where
applicable
as where
div = Divergence
903.4
MEMBERS
=applied
Divergence
stress
applied
applicable
as
aded
divDivergence
σσdiv
=applied
Divergence
stress
applied
where
applicable
.4
MEMBERS903.4
σstress
=Section
stress
applied
where
applicable
as as
SMEMBERS
= elastic section modulus, in3 (mm3)
σdiv = Divergence
where
applicable
as
div
defined
in
903.2.17
903.4
MEMBERS
defined
in
Section
903.2.17
σ
=
divergence
stress
applied
where
applicable
as
div
defined
in
Section
903.2.17
STANDARD
SPECIFICATION
–
SP
SERIES
defined
in
Section
903.2.17
STANDARD
SPECIFICATION
––=div=SP
SERIES
(a)
Chords
903.4
MEMBERS
defined
in
Section
903.2.17
903.4
MEMBERS
903.4
MEMBERS
= nominal axial
compressive
stress
based on /r as
FcrChords
Chords
Section
903.2.17
STANDARD
SPECIFICATION
–inDivergence
SP
SERIES
σ
Divergence
stress
applied
where
applicable
σ
=
stress
applied
where
applicable
σdefined
Divergence
stress
applied
where
applicable
asas
div
required
flexural
strength
using
LRFD
load as
div
STANDARD
SPECIFICATION
SP
SERIES
Mu =M
required
flexural
strength
using
LRFD
load
u
(a)
Chords
defined
Equation
903.2-17
required
flexural
strength
using
LRFD
load
(a)(a)
Chords
Chords
MM
==kip-in
required
flexural
strength
using
LRFD
load
u=ustrength
Muin
required
flexural
strength
using
LRFD
load
defined in Section 903.2(b), ksi (MPa)
flexural
using
LRFD
load
Mu = required
(a)Chords
combinations,
(N-mm)
defined
in
Section
903.2.17
defined
in
Section
903.2.17
defined
in
Section
903.2.17
combinations,
kip-in
(N-mm)
shall
M
=
required
flexural
strength
using
LRFD
load
903.4
MEMBERS
combinations,
kip-in
(N-mm)
u
903.4
MEMBERS
3
3
σ
=
divergence
stress
applied
where
applicable
as
combinations,
kip-in
(N-mm)
3
3
div
σ
=
divergence
stress
applied
where
applicable
as
The
bottom
chord
shall
be
designed
as
an
axially
loaded
combinations,
kip-in
(N-mm)
(a)(a)bottom
Chords
903.4
MEMBERS
div
Chords
combinations,
kip-in
(N-mm)
(a)
Chords
The
chord
shall
be
designed
as
an
axially
loaded
= 1bottom
- 0.3 fauchord
/F’e for
endbepanels
CmThe
σ
=
divergence
stress
applied
where
applicable
as
903.4 MEMBERS
elastic
section
modulus,
in
(mm
) LRFD
=
required
flexural
strength
using
LRFD
load
M
σ
= div
divergence
stress
applicable
as
=
required
flexural
strength
using
load
M
required
flexural
strength
using
LRFD
load
S
=S
elastic
section
modulus,
in3 where
(mm
uuM
div
33 3 33
u=
shall
designed
asan
anaxially
axially
loaded
The
bottom
chord
shall
designed
loaded
3 ) modulus,
ction
S
=applied
elastic
section
modulus,
in
(mm
The
bottom
chord
shall
bebe
designed
as as
an
axially
loaded
The tension
bottom
chord
shall
be
designed
as
an
axially
loaded
combinations,
(N-mm)
Sin
=kip-in
elastic
section
(mm
))
defined
903.2-17
defined
inS
Equation
903.2-17
member.
=Equation
elastic
section
modulus,
in3in(mm
SF ==Felastic
section
modulus,
in
(mm
) based
tension
member.
C
defined
in
Equation
903.2-17
=
1
0.4
f
interior
panels
The
bottom
chord
shall
be
designed
as
an
axially
loaded
mtension
au/F’
e for
combinations,
kip-in
(N-mm)
combinations,
kip-in
(N-mm)
defined
in
Equation
903.2-17
combinations,
kip-in
(N-mm)
=
nominal
axial
compressive
stress
based
on
/r) as
member.
nominal
axial
compressive
stress
on
/r
as
cr
(a)
Chords
tension
member.
cr M
3axial
3 compressive
(a)
Chords
tension
member.
=
required
flexural
strength
using
LRFD
load
M
tension
member.
(a)
Chords
3
3
u
=
nominal
stress
based
on/r
/ra
F
=
required
flexural
strength
using
LRFD
load
3
3
S
=
elastic
section
modulus,
in
(mm
)
3
3
(a)bottom
Chords
=strength
nominal
axial
compressive
stress
based
F
The
bottom
as
anan
axially
loaded
The
bottom
shall
designed
as
axially
loaded
=
required
flexural
strength
using
LRFD
load
M
The
chord
bebe
designed
loaded
cr
=cr
nominal
axial
based
onon
/r
as
Ftension
= shall
specified
minimum
yield
strength,
ksi
(MPa) Fcr =
axial
compressive
stress
based
as
= u==
required
flexural
using
LRFD
load
MuS
cr
elastic
section
modulus,
in
(mm
) ) on
ychord
member.
unominal
S
=
elastic
section
modulus,
in
(mm
) /rstress
S
elastic
section
modulus,
incompressive
(mm
defined
in
Section
903.2(b),
ksi
(MPa)
defined
in F
Section
903.2(b),
ksi
(MPa)
combinations,
kip-in
(N-mm)
combinations,
kip-in
(N-mm)
defined
in
Section
903.2(b),
ksi
(MPa)
combinations,
kip-in
(N-mm)
tension
member.
Bottom
chords
that
are
rolled
for
arched
chord
joist
shall
defined
in
Section
903.2(b),
ksi
(MPa)
F
=
nominal
axial
compressive
stress
based
on
ℓ/r
as
σ
=
Divergence
stress
applied
where
applicable
as
tension
member.
tension
member.
Bottom
chords
that
are
rolled
arched
chord
joist
shall
combinations,
kip-in
(N-mm)
div
3(MPa)
3903.2(b),
2 for
defined
in ksi
Section
ksi
(MPa)
Section
903.2(b),
The
bottom
chord
shall
be
designed
as
an
axially
loaded
==
nominal
axial
stress
on
FFcrdefined
The
bottom
chord
shall
be
designed
as
an
axially
loaded
3 3(mm
3) based
Bottom
chords
that
are
rolled
for
arched
chord
joist
1=
-elastic
0.3
fau
/F’
for
end
nominal
axial
compressive
stress
based
on
/r
nominal
axial
compressive
based
on/r
/ras
asas
cr
S
=
section
in
1=F
0.3
fin
/F’
for
end
panels
Cshall
m
ecompressive
cr
Bottom
chords
that
rolled
for
arched
chord
joist
The
bottom
shall
be are
designed
as
an
axially
loaded
SS=C
section
modulus,
inin3 3panels
)3stress
mshall
au
e
chord
Efor
Bottom
chords
that
are
rolled
for
arched
chord
joist
shall
The
bottom
chord
shall
be
designed
as
an
axially
loaded
Bottom
that
are
rolled
arched
chord
joist
shall
S=-crelastic
=
elastic
section
modulus,
in
(mm
) end
=-1modulus,
1panels
-0.3
0.3
f(mm
/F’
for
end
panels
C
elastic
section
)(MPa)
be chords
designed
to
include
divergence
stress
per
Section
mmodulus,
au
efor
=Section
-903.2(b),
f(mm
/F’
panels
C
be
designed
to
include
divergence
stress
per
Section
defined
in
Section
ksi
m
au
e
tension
member.
defined
in
Section
903.2.17
=
1
0.3
f
/F’
for
end
panels
C
=
1
0.3
f
/F’
for
end
C
Bottom
chords
that
are
rolled
for
arched
chord
joist
shall
tension
member.
m
au
e
m
au
e
defined
in
Section
903.2(b),
ksi
(MPa)
=
,
ksi
(MPa)
F
be
designed
to
include
divergence
stress
per
Section
defined
in
903.2(b),
ksi
(MPa)
tension
member.
defined
in
Section
903.2(b),
ksi
(MPa)
e
=
nominal
axial
compressive
stress
based
on
/r
as
F
C
=
1
0.4
f
/F’
for
interior
panels
be
designed
to
include
divergence
stress
per
Section
cr
C
=
1
0.4
f
/F’
for
interior
panels
tension
member.
m
au
e compressive
=
nominal
axial
compressive
stress
based
on
/r
as
F
m
au
e
cr
be
designed
to
include
divergence
stress
per
Section
be
designed
to
include
divergence
stress
per
Section
2
=
nominal
axial
stress
based
on
/r
as
F
Bottom
chords
for
arched
chord
joist
shall
nominal
axial
on /r
as
Fcr1
903.2.17,
inchords
combination
with
tension
forces.
C
=-10.4
1end
-0.4
0.4
fau/F’
/F’
forinterior
interior
panels
Bottom
rolled
for
arched
chord
joist
shall
Bottom
chords
that
rolled
joist
shall
903.2.17,
in combination
with
tension
forces.
m
efor
Cfor
-end
fstress
panels
M
=that
flexural
strength
using
LRFD
load
m
au
ebased
crdefined
1
--10.3
0.3
fSection
//F’
Φ=compressive
FSection
panels
1=efor
fyield
/F’
for
interior
panels
CFm C
=
-=
0.4
/F’
interior
panels
u903.2.17,
(required
kare
inare
/combination
rin
)combination
e/F’
be903.2.17,
designed
to
include
divergence
stress
per
Equation
au
efau
au
e(MPa)
in
903.2(b),
ksi
(MPa)
=== 1
fmau
for
panels
C
with
tension
forces.
inC
ksi
specified
minimum
strength,
ksi (MPa)
=
-minimum
0.3
f/F’
end
panels
1f-defined
0.3
for
end
panels
Cm
in
with
tension
forces.
xcombination
=F
specified
yield
strength,
(MPa)
ym
au
e for
mCm
au
e903.2(b),
y
defined
in
Section
903.2(b),
ksiksi
(MPa)
903.2.17,
indesigned
combination
with
tension
forces.
903.2.17,
with
tension
forces.
defined
in
Section
903.2(b),
ksi
(MPa)
Bottom
that
are
rolled
for
arched
chord
joist
shall
bebedesigned
designed
to tochords
include
divergence
stress
per
Section
F
=
specified
minimum
yield
strength,
ksi(MPa)
(MPa)
Bottom
chords
that
are
rolled
for
arched
chord
joist
shall
include
divergence
stress
per
Section
be
Section
y
F
=
specified
minimum
yield
strength,
combinations,
kip-in
(N-mm)
y
Bottom
chords
that
are
rolled
for
arched
chord
joist
shall
F
=
specified
minimum
yield
strength,
ksi
(MPa)
F
=
specified
minimum
yield
strength,
ksiksi
(MPa)
C
=
1
0.4
f
/
Φ
F
for
interior
panels
=
1
0.3
f
/
F
for
end
panels
C
y
y
BottomWhere
chordsthat
are panel
rolled length,
for
arched
chord
joist
shallas defined in
m
m
903.2-17,
in
combination
with
tension
forces.
=C
1==
-21
0.3
fau
/0.4
/fau
F
end
CCmC
-1-10.4
/F’
for
interior
panels
2-f0.3
m
eeeend
=
ffor
/F’
for
interior
panels
C
10.3
fauau
/F’
for
interior
panels
=
-0.4
fFeau
/au
eF
end
panels
m
epanels
m
efor
m
au
3per Equation
3 Equation
is
the
in
inches
(mm),
=
1
for
panels
be
designed
to
include
divergence
stress
per
m
au
e
aded 903.2.17,
be
designed
to
include
divergence
stress
903.2.17,
forces.
2

