The Truss Specialists since 1962
Table of Contents:
1.Introduction
2.
Roof
3.
Floor
4.
Columns/Hangers
5.
Specialty
6.
Installation & Bracing Info
7.
Miscellaneous
The Truss Specialists since 1962
Alberta Truss has been in business since 1962.
Our fabricating facility of 46,000 sq. ft. on a 17 acre site, with capabilities of manufacturing
and shipping a complete line of floor and roof trusses including a full line of Engineered Wood
Products (Beams and I Joists) for commercial, residential, and agricultural markets.
Alberta’s Leading Truss Manufacturer.
An Alberta Owned Company.
The Truss Specialists since 1962
Get The “Alberta Truss” Advantage
• A competent and friendly staff with over 200 years combined technical and sales
background.
• The most available state of the art production facility offering the most in automation
and technology.
• Capable of design, engineering and production of trusses in various shapes and sizes
up to 100’ span.
• Alberta’s largest on the ground stock of common sized trusses for shed, garage &
farm. Large inventory of I-Joists, LVL Beams, Steel Hangers, Teleposts.
• Helping to build Alberta since 1962. With offices in Edmonton (main), Red Deer &
Grande Prairie.
E-Rim
The Truss Specialists since 1962
Industry Leading Technology
1) LINEAR IN-LINE COMPUTER SAW
2) COMPUTERIZED COMPONENT SAW
3) SPEED CUT EXPRESS / WEB-PRO
The Truss Specialists since 1962
4) TWO (2) FULLY COMPUTERIZED ALPINE C4 TABLES
5) FULLY AUTOMATED TRUSS STACKING SYSTEM
The Truss Specialists since 1962
6) OPEN-WEB FLOOR TRUSS TABLE
7) TWO (2) HYDRAULIC PRESS TABLES
8) TRAILERS ROLL-OFF LOADS UP TO 94’
The Truss Specialists since 1962
Introduction
Roof trusses are manufactured in a variety of shapes and sizes, with clear spans up to 100 feet. However, the combination of outside
and inside chord profiles, different heel heights, loading situations, truss spacing, lumber size and grades, and bearing conditions,
makes it impossible to develop standard span tables. Since Alberta Truss has in-house computerized engineering, we can quickly
assist you in designing any truss system. It is important that all pertinent data is available to get an accurate design and price. The
following topics might help.
Truss Profile (Shape)
The truss configurations page shows some common truss
classes and profiles. It is impossible to cover all possibilities,
but almost any profile with enough distance between the top
and bottom chords can be engineered. The average height
between the top and bottom chords is the key to designing
any truss. If a shallow truss does not engineer, the solution
is usually to increase the average truss height. This can be
done in three ways. The first way is to increase the top chord
pitch (if possible). The second option is to lower the bottom
chord pitch (in the case of vaulted trusses). The third and
most common option is to increase the truss heel (described
below). Of course, other solutions such as reducing truss
spacing will also help the truss design.
Heel
As mentioned above, increasing the heel of the truss increases
the truss average height, and results in a better truss design.
However, this option usually increases the price to the truss,
and in some instances will make the truss too high to ship
in one piece. In addition to engineering concerns, the truss
heel will determine the amount of ceiling insulation that can be
placed at the outside face of the wall. The maximum insulation
value at the outside of the wall, (using fibreglass insulation),
is R20. A R40 insulation rating can be achieved at the outside
face of the wall with a 12” heel. Therefore, the insulation value
is just as important a consideration as engineering.
Spacing
Trusses are generally spaced at 24 inches (610mm) on center.
When designed with this spacing (or less), the trusses are
allowed a load sharing stress increase of 10 percent. In the
case of heavy loading such as drift and sliding snow, the truss
spacing is generally reduced for the length of the drift area.
This allows the standard truss design to be used in the drift
area, resulting in less confusion on site. Although trusses can
be designed for almost any spacing combination, it is best to
use a spacing that is a multiple of 8 feet (2440mm) to minimize
roof sheathing waste [i.e. 24” (610mm). 19.2” (488mm), 16”
(406mm), 12” (305mm].