E
903.2.17,
in
combination
with
tension
forces.
in
combination
with
tension
2

E
beSdesigned
to include
divergence
stress
per
= to
elastic
section
modulus,
in
(mm
) Equation
2interior
be designed
include
divergence
stress
per
Equation
1
--fau
0.4
//F
panels
e for
CCmF
1=
0.4
//FffFeau
for
interior
panels
F
C
=2-=specified
specified
minimum
yield
strength,
ksi (MPa)
minimum
strength,
ksi
(MPa)
yield
yy =
=
minimum
strength,
(MPa)
C
=
1specified
for
panels
specified
yield
strength,
ksiksi
(MPa)
interior
EEyield
m
au
einterior
903.2-17,
combination
with
forces.
For
LRFD:
f aucombination
in
9with
Ffytension
(903.4-1)
==
, Fksi
(MPa)
=ym
1
-E
0.4
f0.4
for
panels
903.2(b)
and
r
is
the
of gyration
aboutFethe

E
903.2-17,
forces.
For LRFD:
f auSection
in

0div.LRFD:
9F0y .with
(903.4-1)
=FF
, ksi
(MPa)
meyF
au
eminimum
x tension
903.2-17,
in
combination
with
tension
forces.
div
2F
903.2-17,
in
combination
tension
forces.
F
=
specified
minimum
yield
strength,
ksi
(MPa)
For

90F
0.radius
.9FF
(903.4-1)
=
,
ksi
(MPa)
22,Fminimum
yspecified
F=
=
yield
strength,
ksi
(MPa)
e
For
LRFD:
=div
nominal
axial
compressive
stress
based
on
/r
as
Fcr
f



9
(903.4-1)
=
,
ksi
(MPa)
F
y
For
LRFD:
au
div
y
e
For LRFD:
f auaxis


0
.
9
F
(903.4-1)
(903.4-1)
ksi
(MPa)
F
For
LRFD:
f



0
.
(903.4-1)
F
=
specified
minimum
yield
strength,
ksi
(MPa)
=
,
ksi
(MPa)
au
div
y
e
2
y
2
e
2
Fy ( k=specified
minimum
yield strength,
ksi (MPa)
(rkx2

rE
)
y au
div
y
2
/
)
of bending.
2/
2
x
E (k(k(/kr/ /)rrx x))
defined
903.2(b),
ksi (MPa)
k =/=r=x )2E 22EE
rtical
For
LRFD:
0div
.60in
.
90Section
(903.4-1)
,,ksi
(MPa)
FF(e
FWhere
x
eeFe=
For
LRFD:
F
.F9.9yyFFy0(903.4-2)
(903.4-1)
E
For
, ksi
(MPa)
(MPa)
f adivfauauLRFD:

(903.4-2)
For
ASD:
div
shallFor ASD:
fFor
LRFD:
For
f1au
.60.3
F0fdiv

Epanel
div
22length,
y0
.
9
F
(903.4-1)

is
the
panel
in inches
(mm),
as defined
in
=
,2, ksi
ksi
(MPa)
F
a C
y auf 
Where

is
the
in
inches
(mm),
as defined
in (mm),
e
f

(903.4-1)
=
,
ksi
F
f



0
.
6
F
(903.4-2)
For
ASD:
div
y
e
=
/F’
for
end
panels
For
LRFD:
f



0
.
9
F
(903.4-1)
f



0
.
6
F
(903.4-2)
For
ASD:
au
div
y
=
ksilength,
(MPa)
F
m
au 
2)(MPa)
e ((k
f



0
.
6
F
(903.4-2)
For
ASD:
a .e9 F
div
y
ng
in
For
LRFD:
f



0
(903.4-1)

/
r
)
Where

is
the
panel
length,
inches
asdefin
defin


0
.
6
F
(903.4-2)
For
ASD:
=
,
ksi
(MPa)
F
2
auf
div
y
a
div
y
e
Where

is
the
panel
length,
inininches
(mm),
For
ASD:
(
k

/
r
k

/
r
)
Q
=
form
factor
defined
in
Section
903.2(b)
a
div
y
(903.4-2)
au
div
y
2
Where

is
the
panel
length,
in
inches
(mm),
in
a
div
y
 isthe
panel
length,
indefined
inches
(mm),
defined
ction
((/rkkrx))/Where
2xrxx )x rand
((kk/903.2(b)
Section
rx the
isradius
the
radius
of as
gyration
about
theas as
is
of
gyration
about
the
Section
903.2(b)
and
/
r
)
x
2
2
C
=
1
0.4
f
/F’
for
interior
panels
x
m
au
e
ed in
Section
903.2(b)
and
r
is
the
radius
of
gyration
abot
x and
x
Section
903.2(b)
and
r
is
the
radius
of
gyration
abou
(903.4-2)
For
ASD:
A
=
area
of
the
top
chord,
in.
(mm
)
Section
903.2(b)
r
is
the
radius
of
gyration
about
the
x
Section
903.2(b)
and
r
is
the
radius
of
gyration
about
x
f



0
.
6
F
(903.4-2)
For
ASD:
f



0
.
6
F
(903.4-2)
For
ASD:
x (mm),
div 
ff adiv
(903.4-2)
For
Where
the
is
the
panel
length,
in inches
(mm),
as
defined
6yy.6
(903.4-2)
For
axis
of
a f adiv
div
y0
aa ASD:
Where
is
the
panel
length,
in
inches
(mm),
defined
div
Where
the
panel
length,
inches
(mm),
asas
axisWhere
of
bending.
Where
is
the
panel
in
as
in inin in

0minimum
FF
0y y..66 F
Fyy yield
(903.4-2)
For
isbending.
panel
length,
in
inches
(mm),
as
defined
indefined
FASD:
=ASD:
specified
strength,
ksi (MPa) axis
f aof
atop
0.top
(903.4-2)
For
ASD:
div
ygyration
Where
isis
the
panel
length,
inininches
inches
(mm),
as defined
defined
axis
ofrlength,
bending.
div
Where
isis
the
panel
length,
in
inches
(mm),
as
defined
in in the
axis
of
bending.
of
bending.
The radius
the
chord
about
its vertical
axis
of
bending.
The radius
of gyration
of
the
chord
about
its
vertical
ofThe
radius
of
gyration
of
the
top
chord
about
its
vertical
axis
Where
ℓ
the
panel
length,
in
inches
(mm),
as
defined
in
Section
903.2(b)
and
is
the
radius
of
gyration
about
the
radius
of
gyration
about
the
Section
903.2(b),
Section
903.2(b)
risradius
is
of
gyration
about
thethe
radius
gyration
about
Section
903.2(b)
rxrthe
xx is
ofofradius
gyration
about
the
Section
903.2(b),
and
rand
Theof
radius
ofgyration
gyration
ofthe
the
top
chord
about
itsvertical
vertical
x and
The
radius
of
of
chord
about
2 top
the
radius
of of
gyration
about
the thethe
Section
903.2(b),
and
The radius of gyration
theof
chord
about
its top
vertical
x isx radius
The
gyration
of
the
chord
about
its its
vertical
gyration
about
the
Section
903.2(b),
andand
rxisisthe
axis shall
not
be radius
less
than
/120
where
 istop
spacing

E
axis
of
bending.
axis
of
bending.
axis shall
not be
less
than
/120
where
 iswhere
the
spacing
in in
shall
notshall
be
less
than
ℓ/120
ℓthe
is the
spacing
inisinches
axis
of
bending.
Section
903.2(b),
and
r
is
the
radius
of
gyration
about
the
Q
=
form
factor
defined
in
Section
903.2(b)
axis
of
bending.
axis
of
bending.
x
Q
=
form
factor
defined
in
Section
903.2(b)
axis
of
bending.
axis
not
be
less
than
/120
where
the
spacing
in
axis
of
bending.
axis
shall
not
be
less
than
/120
where
is
the
spacing
lyaxis
by inches
=form
form
factor
defined
in Section
903.2(b)
shall
not
beradius
less
than
/120
where
chord
ischord
the
spacing
in
The
radius
of
gyration
of
the
top
chord
about
its
=oflines
,the
ksi
(MPa)
Fbetween
The
radius
of
gyration
of
the
top
about
its
vertical
axis
shall
not
less
than
/120
where
vertical
is vertical
the
spacing
2 2defined
2 in Section
QQ=top
=in
903.2(b)
The
of
gyration
of
the
top
chord
about
its
vertical
egyration
Q in =in
form= factor
defined
Section
903.2(b)
2factor
For
ASD:
The
radius
of
gyration
of
about
its
vertical
Q
form
factor
903.2(b)
The
radius
of
of
the
top
chord
about
its
vertical
The
radius
of
gyration
of
the
top
chord
about
its
(mm)
lines
of
bridging
as
specified
inSection
inches
(mm)
between
ofbe
bridging
as
specified
in
The
radius
gyration
of
top
chord
about
its
2the
area
the
chord,
in.defined
) in Section
(mm)
between
lines
oftop
bridging
as
specified
invertical
A in
=A
area
of theof
top
chord,
in.
(mm
) top chord,
axis
bending.
22 2 22
2 of
2 (mm
inches
(mm)
between
lines
of
bridging
as
specified
in
2in.
inches
(mm)
between
lines
of
bridging
as
specified
inches
(mm)
between
lines
of
bridging
as
specified
in
ction
A
=
area
the
in.
(mm
(
k

/
r
)
axis
shall
not
be
less
than
/120
where
 is
the
spacing
in
inches
(mm)
between
lines
of
bridging
as
specified
in
axis
shall
not
be
less
than
/120
where

is
the
spacing
in
A
=
area
of
the
top
chord,
(mm
))
A
=
area
of
the
top
chord,
in.
(mm
)
Q
=
form
factor
defined
in
Section
903.2(b)
axis
shall
not
be
less
than
/120
where

is
the
spacing
in
A
=
area
of
the
top
chord,
in.
(mm
)
x
Q
=
form
factor
defined
in
Section
903.2(b)
axis
shall
not
be
less
than
/120
where
is
the
spacing
in
Section
904.5(d).
Q
=
form
factor
defined
in
Section
903.2(b)
axis
shall
not
be
less
than
/120
where
 is
the
spacing
axis
shall
be
less
/120
where
 is
the
spacing
in
Section
904.5(d).
axisnot
shall
not
be than
less
than
/120
where
the
spacing
in in
factor
defined
in
Section
903.2(b)
=form
form
factor
defined
903.2(b)
= =form
factor
defined
Section
QQ Q
= form
factor
defined
in Section
2 Section
2 903.2(b)
904.5(d).
2in in
2903.2(b)
Section
904.5(d).
inches
(mm)
between
lines
of
bridging
as
specified
in
Section
904.5(d).
(903.4-6)
at
the
panel
point:
f

f

0
.
6
F
2
2
Section
904.5(d).
2
2
inches
(mm)
between
lines
of
bridging
as
specified
in
A
=
area
of
the
top
chord,
in.
(mm
)
Section
904.5(d).
2(mm
2 )2
ofofthe
top
chord,
in.
)2(mm
2
abridging
bof bridging
yspecified
inches
(mm)
between
lines
of
in
inches
(mm)
as
specified
inches
(mm)
between
lines
of
bridging
as
specified
inas
A=area
=
the
toptop
chord,
in.
(mm
=area
of
top
chord,
in.
) ) 2)
AAA
QA=A
form
factor
defined
in
903.2(b)
inches
(mm)
between
lines
of
bridging
as
specified
in indefined in
inches
(mm)
between
lines
oflines
bridging
asinches
specified
in
Where
 isbetween
the
panel
length,
inas
(mm),
the
top
chord,
in.Section
(mm
)(mm
=area
area
of
the
chord,
(mm
== area
area
ofofthe
the
top
chord,
in.in.
Section
904.5(d).
Section
904.5(d).
Section
904.5(d).
Section
904.5(d).
2
2
904.5(d).
The
topSection
chord
shall
be
considered
as
stayed
laterally
by
Section
904.5(d).
Section
904.5(d).
The top
chord
shall
be
considered
as
stayed
laterally
by
is
the
radius
of
gyration
about
the
Section
903.2(b)
and
r
A
=
area
of
the
top
chord,
in.
(mm
)
x
For
ASD:
shall
The
toptop
chord
shall shall
be
considered
as stayedby
laterally
by the
For by
ASD:
The
top
chord
beconsidered
considered
asstayed
stayed
laterally
by
The
chord
be
as
laterally
The the
top chord
be
considered
as
laterally
mber
For
ASD:
The
top
chord
shallshall
bestayed
considered
asSection
stayed
laterally
byASD:
ASD:
For
ForFor
ASD:
at
the
mid
panel:
roof
deck
provided
the
requirements
ofSection
the roof
deck
provided
the
requirements
ofthe
Section
axis
ofchord
bending.
The
top
shall
be
considered
as
stayed
laterally
by
The
top
chord
shall
be
considered
as
stayed
laterally
by
roof
deck
provided
the
requirements
of
904.9(c)
For
ASD:
the
roof
deck
provided
requirements
of
Section
For
ASD:
The
top
chord
shall
be
considered
as
stayed
laterally
by
the
roof
deck
provided
the
requirements
of
Section
the
roof
deck
provided
the
requirements
of
Section
shall
The
top
chord
shall
be
considered
as
stayed
laterally
by
For
ASD:
the
roof
deck
provided
the
requirements
of
Section
ertical
The
top
chord
shall
be
considered
as
stayed
laterally
by
For
ASD:
(903.4-6)
at
the
panel
point:
0
904.9(c)
of
this
specification
are
met.
For
ASD:
(903.4-6)
at
the
panel
point:
f

f
panel
0f .6Fpoint:
The
top
chord
shall
be
considered
as
stayed
laterally
by
The
chord
shall
be
considered
as
stayed
laterally
by
the
roof
deck
provided
the
requirements
of
Section
904.9(c)
oftop
this
specification
are
met.
fprovided
the
roof
deck
provided
the
requirements
ofof Section
For
ASD:
aat
ba panel
y .6 Fyf f f f 
For
ASD:
For
ASD:
the
roof
deck
provided
the
requirements
of Section
(903.
athis
904.9(c)
of
this
specification
are
met.
this
specification
are
met.
at the
panel
point:
(903.4
at
the specification
roof
deck
the
requirements
Section
the
fthe
0f.b6
Fpoint:
6.y6FFy y
904.9(c)
ofroof
this
are
met.
904.9(c)
of
this
specification
are
met.
(903.4-6)
atfpoint:
panel
point:
fay a afb b b(903.4-6)
0(903.4-6)
.600
F.(903.4-6)
904.9(c)
of
specification
are
met.
athe
bf 
y0.6 F
the
deck
provided
the
requirements
of
Section
for

0
.
2
,defined
ng
in the
at
the
panel


904.9(c)
of
this
specification
are
met.
at
the
panel
point:
f


0
.
6
F
theroof
roof
deck
provided
the
requirements
of
Section
deck
provided
the
requirements
of
Section
904.9(c)
of
this
specification
are
met.
Q
=
form
factor
in
Section
903.2(b)
a
b
(903.4-6)
at panel
the panel
point:

af fbfa  f0
y0.6 Fy
904.9(c)
of this
specification
are met.
(903.4-6)
at
the
point:
.
6
F
904.9(c)
of
this
specification
are
met.
b
F
a f b f  0
2
2
(903.4-6)
at
the
panel
point:
904.9(c)
of
this
specification
areare
ed
The
top chord
shall
be adesigned
as
a continuous
member
(903.4-6)
at
panel
point:
0F.Fy6yFy
(903.4-6)
atmid
thethe
panel
point:
faa fa bfb fb y0.6
.6
904.9(c)
of
this
met.
904.9(c)
of
this
specification
are
met.
Theintop
chord
shall
be
designed
as
amet.
continuous
member
A
=specification
area
ofshall
the
top
chord,
in.
(mm
) a continuous
at
at
the
panel
point:
(903.4-6)
the
mid
panel:
at the
panel:
top
The
top
chord
be
designed
as
a continuous
member
The
top
chord
shall
be
designed
ascontinuous
member
The top
chord
shall
be
designed
as
adesigned
continuous
member
The
top
chord
shall
be
designed
as
a continuous
member
The
top
chord
shall
be
as
a
continuous
member
The
top
chord
shall
be
designed
as
a
member
at
the
mid
panel:
The
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
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:
The
top
chord
shall
be
designed
as
a
continuous
member
at
the
mid
panel:
subject
to
combined
axial
and
bending
stresses
and
shall
at thefamid panel:
fa
subject
to
combined
axial
and
bending
stresses
and
shall
beand
subject
to top
combined
axial
and
bending
stresses
and
shall
subject
to
combined
axial
and
bending
stresses
shall
subject
to
combined
axial
and
bending
stresses
and
shall
subject
tothat:
combined
axial
and
bending
stresses
and
shall
subject
to
combined
axial
and
bending
stresses
and
shall
The
chord
shall
be
designed
as
a
continuous
member
subject
tothat:
combined
and
stresses
and
sotop
proportioned
The
top
chord
shall
be
designed
as
a continuous
member
for
mid
The
chord
designed
as
a bending
continuous
member
fafor
be sobe
proportioned
subject
toshall
combined
axialaxial
and
bending
stresses
and
shallshall
at
the
mid
0.2 , for
0mid
0panel:
.panel:
2,panel:
f fafa
at
the
-3)
at the
the
mid
panel:
be
sobe
proportioned
that:
be
so
proportioned
that:
sosubject
proportioned
that:
be
so
proportioned
that:
be
so
proportioned
that:
so
proportioned
that:
for

be
so
proportioned
that:
to
combined
axial
and
bending
stresses
and
shall


be
so
proportioned
that:
forfora  0.200.,2.2, ,
lybeby
F
be
proportioned
that:
fffa.a2 ,
F
subject
to
combined
axial
and
bending
stresses
and
shall
subject
toso
combined
and
bending
stresses
and
shall
f
For ASD:axial
a
a
fa  0afa.a2
F for
fa, ,000..22.2,, , Fa FF
a
for


bebe
so
proportioned
that:
for

ction
for Fafor
Fa0.2
For
LRFD:
so
proportioned
that:
be
so
proportioned
that:
For LRFD:
0.,2 , a
forfor
 0.2
For
LRFD:
LRFD:
For
LRFD:


F
a
For LRFD: For



f
C
f

8


LRFD:
For
LRFD:
For
LRFD:
F
F
a
ForFor
LRFD:
For
LRFD:
a
m
(903.4-6)
at
panel point:
a Fa F
fba  fbdiv  0.6 F
 
 the
.0
(903.4-7)
a a
 y1(903.4-3)
at
the
panel
point:
For
LRFD:
ffau
fau
f0
0
..67
9ff0bu
F.fy9F00y
at
the
panel
point:
f

..9
F
(903.4-3)
at
the
panel
point:
f

.
9
F
(903.4-3)
9
F
at
the
panel
point:

f
(903.4-3)

bu
au
y

For
LRFD:
au
bu
y
For
LRFD:
 
1
at
the
panel
point:
f

9
F
(903.4-3)
bu
a



  
at
the
panel
point:
f

0
.
9
F
(903.4-3)
at the panel at
point:
fthe
panel
fbupanel
fpoint:
0
.
9
(903.4-3)
the
panel
point:
F
fbu
bu
0au
.au
9
F
(903.4-3)
at
the
point:
f
f

0
.
9
F
(903.4-3)
au
y0
a f


bu
y
at
point:
au
y
f


.
9
F
(903.4-3)
au
y
(903.4-3)
at
the
panel
bu
y

QFb

y
1   au bu
   
 
mber



at
the
mid
panel:




at
the
panel
point:
f

f

0
.
9
F
(903.4-3)
F










au
bu
y
e
at
panel
point:
fau
0.F9yFy
(903.4-3)
at the
thethe
panel
point:
fau
 fbufbu
 0.9
  Cm 88CfC
 
shall
div
ffbdiv
 (903.4-3)
at
the
mid
panel:
  f     


mfC
at
panel:
at
mid
bdiv

Cfbffm
at
atmid
the
mid
panel:
bm
C.C
 ffaa ff8aa8f affaa88C
atthe
the
mid
panel:
8div




f
8mf bC


m
panel:
at
the
mid
panel:
(903.4-7)

f1.b011div
f
8

b
div
(903.4-7)
(903.4-7)
at
the
mid
panel:

m
at the
the mid
mid panel:
panel:
..00div(903.4-7)

1
(903.4-7)
ab
div
div
f
C
a
8
div

 (903.4-7)
at
the
mid
panel:
11
a
at thefor
mid panel:
 F F9F9 9 a   1m.00fmbm
(903.
,
(903.4-7)
.0.b0
(903.4
(903.4-7)
011.0.0
(903.4-7)
mf1F
fau 0.f2
1.
1.aF
.f67





a 

991

F


1
..f67
ffa  

.
67
f
au



a 

f
C
8

67
f

a

a
9
F
9
9
F





a

f
f
at
the
mid
panel:
F
f
1
67

a
b
div

9
F
f


a


1
.
67
f


f
1
.
67


for,

0
.
2
,


a


af



f
C
f

a    f a
fau


8



C

1
.
67
f




8



9
F
au
au
for,


0
.
2
,

a
1
.
67
f
1
QF

a
f
au


a
a







1
QF

au
a
1
QF

a
f
mid
panel:


at at
thethe
mid
panel:
1
.
67
f

1
.
0
(903.4-7)


a
m
b
div



a
m
b
div


a
a


1
QF




a

f for,
for,au  0.200,.2.2, ,
0
for
, 0
a .0
, .2 ,for,for,
bQF
 b b (903.4-7)
 b1
for
au
QF
b1 bQF
1.0QF
(903.4-7)
 1 1 FF
 F 1
bQF
forau for
F..22cr0,, .c2
for
00.2
.
2
fF
a999FF
1bFb FFeQF
ffaFFbeef1
cc,0F
67
cFFcrccF
e1ee.67
F
 Faa F
e11.67
aucr
 