Loading
Roof trusses are designed to carry live and dead loads uniformly
on the top and bottom chords. Live loads result from snow and
wind. Dead loads include shingles and sheathing on the top
chord, and insulation and ceiling finish on the bottom chord.
In addition, the weight of the truss itself acts as a dead load.
Frequently the trusses have to carry additional loading from air
conditioner units, movable partition walls, other trusses, etc.
Typically these truss are made into multi-ply girders to carry
the additional loading. It is important to know exactly what
loads are coming onto the truss, as well as the load is located.
Design snow loads are located on the next page.
Lumber Size and Grade
Trusses are built using lumber sizes ranging from 2x4 to
2x8 (38x89 to 38x184) and lumber grades from 2&Btr to
2400MSR. Generally the lighter the truss design the better, as
fabrication and site erection costs are minimized. There are
cases where a heavier design is preferred, such as for stick
framing or hangers.
Bearing Conditions
Wood trusses are very adaptable to a variety of bearing
conditions. In the case of long span trusses, it is important
to have enough of a bearing length to handle the maximum
reaction occurring on the support. If long span trusses have
interior support, it is usually easier and cheaper to split the
truss over the support, and making them in two pieces.
The Truss Specialists since 1962
Alberta Snow Loads
Assumption
Rainbow
Lake
Fort
Chipewyan
John D’Or
Prairie
High
Level
Fox Lake
Fort Vermilion
La
Crete
Manning
Fort
McMurray
ALBERTA
Grimshaw
Peace River
WabascaDesmarais
/ TERRITOIRES DU NORD-OUEST
Fairview NORTHWEST TERRITORIES
Spirit
River
High
Prairie
Grande Prairie
Valleyview
Slave
Lake
Lac La
Hills
Assumption
Biche
Cold
Lake
EWAN
Swan
Fox
Creek
SASKATCH
BRITISH C
OLUMBIA
COLOMBIE
-BRITANNI
QUE
Fort
Chipewyan
Athabasca
JohnBonnyville
D’Or
High
Barrhead
Level Westlock Prairie
St Paul
Grande Cache
Fox
Lake
Fort
Whitecourt
Rainbow
St Albert
Lake
Vermilion
Saskatchewan
Fort
Edson
Vegreville
La
Vermilion
Hinton SpruceCrete
Edmonton
Lloydminster
Drayton Valley Grove Leduc
Camrose
Wetaskiwin
Jasper
Ponoka
Wainwright
RockyManning
Mountain
House
Red Lacombe
Deer
Stettler
Provost
y
M
ou
AL B E R TA
ai
BRITISH C
OLUMBIA
COLOMBIE
-BRITANNI
QUE
nt
Innisfail
ns
N
Grimshaw
on
Peace River
Fairview
Canmore
es
Spirit
River Banff
Ro
ch
Hanna
Drumheller Airdrie
Calgary Fort
McMurray
WabascaDesmarais
Oyen
HighHigh River
Brooks
Prairie
Slave Medicine
Lake
Lac La
Hat
Biche Cold
Swan
Lak
Fox
Hills
Athabasca
Crowsnest
Creek
Taber
Pass
Bonnyville Lethbridge
Barrhead
Westlock
Fort
Macleod Grande Cache
St Pau
Milk
Pincher
Whitecourt
St River Fort
Creek CardstonAlbert
Saskatchewan
Edson
Vegreville
225
Ver
km Hinton Spruce
d’A
Edmonton
S A / É-U
U
Grove
Leduc
Lloydmin
Drayton Valley
Camrose
Jasper
Wetaskiwin
Ponoka
Wainw
Rocky Mountain
House
Red Lacombe
Deer
Stettler
Pro
eu
Grande Prairie
Valleyview
se
s
150
gn
75
ta
Scale
0
/M
Ro
* Confirm exact snowloads with your
Alberta Truss Representative
75
km
NORTHWEST TERRITORIES / TERRITOIRES DU NORD-OUEST
ck
City/Town
GSL (psf)
Lac La Biche
33.4
Lacombe 43.9
Leduc 39.7
Lethbridge
25.1
Lloydminster41.8
Manning
48.0
Medicine Hat
23.0
Milk River
35.5
Oyen
35.5
Peace River
45.9
Pincher Creek
31.3
Ponoka
41.8
Provost 39.7
Rainbow Lake
58.5
Red Deer 41.8
N
Rocky Mnt. House 39.7
Slave Lake
39.7
Spirit River
50.1
Spruce Grove
37.6
St. Albert
37.6
St. Paul 39.7
Stettler 45.9
Swan Hills
60.6
Taber
25.1