Fcr
cr fau
fau  0.2, cF
cF
F



e
cF
crcr
.


cr afor,






e




cr




1
QF



c
cr
a


 1 1  a QF
b   e
-4)
.2
0.,2 ,
 
for,for, F  0
 QF
faf ffaa    FFeF   bb 
c cr
-3)



0
.
2
,
for




e
e

0
.
2
,
for


a


f



   cFccrFcr
    

fafor F0a .2 ,0.2 ,
 

   
  
afor
.2, , 0.2 , for
forforfF

fa fafa 00.2.2, ,
F0aa.2
Faa0
for


for







0
.
2
,
for
F






F


f
C
f


8


 ffau  au 88   C
f8
    
 8div88CCm8divC

ffaa f
1fC.bfff0bu
1f.div
fCCbu
a
f au
Fafor
mmffffbubuaau
mm 
fdiv
f
a
fm
div
div(903.4-4)
C
.1(903.4-4)
mC
 au    C
au8budiv
div
m
..22
, Fa FF
(903.4-7)
0div
a0
a 
..00 1(903.4-4)
au
bubu
(903.4-4)
 faufau
bu
div
fau

f mbubu
88 mC
11.0.01(903.4-4)


.
0
(903.4-4)
10
(903.4-4)


0
.,2 , a  
for

0
for

a
mm1b.0
div div (903.4-4)

1
.
0
(903.4-4)



(903.4-4)





9

F
1
.
0
(903.4-4)




 c F
9
9
F
F
















1
.
0
(903.4-8)
f





F

9
c f cr9 8







C
f


f



1
.
67
f






cr
F
9
a
a



f



F



au
9

F


f






c
cr


au
m
bu
div
cr9mcrfQbu9f9
FaFa 
faf1au.0QQF
cr12cfcF
91
auauFC
 F   (903.4-4)
 c cr f auf au 1 8
cc8
cC

1div
 
Q

fbdiv
F

F
au
FcrccrF
 (903.4-4)
 yffau
m
11bubbF
au
Fcr

bFy y(903.4-4)
yyb F
  F  1 
0
1Q
0QF
bbQ
Fy.
 f   ffa  Cm fCCm ffb  div 
FaufQaQau1b.FQ
1.67
F  1yy1111au
FbF
9 FaQ

yQ
 
SP-Series Design
 
 
 
SP-Series Tables
consideration, ksi (MPa)
defined
in Section 903.2.17
consideration,
(MPa)
consideration,
ksiksi
(MPa)
M = required flexural strength using ASD load
combinations, kip-in (N-mm)
3
3
88
a a
defined in Section 903.2(b), ksi (MPa) 89
89
8989
Discover
the easiest
way
to specify
special
profile joists:
defined
Section
903.2(b),
(MPa)
defined
in in
Section
903.2(b),
ksiksi
(MPa)
  divdiv   1.0  (903.4-8)
F
c
c crF
eFe
ebe bb y   
cF
ec F
ccFFF
eecff auauefauQ
cr 9 91cc F
 afa a  C m bfbm  bdiv
e

ccr 
ceF
c F


  11.0.0 1.0 (903.4-8)




F
(903.4-8)

e


(903.4-8)
c
e






b
y







 (903.4-8)
Qb 
m1.
Fby Fy 
fbfdivf11

mffC
 ff a 22fFaFa22FFCaC

..67
ffa 
 1 1c FeQ



67
div

b
67


a





C
f
a

 (903.4-8)
1
.
67
f




f   f c F






C
f
a




1
.
0
a 
m 1
bf1 fdiv



a







QF

F



1
.
0
(903.4-8)
a
m
b
div




C
f

a





QF
a
m
b
div



.e2,fau  
b1m.QF
2F  1 1a  F
QF
  fau
(903.
fa,ceff0au
0bbb  div (903.4-8)
for

(903.4
au
f

1
011.0.0
(903.4-8)



au
2
F
f

b





1
.
67
f

0
.
2
for
au


F




f
C
f
f
au


a


0
.
2
,
for,


1
.
67
f


aF
, for,fau auau stress,
for,
11.67
ksi
(MPa) 2 Faa faf 1.67
fa  =
eediv
.20, .2 0,0..22 ,compressive
for
2C
fmFaC
2FfFbeFaeaQF
  .(903.4-8)
a
crP/A,
0.
2 ,0Required
for for


2
for,


.
67
f

f

0
.
2
,


F


f
1
QF



1
.
0



0
.
2
,
for,
F






1
a




1
.
67
f

a
m
b
div
c
a
m
b
div
a

F

0
.
2
,
for,




a
c F
crc Fcr
Fcr caxial
FaccF
a .0
P
f cr strengthusing
 2F1  F F
 bb111b  1
 b b (903.4-8)
QF
0QF
(903.4-8)
required
bQF
c cr =
cF
F ASD load
1.QF
fcompressive
 F
P/A,
 stress,
 stress,
a 
for,cr faufau  0.2, c F
== P/A,
e 11..67
F
-4)
67
required
ksi
(MPa)
ffaF
a 
 
crc crcr
e.67
Feksi

2
required
faf  =



2


e compressive
F



e (MPa)


1
f
P/A,
required
compressive
stress,
ksi
(MPa)

f


F
a

0
.
2
,
a





0
.
2
,
for,for, au



1
QF
a
combinations,
kips
(N)




=
P/A,
required
compressive
stress,
ksi
(MPa)





a

e
F
 ksiload
b  stress,
fa a P ==P/A,
(MPa)
ausing
 
QF
Fcompressive

using
ASD
QF
 Required
 stress
1required
ASD
axial
strength
load
1axial
 strength
ccFccr
b
busing
= required
required
axial
ASD
-5)
required
strength
loadload
e strength
crFcrbending
fb = M/S,
at the location underPPfP =P=required
using
axial
ASD
ASD
Required



F
F
=
P/A,
compressive
stress,
ksi (MPa)
combinations,
kips
(N)


=
required
axial
strength
using
load


=
P/A,
Required
compressive
stress,
ksi
(MPa)
f
a


combinations,
kips
(N)
e
e





a



(N)
Required
stress,
ksi
(MPa)
fa = P/A,combinations,
combinations,
kips
 fa fafcompressive
  compressive
P/A,
Required
compressive
stress,
ksi(MPa)
(MPa)
(N)
 C  fCCm ff ksi
  
a=kips
==strength
P/A,
Required
compressive
stress,
(MPa)


P/A,
Required
stress,
ksiksi
(MPa)
 ffau consideration,

 f au
=
M/S,
required
bending
stress
at
the
location
under

b M/S,
P
=
required
axial
using
ASD
load
fb=
=ff=
required
bending
stress
at
the
location
under




bu
div

P
=
required
axial
strength
using
ASD
load
m




combinations,
kips
(N)
bu
div




C
f
=
M/S,
required
bending
stress
at
the
location
under


f
b
m
P
required
axial
strength
using
ASD
load


f
M/S,
required
bending
stress
at
the
location
under
au
bu
div
au

 f =Divergence

bfa
m
P
=
required
axial
strength
using
ASD
load


1
.
0
(903.4-5)



=
P/A,
Required
compressive
stress,
ksi
(MPa)
 σ
bu
div

1
.
0
(903.4-5)
P
=
required
axial
strength
using
ASD
load


P
=
required
axial
strength
using
ASD
load
1.0(903.4-5)
consideration,
ksi
(MPa)
applicable
 divapplied
  1.01where
(903.4-5)as
 (903.4-5)
ksi
(MPa)
combinations,
kips
(N)stress atstress,
mffstress
=
P/A,
Required
compressive
stress,
(MPa)
==required
P/A,
Required
compressive
ksiksi
(MPa)
combinations,
kips
(N)
consideration,
ksi
(MPa)
b
ksi(N)
(MPa)
22div
cffa C
F
fa consideration,
M/S,
required
bending
the
location
under
kips
ffbudivdivCfau
buFcr
 f  
 ffau f au 22cC
m

combinations,
kips
(N)
.0 
(903.4-8) fPfbacombinations,
cFFcr
=consideration,
axial
strength
using
ASD
load
combinations,
kips
(N)
C
C
au
m
f

combinations,
kips
(N)


C
σ
=
divergence
stress
applied
where
applicable
as
c
cr
fdiv
m
bu



div

f
C
f




1
.
0
(903.4-5)
σ
=
divergence
stress
applied
where
applicable
as

au
 au  

cr
defined
in
Section
903.2.17
f

=
M/S,
Required
bending
stress
at
the
location
under




div

1

Q
F

1
.
0
(903.4-5)
au
m
bu
div
P
=
required
axial
strength
using
ASD
load



f
f

P
=
required
axial
strength
using
ASD
load

f
=
M/S,
Required
bending
stress
at
the
location
under

b


au


σ
=
divergence
stress
applied
where
applicable
as

1

Q
F
au
m
bu
div
b
2
F
div


1
.
0
(903.4-5)


fb =
M/S,
Required
stress
at the
location
under
σdiv
= divergence
applied
where
applicable
asstress
consideration,
(MPa)

(903.4-5)
fbending
M/S,
Required
bending
stress
the
location
u
Fyy using
 aCau ff11F1.67
Fyybbdiv
b Q
combinations,
kips
(N)
mFfQbuabstrength
(903.4-5)
b= M/S,
fbstress
==ksi
M/S,
Required
bending
atatthe
location
un
 fF   M
1.ASD
011.0.0 load
(903.4-5)
Required
bending
stress
at the
location
unde
bEquation
defined
in
Equation
903.2-17
crcr2
defined
infin
903.2-17
F
f

=
required
flexural


consideration,
ksi
(MPa)



1
QF
 22cc F


c
e
m
bu
div
combinations,
kips
(N)




combinations,
kips
(N)
consideration,
ksi
(MPa)


au

F


2

F


f
defined
in
Equation
903.2-17






c
e


au


b




F
2
F

consideration,
ksi
(MPa)






defined
Equation
903.2-17

cf auaucrfau1 
f


c
e


c
cr


au

C
f








C
f










2

F

1
.
0
(903.4-5)





f
consideration,
ksi
(MPa)

1
Q

F


f
=
M/S,
Required
bending
stress
at
the
location
under
σ
=
divergence
stress
applied
where
applicable
as




c
cr
c
e




Q

F
au

div
b
consideration,
ksi
(MPa)




f

m
bu
div



m
bu
div
c
cr





au
b
y
=
required
flexural
strength
using
load
au 1.01(N-mm)
consideration,
ksi ASD
(MPa)

MMσ
=fM
required
flexural
strength
using
ASD
load
bbyy111Fekip-in
0Q
b Fy(903.4-5)
 2c Fcr   Fcombinations,
M
=
required
flexural
strength
using
ASD
load
=
M/S,
Required
bending
stress
at
the
location
under
bQ
=
M/S,
Required
bending
stress
at
the
location
b=
Divergence
stress
applied
where
applicable
asunder
y (903.4-5)
=
required
flexural
strength
using
ASD
load
Fyb F
σdiv
Divergence
stress
where
applicable
as
div
 stress,
fFaue compressive
Q
div
compressive
 F=fauPu/A,
crequired
σ
==fbDivergence
stress
where
applicable
as
 .stress,
consideration,
ksi
(MPa)
3(MPa)
3
1PP
defined
inσdiv
Equation
903.2-17
combinations,
kip-in
(N-mm)
c F
FF
=applied
Divergence
stress
applied
where
applicable
as
=
ksi
  (MPa)
cc required
ee
combinations,
kip-in
(N-mm)
divDivergence
u/A,

σ
=applied
Divergence
stress
applied
where
applicable
ksi

F







σ
=
stress
applied
where
applicable
as as
e 
combinations,
kip-in
(N-mm)
f

f


Q

=
/A,
required
compressive
stress,
ksi
(MPa)
f
S
=
elastic
Section
Modulus,
in
(mm
)
c
cr
cr


div

 2f2caufF


c
e
au
u
consideration,
ksi
(MPa)
combinations,
kip-in
(N-mm)
consideration,
ksi
(MPa)


3
3
=
P
/A,
required
compressive
stress,
ksi
(MPa)



au

f
=
P
/A,
required
compressive
stress,
ksi
(MPa)
b
y
au
c e 
au
3
3
required

strength

auu= 1
u  axial
defined
in
Section
903.2.17
Q
 load
3where
3) applicable as
defined
inSection
Section
903.2.17


S
=
elastic
Section
Modulus,
in
(mm
1
Q
F
P
using
LRFD



F
3(mm
3 ASD
defined
in
Section
903.2.17
S
=
elastic
Modulus,
in
)

urequired
σ
=
Divergence
stress
applied
P
axial
strength
using
LRFD
load



F
M
=
required
flexural
strength
using
load
div
u =
b
y
b
y
defined
in
Section
903.2.17
S
=
elastic
Section
Modulus,
in
(mm
)
P
=
required
axial
strength
using
LRFD
load