Valleyview
48.0
Vegreville
39.7
Vermillion
35.5
Wainwright41.8
Westlock 39.7
Wetaskiwin41.8
Whitecourt
39.7
Ro
City/Town
GSL (psf)
Airdrie 25.1
Athabasca
31.3
Banff
75.2
Barrhead 35.5
Bonnyville
39.7
Brooks 25.1
Calgary 23.0
Camrose
41.8
Canmore 73.1
Cardston 31.3
Cold Lake
35.5
Drayton Valley
41.8
Drumheller
25.1
Edmonton
35.5
Edson 43.9
Fairview 54.3
Fort Chipewyan
45.9
Fort Macleod
25.1
Fort McMurray
29.2
Fort Saskatchewan 33.4
Fort Vermillion
43.9
Fox Creek
45.9
Grande Cache
66.8
Grande Prairie
45.9
Grimshaw48.0
Hanna 39.7
High Level
50.1
High Prairie
48.0
High River
27.2
Hinton 60.6
Innisfail 39.7
Jasper 68.9
ck
y
M
ou
nt
a
The Truss Specialists since 1962
T ypical Framing Systems
Typical
Framing
Systems
T ypical
Framing Systems
Truss framing systems, and the names associated
The illustrations below are designed to help you
with them, vary all over the country and
visualize typical framing systems, looking at:
throughout
world.
No matter
how
theyassociated
are
• A truss
placement plan,
Truss the
framing
systems,
and the
names
The illustrations
below are designed to help you
framedwith
or what
they
are
called,
though,
truss
•
The
overall
3D
look
of thesystems,
roof planes
in that
them, vary all over the country and
visualize typical framing
looking
at:
systems
easily provide
tremendous
in the
roof •system,
throughout
the world.
No flexibility
matter how
they are
A trussand
placement plan,
look offramed
the rooforsystem.
• 3D view
of overall
the framing
system
of trusses.
what they are called, though, truss
• The
3D look
of the
roof planes in that
systems easily provide tremendous flexibility in the
roof system, and
look
of
the
roof
system.
•
3D view
of the framing system of_______
trusses.
__________________________________________________
________________
__________________________
Gable
(* See also – Gable framing variations)
________________
___________________________
________________
__________________________
The most
basic (and least
expensive) of roofs, a_______ Gable
find a gable
frame on either
end, each supported_______
See also
framing
variations)
gable roof rises vertically on the shorter(*ends
of – Gable
by the
continuous
wall underneath it, and common
the building,
withbasic
sloping
on either side,
in between,
each of
from one
The most
(andplanes
least expensive)
of roofs, a trussesfind
a gable frame
onwhich
eitherspans
end, each
supported
which gable
meet in
therises
middle.
In our
you’ll
thethe
other.
roof
vertically
onexample
the shorter
ends of wall toby
continuous wall underneath it, and common
the building, with sloping planes on either side,
which meet in the middle. In our example you’ll
trusses in between, each of which spans from one
wall to the other.
This roof system could have a sloping ceiling or tray ceiling, if desired.
8
8
This roof system could have a sloping ceiling or tray ceiling, if desired.
The Truss Specialists since 1962
_________________________________________________ Hip Set _______________________________________________
( * See also – Hip set framing variations )
______________________________________ Dutch (Boston) Hip Set _______________________________________
Notice the vertical rise in the middle of the hip set end plane.
9
The Truss Specialists since 1962
_____________________________________________ Tudor Hip ________________________________________________
A tudor hip provides some interesting sloping planes at either end,
and is generally less expensive to build than a full hip set.