=
P/A,
Required
compressive
stress,
ksi
(MPa)
f
c
e
defined
in
Section
903.2.17
compressive
  kips
allowable
= div
elastic
Section
Modulus,
inapplied
(mm
) where
=uRequired
required
strength
using
LRFD
load
a  =
nder f
defined
in
Section
903.2.17
axial
stress based on /rMas S=M
ksi
compressive
σ
=
Divergence
stress
applicable
σrequired
=
Divergence
stress
applied
where
applicable
asas
 F
P
required
axial
strength
using
LRFD
load
axial
required
flexural
strength
using
ASD
load
div
= PPuu/A,
ksi
(MPa)
uFa=
required
flexural
strength
using
ASD
load
(N)
(MPa)
fau
Required
=
allowable
axial
compressive
stress
based
on
/r
as
F=
e
combinations,
c Fce kips
Required
kips
M flexural
strength
using
ASD
load
axial
compressive
stress
based
on
as
F=
compressive
stress,
ksi
(MPa)
 =defined
(N)
au =auPuu/A, Required
combinations,
kips
(N)
=combinations,
compressive
faufau
stress,
defined
in
903.2.17
required
flexural
strength
using
ASD
load
=combinations,
allowable
axial
compressive
stress
based
on
/rASD
asASD
(N-mm)
=
Pu/A,
/A,
compressive
stress,
ksi(MPa)
(MPa)
combinations,
(N)
P
=
required
axial
strength
using
ASD
load
MM=Section
==kip-in
required
flexural
strength
using
load
uRequired
allowable
axial
compressive
stress
based
on/r
/r
as
Fa a =F=aaallowable
Prequired
stress,
ksi
M
required
flexural
strength
using
load
in
Section
903.2(b),
ksi
(MPa)
P
/A,
compressive
stress,
ksi
(MPa)
f
au
u
f
=
M
/S,
bending
stress
at
the
location
under
combinations,
kip-in
(N-mm)
P
=
required
axial
strength
using
LRFD
load
defined
in
Section
903.2(b),
ksi
(MPa)
bu
u
defined
in
Section
903.2.17
combinations,
kips
(N)
defined
in
Section
903.2.17
fbu
=
MMu/S,
required
bending
stress
atatthe
location
under
combinations,
kip-in
(N-mm)
Puu =f urequired
axial
strength
load
defined
ininSection
903.2(b),
ksi
(MPa)
combinations,
kip-in
(N-mm)
using
LRFD
load
f=
=
M
/S,
required
bending
stress
at
the
location
under
3using
3(MPa)
defined
in
Section
903.2(b),
ksi
buRequired
urequired
fbuu/A,
/S,
bending
stress
the
location
under
M
=
required
flexural
strength
ASD
load
combinations,
kip-in
(N-mm)
compressive
stress,
ksi
(MPa)
=
required
axial
strength
using
LRFD
load
defined
Section
903.2(b),
ksi
(MPa)
uP
3
3
combinations,
kips
(N)
combinations,
kip-in
(N-mm)
S
=
elastic
Section
Modulus,
in
(mm
)
au = P
u
P
=
required
axial
strength
using
LRFD
load
3
3
u
combinations,
kip-in
(N-mm)
3
3
P
=
required
axial
strength
using
LRFD
load
consideration,
ksi
(MPa)
u=
consideration,
ksi
Section
Modulus,
inusing
(mm
)ASD
kips
(N)
M== elastic
=
required
flexural
strength
load
required
flexural
strength
ASD
load
elastic
Section
Modulus,
in
(mm
) Modulus,
=
Required
compressive
stress,
fau= combinations,
PuP
/A,
Required
compressive
stress,
ksi
(MPa)
combinations,
kips
(N)
consideration,
ksi
(MPa)
f
MuM/S,
/S,
required
bending
stress
atksi
the(MPa)
location
under under
u/A,
SS ==SMelastic
Section
Modulus,
in
(mm
)using
au
bu
3 3)3)
ksi(MPa)
(MPa)
(N-mm)
elastic
Section
in3 3(mm
(mm
strength
using
LRFD
load
combinations,
kips
(N)
-5) fP
fconsideration,
=
Required
bending
stress
at the location
u = required
==kip-in
elastic
Section
Modulus,
combinations,
kips
(N)
b axial
FFa == combinations,
combinations,
allowable
axial
compressive
stress
based
ℓ/r
as
S SS=
elastic
Section
inon3in(mm
) as
combinations,
kips
(N)
3 Modulus,
3 based
f
=
M
/S,
Required
bending
stress
at
the
location
under
combinations,
kip-in
(N-mm)
kip-in
(N-mm)
P
=
required
axial
strength
using
LRFD
load
allowable
axial
compressive
stress
on
/r
P
=
required
axial
strength
using
LRFD
load
fbu
=
M
/S,
Required
the
location
under
bu
u
u
=
allowable
axial
compressive
stress
based
on
/r
as
F
a
u
u
bending
stress
at
the
location
under
consideration,
ksi
(MPa)
a =Sallowable
axial
stress
based
Funder
bu
u
= elastic
Section
Modulus,
in
(mm
)3 3on /r as
aunder
combinations,
kips
(N)
fbu
=uM
Mu/S,
/S,
Required
bending
stress
atthe
the
location
consideration,
ksi
(MPa)
=allowable
allowable
axial
compressive
stress
based
on/
Facompressive
uRequired
3compressive
f
=
Required
bending
stress
at
location
3compressive
a allowable
=
axial
stress
based
F
bu
f
=
M
/S,
bending
stress
at
the
location
under
defined
in
Section
903.2(b),
ksi
(MPa)
=
axial
stress
based
onon
/r
a
F
bu
a
ksi
(MPa)
S = defined
=
elastic
Modulus,
inksi
(mm
Sdefined
elastic
Section
Modulus,
in
(mm
) )
kips
inSection
Section
903.2(b),
(MPa)
combinations,
kips
(N)(N)stressksi
consideration,
defined
inSection
Section
903.2(b),
ksi
(MPa)
ksi (MPa)
in
903.2(b),
ksi
(MPa)
fbu
= consideration,
Mucombinations,
/S, σ
Required
bending
at
the
location
under
consideration,
(MPa)
=
allowable
axial
compressive
stress
based
on
/r
as
F
defined
in
Section
903.2(b),
ksi
(MPa)
a
consideration,
ksi
(MPa)
defined
in
Section
903.2(b),
ksi
(MPa)
=
Divergence
stress
applied
where
applicable
as
consideration,
ksi
(MPa)
div
defined
in Sectionstress
903.2(b),
ksion
(MPa)
Required
bending
stress
location
under
fbufbu= =
MuM
/S,
Required
bending
stress
at at
thethe
location
under
allowable
axial
compressive
stress
based
on
allowable
axial
compressive
based
/r/r
asas
u/S,
FF ==
93
Introduction
Fb = 0.6 Fy, allowable bending stress, ksi (MPa)
Cm = 1 - 0.5 fa/Fe for end panels
Cm = 1 - 0.67 fa/Fe for interior panels
(b)Web
The vertical shears to be used in the design of the web members
shall be determined from full uniform loading, but such vertical
shears shall be not less than 25 percent of the end reaction.
Interior vertical web members used in modified Warren-type
web systems shall be designed to resist the gravity loads
supported by the member plus an additional axial load of 1/2 of
1 percent of the top chord axial force.
(c) Eccentricity
Members connected at a joint shall have their center-of-gravity
lines meet at a point, if practical. Eccentricity on either side of
the neutral axis of chord members may be neglected when it
does not exceed the distance between the neutral axis and the
back of the chord. Otherwise, provision shall be made for the
stresses due to eccentricity. Ends of joists shall be proportioned
to resist bending produced by eccentricity at the support.
SP-Series Design
(d) Extended Ends
Extended top chords or full depth cantilever ends require the
special attention and coordination between the specifying
professional and NMBS. The magnitude and location of the
loads to be supported, deflection requirements, and proper
bracing shall be clearly indicated in the contract documents
and joist erection plans.
903.5 CONNECTIONS
(a) Methods
SP-Series Tables
Joist connections and splices shall be made by attaching the
members to one another by arc or resistance welding or other
accredited methods.
(1) Welded Connections
a)Selected welds shall be inspected visually by the manufacturer.
Prior to this inspection, weld slag shall be removed.
b) Cracks are not acceptable and shall be repaired.
c) Thorough fusion shall exist between weld and base metal
for the required design length of the weld; such fusion
shall be verified by visual inspection.
d) Unfilled weld craters shall not be included in the design
length of the weld.
e) Undercut shall not exceed 1/16 inch (2 mm) for welds
oriented parallel to the principal stress.
f) The sum of surface (piping) porosity diameters shall not
exceed 1/16 inch (2 mm) in any 1 inch (25 mm) of design
weld length.
g) Weld spatter that does not interfere with paint coverage
is acceptable.
94
(2) Welding Program
NMBS shall have a program for establishing weld
procedures and operator qualification, and for weld
sampling and testing. (Refer to Steel Joist Institute
Technical Digest #8, Welding of Open Web Steel Joists.)
(3) Weld Inspection by Outside Agencies (See Section 904.13
of this specification).
The agency shall arrange for visual inspection to determine
that welds meet the acceptance standards of Section
903.5(a)(1). Ultrasonic, X-ray, and magnetic particle testing
are inappropriate for joists due to the configurations of the
components and welds.
(b) Strength
(1) Joint Connections shall develop the maximum force due
to any of the design loads, but not less than 50 percent
of the strength of the member in tension or compression,
whichever force is the controlling factor in the selection of
the member.
(2) Shop Splices may occur at any point in chord or web
members. Splices shall be designed for the member force
but not less than 50 percent of the member strength.
Members containing a butt weld splice shall develop an
ultimate tensile force of at least 2 x 0.6 Fy times the full
design area of the chord or web. The term “member” shall
be defined as all component parts comprising the chord or
web, at the point of splice.
(c) Field Splices
Field Splices shall be designed by NMBS in accordance
with the AISC Steel Construction Manual. Splices shall be
designed for the member forces, but not less than 50 percent
of the member strength.
Top chord splices may be designed as “compression only”
when the joist is not subject to an in-service net uplift. Most
all joists are subject to negative bending moment during
hoisting at erection and “compression only” splices shall be
designed for these tension forces.
903.6 CAMBER
SP-Series joists are furnished with no camber. NMBS can provide
special camber as required by the contract documents. The
specifying professional shall give consideration to coordinating
joist elevation with adjacent framing. Technical performance
requirements shall be coordinated between NMBS and the
specifying professional.
903.7 VERIFICATION OF DESIGN & MANUFACTURE
(a) Design Calculations
Design calculations prepared by a professional engineer
registered in the state of the NMBS manufacturing plant are
available for NMBS SP-Series joists upon request.
Introduction
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
applyWhere
to any
type of joists
structure
where
as hereinaftershall
specified.
SP-Series
are used
other
roof decks
aresimple
to bespans
supported
directly bydistributed
SP-Series
joists as
than on
under uniformly
loading
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
if necessaryinto Section
limit the 903.1,
requiredthey
stresses
to those
loadingmodified
as prescribed
shall
be
listed inand
Section
903.2. if necessary to limit the required
investigated
modified
stresses to those listed in Section 903.2.
CAUTION: If a rigid connection of the bottom chord is to be
CAUTION:
connection
of the bottom
chord
to be
made Ifto atherigid
column
or other support,
it shall be
madeisonly
after
made the
to the
column oforthe
other
it shall
made
application
deadsupport,
loads. The
joist be
is then
no only
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
actionbybythe
thespecifying
specifyingprofessional.
professional.
for continuous
frame
action
The designed
a rigid-type
connection
moment
The designed
detaildetail
of a of
rigid-type
connection
andand
moment
plates plates
shall shall
be shown
on inthe
drawings and
by on
thethe
be shown
the structural
contract documents
specifying
professional.
moment
plates
shall be The
furnished
structural
drawingsThe
by the
specifying
professional.
moment
by other
thanshall
NMBS.
plates
be furnished by other than NMBS.
904.2 SPAN
904.2 SPAN
SP-Series Design
The “span”
term “span”
as used
herein
is defined
as shown
The term
as used
herein
is defined
as shown
on on
thethe
diagram
at theatright.
On beams,
thethe
span
diagram
the right.
On beams,
spanisistotothe
thecenter
center line of
of the the
supporting
steel
span isisdefined
definedasas
supporting
steeland
andon
on aa wall,
wall, span
6” 6”
(152
(152 mm) over the support. In each case, the vertical location
mm)
over
the
support.
In
each
case,
the
vertical
location
of
of the point for determining span is at the top of the joist topthe
chord. point for determining span is at the top of the joist top chord.
the bearing
a SP-Series
different
When When
the bearing
pointspoints
of a of
SP-Series
joistjoist
areare
at at
different
elevations,
the span
of the
shallshall
be determined
by by
thethe
elevations,
the span
of joist
the joist
be determined
length length
along along
the slope.
the slope.
In all cases,
the design
length
of the
is equal
to the
span
In all cases,
the design
length
of joist
the joist
is equal
to the
span
less 4” (102 mm).
less 4” (102 mm).
904.3 DEPTH
SP-Series Tables
904.3 DEPTH
The nominal
depth as
specified
in the designation
of SP-Series
The nominal
depth
as specified
in the designation
of SPjoists shall
the maximum
depth
of the depth
joist as
Seriesbejoists
shall be the
maximum
of measured
the joist as
between the top and bottom chords. When joist geometry
measured between the top and bottom chords. When joist
consists of parallel chords, (e.g. Scissor or Arch), the
geometryshall
consists
of parallel
chords, (e.g.to Scissor
Arch),
measurement
be made
perpendicular
the topor and
measurement
shallnot
be prescribing
made perpendicular
and
bottomthe
chord.
If a profile
to one to
of the
thetop
four
types or
variations
catalog
is used, to
the
depth
bottom
chord. Ifinathis
profile
not conforming
onenominal
of the four
types
shall be
measuredin this
perpendicular
to athe
chord
tangent,
at abe
or variations
catalog is used,
nominal
depth shall
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,
panel to
point,
bottomshall
chordberidge),
or at the in
greatest
dimensions
be (i.e.
usedtopinordesign
as specified
the
nominal
depth along the span. In any case, dimensions to be
contract
documents.
used in design shall be as specified in the contract documents.
SP-Series joists may have various chord configurations and
may have
bearing
conditions
thatvarious
cause the
pitch in
SP-Series
joists
may have
chordexcessive
configurations
and
the chords.
Thebearing
designconditions
of the joist
all the
cases
shall be
may have
that in
cause
excessive
pitch
comprehensive to meet all design requirements set forth in the
in documents.
the chords. The design of the joist in all cases shall be
contract
comprehensive to meet all SP-Series design requirements set
forth in the contract documents.
91
95
Introduction
904.4 END SUPPORTS
(a) Masonry and Concrete
SP-Series joists supported by masonry or concrete are to
bear on steel bearing plates and shall be designed as steel
bearing. Due consideration of the end reactions and all other
vertical or lateral forces shall be taken by the specifying
professional in the design of the steel bearing plate and