___________________________________________ Floor System ______________________________________________
( * See also – Floor Truss Systems )
10
The Truss Specialists since 1962
Gable Framing Variations
Gable
Framing Variations
____________________________________________
____________________________________________ Dropped Gable ___________________________________________
If the roof eave extends beyond the end wall
enough to require support for the roof sheathing,
then a dropped gable is specified. The top chord
of the gable end is dropped down enough so that
the builder can run outlookers from the fascia back
to the first common truss. This provides enough
additional support for the sheathing.
__________________________________________ Clear Span Gable _________________________________________
While most gable ends have continuous support
under their bottom chords, a clear span gable
must span from one wall to another. It has to have
diagonal webs to help distribute the load out to the
walls, but it also needs to have vertical gable studs
to help the gable sheathing resist lateral wind
forces.
Alternative methods for framing a structural gable include the truss manufacturer providing a full gable truss
(with just gable studs) and a full common truss, which would be fastened together with the gable end facing
the wind, or providing studs along the outside face of a common truss.
11
The Truss Specialists since 1962
Wood Truss Design Drawings
Typical Roof Truss Design
C
N
P
I
H
J1 J2
G
K
E1
D
D
L
E2
A
M
A Design Loading
Top and bottom chord dead and live loads (including snow
load) in pounds per square foot as used in the analysis.
B Load Duration Factor
An adjustment of allowable design values of lumber and
fasteners.
C Lumber Specifications
Lumber size, species and grade for each member as used
in the analysis.
D Reaction
The force in pounds on the bearings produced by the truss
at design load, the uplift due to the wind load, and the bearing
width.
E1 & E2 Connector Plates
The series, size and orientation.
F Engineers Seal
Seal of the registered professional responsible for the design.
G Slope
The vertical rise in inches for every 12 inches of horizontal run.
H Panel Points
The joints of the truss where the webs intersect the chords.
Alpine Engineered Products
F
I
B
Peak
The intersection of two chords where the slope changes
from positive to negative. Generally at the centerline of the
truss.
J1 & J2 Splices
Where two chord pieces join together to form a single
member. J1 shows the location, J2 the corresponding
connector plate.
K Heel
The point of the truss where the top and bottom chord
intersect, generally at a bearing point.
L Span
The nominal span based on out-to-out dimensions of the
supports or the bottom chord length, whichever is greater.
M General Notes
Notes that apply to all Alpine design drawings.
N Special Notes
Notes that apply only to this specific design drawing.
P Load Note
Notes that show the magnitude and location of all loads on
the truss.
27
The Truss Specialists since 1962
Truss Terms
Vertical Web
Metal Connector Plate
Top Chord
12
Diagonal Web
Pitch
Overall Height
Bearing
Bottom Chord
Heel (See Below)
Overhang
Fascia Board
Span
Heel Height
STANDARD HEEL
Heel Height
FULL HEEL
Heel Height
HIGH HEEL
The Truss Specialists since 1962
TRUSST ypical
CONFIGURATIONS:
The following examples represent some of the possible variations
T r uss Configurations
on the basic types of trusses. The only limit to the design is your imagination!
18
The Truss Specialists since 1962
19
T ypical T r uss Shapes
The Truss Specialists since 1962
TYPICAL
TRUSS
SHAPES:
The
profile
take Some
on just
about
shape
The outside
profile
of your truss
canoutside
take on just
about of
anyyour
shapetruss
you cancan
imagine.
of the
more any
common
you truss
can shapes
imagine.
Some
of the more common truss shapes appear below.
appear
below.
20
The Truss Specialists since 1962
Garage Storage Truss
The Truss Specialists since 1962
Living Attic Trusses
The Truss Specialists since 1962
8’ Gable Shed
4’
4’
5’4
*Custom
”2
Door Sizes Available
8’
6’3”4
11”4
4’*
Door Frame
Middle Frame
8’
End Frame
The Truss Specialists since 1962
10’ Gable Shed
5’
5’
*Custom
6’3”
5
Door Sizes Available
8’
6’5”
11”4
4’*
Door Frame
Middle Frame
10’
End Frame
The Truss Specialists since 1962
General Truss Terms
Bottom Chord
The main member of a truss running along its lower side between
supports and usually carrying combined tension and bending.