the masonry or concrete. The ends of SP-Series joists shall
extend a distance of not less than 6 inches (152 mm) over the
masonry or concrete support and be anchored to the steel
bearing plate. The plate shall be located not more than 1/2
inch (13 mm) from the face of the wall and shall not be less
than 9 inches (229 mm) wide perpendicular to the length
of the joist. The plate is to be designed by the specifying
professional and shall be furnished by other than NMBS.
(c) Bridging Types
For spans less than or equal to 20 feet (6.096 m), welded
horizontal bridging may be used. If the joist center of gravity
is above the supports, the row of bridging nearest the center
is required to be bolted diagonal bridging.
For spans more than 20 feet (6.096 m) all rows shall be bolted
diagonal bridging. Where the joist spacing is less than 2/3
times the joist depth at the bridging row, both bolted diagonal
bridging and bolted horizontal bridging shall be used.
(d) Quantity and Spacing
The maximum spacing of lines of bridging shall not exceed
the values in Table 904.5-1.
TABLE 904.5-1
Where it is deemed necessary to bear less than 6 inches
(152 mm) over the masonry or concrete support, special
consideration is to be given to the design of the steel
bearing plate and the masonry or concrete by the specifying
professional. The joists must bear a minimum of 4 inches
(102 mm) on the steel bearing plate.
SP-Series Design
(b) Steel
Due consideration of the end reactions and all other
vertical and lateral forces shall be taken by the specifying
professional in the design of the steel support. The ends of
SP-Series joists shall extend a distance of not less than 4
inches (102 mm) over the steel supports for top chords less
than angle size L5” x 5” x ½”, otherwise 6 inches (153mm).
904.5 BRIDGING
SP-Series Tables
Top and bottom chord bridging is required and shall consist
of one or both of the following types.
(a) Horizontal
Horizontal bridging shall consist of continuous horizontal
steel members with a ℓ/r ratio of the bridging member of
not more than 300, where ℓ is the distance in inches (mm)
between attachments and r is the least radius of gyration of
the bridging member.
(b) Diagonal
Diagonal bridging shall consist of cross-bracing with a
ℓ/r ratio of not more than 200, where ℓ is the distance in
inches (mm) between connections and r is the least radius
of gyration of the bridging member. Where cross-bracing
members are connected at their point of intersection, the
ℓ distance shall be taken as the distance in inches (mm)
between connections at the point of intersection of the
bridging members and the connections to the chord of
the joists.
96
BRIDGING SPACING AND FORCES
TOP CHORD
MAXIMUM
NOMINAL
LEG SIZE BRIDGING
FORCE
SPACING
REQUIRED
< 2” 11’-0” 400 lbs.
2” 12’-0”
550 lbs.
2½”
13’-0”
750 lbs.
3” 16’-0” 950 lbs.
3½” 16’-0” 1300 lbs.
4” 21’-0” 1850 lbs.
5” 21’-0” 2300 lbs.
6” x 6” x 0.500” 26’-0” 2800 lbs.
6” x 6” x 0.625” 30’-0” 3450 lbs.
6” x 6” x 0.75” 30’-0” 4050 lbs.
Nominal bracing force is unfactored. 8” chords – contact NMBS
(e) Connections
Connections to the chords of the steel joists shall be made
by positive mechanical means or by welding, and capable
of resisting a horizontal force not less than that specified in
Table 904.5-1.
(f) Bottom Chord Bearing Joists
Where bottom chord bearing joists are utilized, a row of
diagonal bridging shall be provided near the support(s).
This bridging shall be installed and anchored before hoisting
cables are released.
Bridging shall support the top and bottom chords against lateral
movement
during the OF
construction
period and shall hold the
904.6
INSTALLATION
BRIDGING
steel joists in the approximate position as shown on the joist
Bridging
shall
support the top and bottom chords against
placement
plans.
lateral movement during the construction period and shall hold
the steel joists in the approximate position as shown on the
Theplacement
ends of all plans.
bridging lines terminating at walls or beams shall
joist
be anchored to resist the nominal force shown in Table 904.5-1.
The ends of all bridging lines terminating at walls or beams
shall be anchored to resist the nominal force shown in Table
904.7 BEARING SEAT ATTACHMENT
904.5-1.
with fixed anchorage
conditions may induce a horizontal thrust to the supporting
CAUTION:
Scissor
and Arch
joists with
anchorage
structure. The
specifying
professional
shallwelded
give consideration
conditions
mayat induce
horizontal
to the supporting
to this thrust
the fixeda ends
of the thrust
joist. Alternatively,
roller
structure. The specifying professional shall give consideration
(slip)
end
supports
result
in
lateral
displacement
of
the
reaction
to this thrust at the fixed ends of the joist. Alternatively, roller
at theend
roller
(slip) end
ofinthe
joist.displacement
Anchorage conditions
must
(slip)
supports
result
lateral
of the reaction
atberoller
(slip) end
thespecifying
joist. Anchorage
conditions
be
investigated
byofthe
professional
and themust
design
investigated
by the specifying
professional
and theappropriate
design of
of the supporting
structure shall
accommodate
the supporting structure shall accommodate appropriate
anchorage conditions.
anchorage conditions.
the specifying professional on the contract documents.
904.8 JOIST
SPACING
Where
uplift forces
are a design consideration, SP-Series
joists shall be anchored to resist such forces (Refer to Section
Joists shall be spaced so that the loading on each joist does
904.12
Uplift).
not exceed the design load (LRFD or ASD) for the particular
joist as designated in the contract documents.
904.8 JOIST SPACING
904.9 ROOF DECKS
Joists shall be spaced so that the loading on each joist does not
(a) the
Material
exceed
design load (LRFD or ASD) for the particular joist as
designated in the contract documents.
Roof decks may consist of gypsum, formed steel, wood, or
other suitable material capable of supporting the required
loadDECKS
at the specified joist spacing.
904.9 ROOF
(a) Material
(b) Bearing
Roof Decks
decks may
of gypsum,along
formed
wood, orof the
shallconsist
bear uniformly
thesteel,
top chords
otherjoists.
suitable material capable of supporting the required
load at the specified joist spacing.
(c) Attachments
(b) Bearing
The spacing of attachments along the joist top chord shall
not exceed 36 inches (914 mm). Such attachments of the
Decksdeck
shalltobear
the shall
top chords
of the of
joists.
the uniformly
top chordalong
of joists
be capable
resisting
the forces given in Table 904.9-1.
(c) Attachments
TABLE 904.9-1
SP-Series Design
For
For applicable
applicable conditions,
conditions, horizontal
horizontal thrust
thrust force
force to
to be
be resisted
resisted
by
bythe
the joist
joistoror allowable
allowablelateral
lateralslip
slipatatthe
thesupport
support and
and design
design
details of end anchorage conditions shall be clearly indicated
details
of
end
anchorage
conditions
shall
be
clearly
indicated
by
by the specifying professional in the contract documents.
joists shall be anchored to resist such forces (Refer to
(c) UpliftSection 904.12 Uplift).
CAUTION:
Scissor
Arch joists
904.7
BEARING
SEATand
ATTACHMENT
thereto with minimum of two 1/4 inch fillet welds, 4 inches
long, or two 3/4 inch ASTM A325 bolts or equivalent. When
SP-Series joists are used to provide lateral stability to the
Uplift
supporting
member, the final connection shall be made by
welding
or
as
designated
by the
specifying
professional.SP-Series
Where uplift
forces are
a design
consideration,
Introduction
904.6 INSTALLATION OF BRIDGING
The spacing of attachments along the joist top chord shall
DECK
FORCES of the
not exceed 36 inches
(914ATTACHMENT
mm). Such attachments
deck toTOP
the top
chordLEG
of joists NOMINAL
shall be capable
of REQUIRED
resisting
CHORD
FORCE
the forces given in Table 904.9-1.
≤2”
100 PLF
TABLE 904.9-1 2½”
150 PLF
3”
Ends
joists resting on steel bearing plates on
Ends of SP-Series
SP-Series joists
on
masonry
structuralconcrete
concrete
shall
be attached
thereto
masonry ororstructural
shall
be attached
thereto
with
with a minimum of two 1/4 inch (6 mm) fillet welds 2
a minimum
of two
1/4orinch
(6 two
mm)3/4
fillet
welds
inches
(51
inches
(51 mm)
long,
with
inch
(19 2mm)
ASTM
mm)
long,
or
with
two
3/4
inch
(19
mm)
ASTM
A307
bolts
A307 bolts (minimum), or the equivalent.
(minimum), or the equivalent. Top chords of angle size L5” x
(b) Steel
5” x 1/2” or greater shall be attached thereto with minimum
of twoof1/4
inch fillet
welds,
4 inches
long,supports
or two 3/4
Ends
SP-Series
joists
resting
on steel
shallinch
be
ASTM
A325
bolts
or
equivalent.
attached thereto with a minimum of two 1/4 inch (6 mm)
welds 2 inches (51 mm) long, or with two 3/4 inch (19 mm)
ASTM A307 bolts (minimum), or the equivalent. Top chords
of angle size L5” x 5” x 1/2” or greater shall be attached
≤2” 5”
6” x 6” x 0.500”
2½” 6” x 6” x 0.625”
3”6” x 6” x 0.75”
3½” 4” 5” 400
PLF
NOMINAL FORCE
REQUIRED
500 PLF
100 PLF
600 PLF
150 PLF
750 PLF
200 PLF
850 PLF
Nominal bracing force
unfactored.
200isPLF
8” chords – contact NMBS
(d) Wood Nailers
300 PLF
400 PLF
Where wood nailers are used, such nailers in conjunction
6” xwith
6” x deck
0.500”shall
be firmly attached
500toPLF
the top chords of the
joists in conformance with Section 904.9(c).
6” x 6” x 0.625” 600 PLF
6” x 6” x 0.75” 700 PLF
Nominal bracing force is unfactored. 8” chords – contact NMBS
93
97
fillet welds 2 inches (51 mm) long, or with two 3/4 inch (19
(b) mm)
Steel ASTM A307 bolts (minimum), or the equivalent.
When SP-Series joists are used to provide lateral stability
to
theofsupporting
the on
final
connection
Ends
SP-Series member,
joists resting
steel
supports shall
shall be
be
made by welding or as designated by the specifying
attached
thereto
with
a
minimum
of
two
1/4
inch
(6
mm)
fillet
professional.
4”
TOP CHORD LEG
SP-Series Tables
(a)
(a) Masonry
Masonry and
and Concrete
Concrete
200 PLF
DECK
3½” ATTACHMENT FORCES
250 PLF
Introduction
(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
not exceed the following:
• 1/360 of span where a plaster ceiling is attached
or suspended
When it is necessary for the erector to climb on the SP-Series
joists, extreme caution must be exercised since unbridged
joists may exhibit some degree of instability under the
erector’s weight. The degree of instability increases for
geometries common with SP-Series joists due to their higher
center-of-gravity.
• 1/240 of span for all other cases
(a) Stability Requirements
Roofs:
(1) Before an employee is allowed on the SP-Series joists:
BOTH ends of joists at columns (or joists designated
as column joists) shall be attached to its supports.
For all other joists a minimum of one end shall be
attached before the employee is allowed on the joist.
The attachment shall be in accordance with Section
904.7.
The specifying professional shall give consideration to the
effects of deflection.
904.11 PONDING
The ponding investigation shall be performed by the specifying
professional. Refer to Steel Joist Institute Technical Digest #3,
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
tightened. The snug tight condition is defined as the
tightness that exists when all plies of a joint are in firm
contact. This may be attained by a few impacts of an
impact wrench or the full effort of an employee using
an ordinary spud wrench.
SP-Series Design
904.12 UPLIFT
Where uplift forces due to wind are a design requirement, these
forces must be indicated in the contract documents in terms
of NET uplift in pounds per square foot (Pascals). The contract
documents shall indicate if the net uplift is based upon LRFD or
ASD. When these forces are specified, they must be considered in
the design of joists and/or bridging. A single line of bottom chord
bridging must be provided near the first bottom chord panel points
whenever uplift due to wind forces is a design consideration.
Refer to Steel Joist Institute Technical Digest #6, Structural
Design of Steel Joist Roofs to Resist Uplift Loads.
(2) For SP-Series joists with spans less than or equal to 20
feet (6.096 mm) that are permitted to have horizontal
bridging per the restrictions of Section 904.5.(c), only one
employee shall be allowed on the joists unless all bridging
is installed and anchored.
SP-Series Tables
904.13 INSPECTION
Joists shall be inspected by NMBS before shipment to verify
compliance of materials and workmanship with the requirements
of these specifications. If the buyer wishes an inspection of the
steel joists by someone other than NMBS, they may reserve the
right to do so in their “Invitation to Bid” or the accompanying
“Job Specifications.”
Arrangements shall be made with NMBS for such inspection of
the joists at the manufacturing facility by the buyer’s inspectors
at buyer’s expense.
(3) For SP-Series joists with spans more than 20 feet (6.096m),
the following shall apply:
a) All rows of bridging shall be bolted diagonal bridging.
Where the joist spacing is less than 2/3 times the
joist depth at the bridging row, both bolted diagonal
bridging and bolted horizontal bridging shall be used.
b) Hoisting cables shall not be released until all bolted
bridging is installed and anchored, unless an alternate
method of stabilizing the joist has been provided.
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.
98
(6) After the joist is straightened and plumbed, and all bridging
is completely installed and anchored, the ends of the joists
shall be fully connected to the supports in accordance with
Section 904.7.
(b) (b)
Landing
and
Placing
Loads
Landing
and
Placing
Loads
bearing seats are attached.
(2)
During the construction period, loads placed on the
SP-Series joists shall be distributed so as not to
(2) During
the construction period, loads placed on
exceed the capacity of the joists.
(3)
the
SP-Series joists shall be distributed so as not to exceed
the
joists. of joist bridging shall not
Thecapacity
weight of
ofthe
a bundle
exceed a total of 1000 pounds (454 kilograms). The
bundle of joist bridging shall be placed on a
(3) The
weightofof 3a bundle
of joist
bridging
shall notatexceed
minimum
steel joists
that
are secured
one a
total
1000edge
pounds
kilograms).bundle
The bundle
end. ofThe
of (454
the bridging
shall of
bejoist
positioned
within
1 foot on
(0.30
m) of theofsecured
end.joists
bridging
shall
be placed
a minimum
three steel
A copy of the OSHA Steel Erection Standard §1926.757,
Open Web Steel Joists, may be found at www.newmill.com for
reference. Qualified person is defined therein as “one who, by
possession of a recognized degree, certificate, or professional
standing, or who by extensive knowledge, training, and
experience, has successfully demonstrated the ability to solve
or resolve problems relating to the subject matter, the work, or
the project.”
(2)
(c) Field
FieldWelding
Welding
(c)
All field
welding
be performed
in accordance
(1)(1)All field
welding
shallshall
be performed
in accordance
with
with the contract documents. Field welding shall not
the contract
documents.
Field
welding
shall
not
damage
damage the joists.
the joists.
(2)
On cold-formed members whose yield strength has
been attained by cold working, and whose as(2) On cold-formed
members whose yield strength has been
formed strength is used in the design, the total
attained
by
cold
working,
as-formed
strength
length of weld
at any and
one whose
point shall
not exceed
50
is used
in theofdesign,
the totaldeveloped
length of weld
at any
percent
the overall
width
of one
the
section.
pointcold-formed
shall not exceed
50 percent of the overall developed
width
of
the
cold-formed
section.
(d) Handling
Particular attention should be paid to the erection of SP(d) Handling
Series joists. Care shall be exercised at all times to avoid
(4)a)
No The
bundlecontractor
of deck may
be placed
on SP-Seriesfrom
joistsauntil
has
first determined
(2)
“qualifiedhas
person”
and documented
a siteall bridging
been installed
and anchoredin and
all joist
specific erection plan that the structure or portion
bearing
ends
attached,
unless
the
following
conditions
of the structure is capable of supporting the load.
are met:
paragraphs
2 and
3, must be braced
anchored
to prevent
lateral
Each
joist shall
be adequately
laterally
before
any
movement.
loads are applied. If lateral support is provided by bridging, the
lines,Systems
as defined in Section 905.1(a)(2) and 905.1(a)
(e) bridging
Fall Arrest
(3), must be anchored to prevent lateral movement.
the following conditions are met:
b) The bundle of decking is placed on a minimum of
3 steel
joists. has first determined from a “qualified
a) The
contractor
(2)
and
documented
a site specific
erection
c) person”
The joists
supporting
theinbundle
of decking
areplan
attached
at both or
ends.
that
the structure
portion of the structure is capable of
d) supporting
All rows ofthe
bridging
load. are installed and anchored.
e)b) The
The total weight of the decking does not exceed
bundle of decking is placed on a minimum of three
4000 pounds (1816 kilograms).
bridging
lines,
as
defined
in
Section
905(a),
SP-Series joists shall not be used as anchorage points for
a fall arrest system unless written direction to do so is
(e) Fall
Arrestfrom
Systems
obtained
a “qualified person.”(2)
SP-Series joists shall not be used as anchorage points for a
fall arrest system unless written direction to do so is obtained
from a “qualified person.”(2)
steel joists.
The edge of the bundle of decking shall be
SP-Series Tables
f)
the
SP-Series Design
that are secured at one end. The edge of the bridging
No bundle of deck may be placed on SP-Series
bundle
shall be
within
1 foot
(0.30 m)and
of the
joists until
all positioned
bridging has
been
installed
secured
end.
anchored
and all joist bearing ends attached, unless
damage toattention
the joists should
and accessories.
Particular
be paid to the erection of
SP-Series joists. Care shall be exercised at all times to
Each joist shall be adequately braced laterally before any
avoid
damage
to theIfjoists
and
accessories.
loads
are applied.
lateral
support
is provided by bridging,
(4)
stated
in paragraph
905(b)(3)
of this section,
(1)(1) Except
Exceptasas
stated
in paragraph
905(b)(3)
of this no
(1)
section, no "construction
allowed
on the
“construction
loads”(1) are loads”
allowed are
on the
SP-Series
joists
SP-Series joists until all bridging is installed and
until
all
bridging
is
installed
and
anchored,
and
all
joist
anchored, and all joist bearing seats are attached.
Introduction
(5) In the case of bottom chord bearing joists, the ends of
the joist must be restrained laterally per Section 904.5(f)
before releasing the hoisting cables.
placed
one foot
(0.30 of
m)decking
of the are
bearing
c) The
joistswithin
supporting
the bundle
attached
surface
of the joist end.
at
both ends.
g) The edge of the construction load shall be placed
d) All
rowsone
of bridging
arem)
installed
anchored.
within
foot (0.30
of the and
bearing
surface of
(1)
the joist end.
e) The
total weight of the decking does not exceed 4000
poundsof(1816
A copy
the kilograms).
OSHA Steel Erection Standard
§1926.757, 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 footfor
(0.30
of the bearing
surface
the joist
defined therein
joistm)purposes
as “any
loadofother
thanend.
the weight of the employee(s), the joists and the bridging.”
(5) The edge of the construction load shall be placed within one
A copy of the OSHA Steel Erection Standard
foot (0.30
m) ofWeb
the bearing
the be
joistfound
end. at
§1926.757,
Open
Steel surface
Joists, of
may
(2)
(1)www.newmil.com
for reference.
Qualified
person
is
A copy of the OSHA
Steel Erection
Standard
§1926.757,
defined therein as “one who, by possession of a
Open
Web Steel
Joists,
is included
at www.newmill.com
recognized
degree,
certificate,
or professional
standing, or for
reference.
Construction
loads are
defined
for joist
who by extensive
knowledge,
training,
andtherein
experience,
has successfully
demonstrated
abilityof the
to solve
or
purposes
as “any load
other than thetheweight
employee(s),
resolve problems relating to the subject matter, the work,
the
joists and the bridging.”
or the project.”
99
SP-Series Design
Introduction
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 noteprofile
if the horizontal
is greater than
This and
The following examples serve as brief examples of going from
a special
geometrydeflection
to the SP-Series
load2”.
tables
allowance
is
for
a
pin-roller
bearing
anchorage
condition.
The and
determining the uniform self weight of the joist, the bridging requirements, the seat depth, and for Scissor (SPSC)
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.
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”
Depth:
46” is used to enter
End
6”
Top Chord
Pitch:
From the
above diagram, theCenter
following
information
theDepth:
Gable Joists
(SPGB) Tables
on page
24. 2” / foot
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
Total Load: 300 plf Uplift
Load: 160 plf
Total Load is the result of worst-case equivalent uniform load, WeqM-TL, based on investigation of
This
load
is not shown in the above diagram but is called out on the contract drawings in the NET
all
load
cases.
SP-Series Tables
Span: 40’-0” Center Depth:
46”
End Depth:
2” / foot
for a Live
Load Deflection
not 6”
to exceed L/240,Top
orChord
40’ x Pitch:
12 / 240
= 2” maximum deflection for 225
plf.
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
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, isgeometry
less than is
75found
percentonofpage
the total
From the information above,
the correct
23.load, 225 plf, therefore deflection is within limits.
Joist Designation: 46 SPGB 300 / 225 / 160
From
the table:
Uplift Load:
160 plf JoistUplift
Self-Weight:
PLF
Net
is not shown in23the
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 /should
160 be noted on the contract documents and reflected in the section details.
Bridging
and seat depth
information
From the information above, the correct geometry is found on page 28.
From the table: Joist Self-Weight: Bridging Required: Seat Depth: 8 PLF
3 Rows of Bolted X-Bridging
5” Deep Seats
Bridging and seat depth information should be noted in the contract documents and reflected in the section details.
100 www.newmill.com/digital-tools
95
Introduction
906.2 BOWSTRING EXAMPLE
STANDARD SPECIFICATION – SP SERIES
906.2 BOWSTRING EXAMPLE
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
35. the above diagram, the following information is used to enter the Bowstring Joists (SPBW) Tables on page 40.
Center
46” End Depth: 6” End Depth: 6”
Top 62’-0”
Chord Radius: 62’-0”
Center Depth:
46”Depth:
Top Chord Radius:
Total Load:
800 plf
Total Load is the result of worst-case equivalent uniform load, WeqM-TL, based on investigation of
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
Uplift Load:
220 plf
Net Uplift is not shown in the above diagram but is called out in the contract documents in the
Total Load: 800 plf Live Load: 400 plf Uplift Load: 220 plf TotalallLoad
the result of worst-case equivalent uniform load, WeqM-TL, based on investigation of
load iscases.
all load cases.
SP-Series Design
Span:
40’-0”
Span:
40’-0”
a Livetables
Loadare
Deflection
to Live
exceed
L/240,
40’(800
x 12
/ 240= 600
= 2”plf)
maximum
for 600
SP-Series
based on not
a 0.75
to Total
Loador
ratio
x 0.75
and checkdeflection
for a Live Load
plf.
The Live
Load
in this
example,
400
plf,=is2”less
than 75
percentforof600
theplf.
total
600 in
plf,
therefore
deflection
not to
exceed
L/240,
or 40’ x 12
/ 240
maximum
deflection
Theload,
Live Load
this
deflection
is iswithin
limits.
example,
400 plf,
less than
75 percent of the total load, 600 plf, therefore deflection is within limits.
Net NET
UpliftUPLIFT
is not shown
plan. in the above diagram but is called out in the contract documents in the NET
UPLIFT plan.
Joist Designation: 46 SPBW 800 / 400 / 220
SP-Series Tables
Joist Designation: 46 SPBW 800 / 400 / 220
From
thethe
information
correct
geometry is found17onPLF
page 44.
From
table: above, the
Joist
Self-Weight:
Bridging Required:
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
noted
in the contract documents and reflected in the section details.
Seat
Depth:
should5”beDeep
Seats
97
101
Introduction
906.3 SCISSOR EXAMPLE
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.
SP-Series Design
Span: 40’-0”
Chord Depth: 36”
Ridge Depth: 37.1”
Shape Depth: 97”
Top Chord Pitch: 3 / 12
Span: 40’-0” Chord Depth: 36” Shape Depth: 97” Top Chord Pitch: 3” / foot
Ridge Depth:
Total Load: 600 plf
The 37.1”
weight tables are based on a 0.75 Live to Total Load ratio (600 x 0.75 = 450 plf) and check
Total Load: 600 plf Uplift Load: 110 plf
for a Live Load Deflection not to exceed L/240, or 40’ x 12 / 240 = 2” maximum deflection for 450
plf.Load is the result of worst-case equivalent uniform load, WeqM-TL, based on investigation of
Total
all load cases.
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 Joist Designation: 36
deflection
not to
exceed
L/240, or 40’ x 12 / 240 = 2” maximum deflection for 450 plf. The Live Load in this SPSC 800
/ 600
/ 110
example, 370 plf, is less than 75 percent of the total load, 450 plf, therefore deflection is within limits.
SP-Series Tables
Uplift Load: 110 plf From the table:
Self-Weight:
18 PLF
NETJoist
UPLIFT
plan.
Bridging Required:
Seat Depth:
Joist Designation: 36 SPSC
600 / 370 Deflection:
/ 110
Horizontal
5 Deep Seats
≤2”; as the note for x>2 is not shown in the cell
Bridging
and seat depth
should is
befound
noted
the60.
contract documents and reflected in the section details.
From
the information
above, information
the correct geometry
onon
page
From the table: Joist Self-Weight: Bridging Required: Seat Depth: Horizontal Deflection: 18 PLF
5 Deep Seats
≤2”; as the note for бx>2 is not shown in the cell
97
Introduction
STANDARD SPECIFICATION – SP SERIES
906.4 ARCH EXAMPLE
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.
Chord Depth: 36”
Total Load:
Chord Depth: 36” Total Load is the result of worst-case equivalent uniform load, WeqM-TL, based on investigation of
loadiscases.
Total all
Load
the result of worst-case equivalent uniform load, WeqM-TL, based on investigation of
all load cases.
315 plf
Live Load: 315 plf Uplift Load:
Top Chord Radius: 43’-0”
Top Chord Radius: 43’-0”
450 plf
Total Load: 450 plf Live Load:
Shape Depth: 96”
Shape Depth: 96” 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.
SP-Series
are based
onexample,
a 0.75 Live315
to Total
ratio
(45075
x 0.75
= 338ofplf)
and
check
for a338
Liveplf,
Load
The tables
Live Load
in this
plf, Load
is less
than
percent
the
total
load,
therefore
deflection
not to is
exceed
L/240,
or 40’ x 12 / 240 = 2” maximum deflection for 338 plf. The Live Load in this deflection
within
limits.
SP-Series Design
Span: 40’-0”
Span: 40’-0” example, 315 plf, is less than 75 percent of the total load, 338 plf, therefore deflection is within limits.
200 plf
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
Joist Designation: NET
UPLIFT plan.
36 SPAC 450 / 315 / 200
SP-Series Tables
Joist
Designation:
36 SPAC
450 the
/ 315correct
/ 200 geometry is found on page 71.
From
the information
above,
From
table: above, the
Joist
Self-Weight:
From
thethe
information
correct
geometry is found17
onPLF
page 76.
Bridging Required:
Seat Depth:
5” Deep Seats
Joist Self-Weight:
Deflection:
17 PLF ≤2”; as the note for  >2 is not shown in the cell
Horizontal
x
From the table: Bridging Required: 2 Rows of Bolted X-Bridging
Seat
Depth:
should5 be
Deep
Seatsin the contract documents and reflected in the section details.
Bridging and seat
depth
information
noted
Horizontal Deflection: ≤2”; as the note for x>2 is not shown in the cell
99
103
SP-Series Tables
SP-Series Design
Introduction
NOTES:
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Our dynamic manufacturing facilities are strategically located across North America for all your
standard and special profile steel joists, plus steel roof and floor decking.
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Phone: (260) 868-6000
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Phone: (540) 389-0211
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C.P. 32695
Cuidad Juarez Chihuahua
Mexico
Phone: (915) 298-5050
Fax: (915) 298-4040
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Lake City, FL 32055
Phone: (386) 466-1300
Fax: (386) 466-1301
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Phone: (260) 969-3500
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Phone: (870) 722-4100
Fax: (870) 722-4245
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Special profile steel joists - New Millennium Building Systems

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