Cantilever
The condition where both top and bottom chords extend beyond
a support with no bearing at the extended portion.
Clear Span
That horizontal measurement between the inside faces of the two
bearings or supports.
Heel
The point on a truss at which the top and bottom chords intersect,
usually occurring at the support.
Level Return
A horizontal member of the truss running from the end of the
overhang back to the outside of the wall to form a soffit.
Nominal Span
Horizontal distance between outside edges of supports.
Overhang
The extension of a top or bottom chord of a truss beyond a
support.
Overall Truss Length
The horizontal length of a truss including the cantilever, but not
the overhang.
Panel Point
A point at which one or more web members intersect the top or
bottom chord.
1/3 Point
The bottom chord panel point on a Fink truss where the webs
connect to the top or bottom chord.
1/4 Point
The panel point on a Fink truss where the webs connect to the
top chord, and on a Howe truss, where the webs connect to the
top or bottom chord.
Panel Length
The centerline distance measured horizontally between two
panel points.
Peak
The point on a truss where the sloping top chords meet.
Pitch
The inches, or fraction thereof, of vertical rise in 12 inches of
horizontal run for inclined members. Usually expressed as 4/12,
8/12, etc.
Purlins
A horizontal member placed between two main load carrying
structural members that can be used as spacers carrying decking
or roofing materials and providing some lateral support for the
main members.
Slope
See pitch.
Top Chord
Main member of a truss running along its upperside supporting
the decking and usually carrying combined compression and
bending.
Webs
Members that connect top and bottom chords together forming
triangular openings to give truss action and usually carrying
compression or tension forces.
The Truss Specialists since 1962
Engineering Terms
Axial Force
The number of pounds of tension or compression in a truss
member acting parallel to the length of the member resulting
from a load applied to the truss.
Checking
The cracks or splits that normally occur on the surface of lumber
during the drying process. The amount of checking allowed is
controlled by the grading rules for each size, grade and species.
Axial Stress
The axial force in a member, divided by the cross-sectional area
of the member, is usually measured in pounds per square inch.
Dead Load
The load of the member itself plus the weight of any permanent
part of the roof or floor assembly.
Bending Moment
A measure of the amount of bending in a member due to forces
acting perpendicular to its length. The bending moment at a given
point along a member equals the sum of all forces, whether to
the left or right of the point, times their corresponding distances
from the point. It is measured in inch-pounds.
Deflection
Movement of a structural member, like a truss in place, due to
the application of the dead and live loads.
Bending Stress
The stress in a member caused by the bending moment,
measured in pounds per square foot.
Camber
A very slight arch built into a truss, or sometimes only in its
bottom chord, to offset the deflection in a truss caused when
loads are applied.
Combined Stress Index (CSI)
The combination of axial compression and bending stresses
acting on a member simultaneously, such as occurs in a top
chord; or the tension and bending combined in a bottom chord.
Continuous Lateral Bracing (CLB)
A member placed and connected at right angles to a chord or
web to prevent buckling. Required on some chords and webs,
depending on their length and the forces in the member.
Concentrated Loads
Additional loads applied at a given point on a truss, and other
then the uniform load of an assembly, such as an air-conditioner
on a roof or a hoist that might lift car engines and the hoist being
attached to the truss assembly above.
Cricket
A portion of a roof where it is built up for the purpose of draining
water towards a desired drainage point.
Compression
A force caused by loads being placed on a member that causes
a squeezing or shortening effect on the member as in the top
chord of a truss when a load is applied.
Diaphragm
The decking or bracing built into a roof or floor assembly to
assist in offsetting horizontal forces and withstanding the racking
caused by wind and seismic loads.
Duration Factor
A percentage increase in the allowable stresses based on the
length of time the live loads will be applied. The shorter the
duration of live loads, the higher the percent of increase is
allowed. A unique feature of wood is its ability to carry high loads
for shorter periods of time.
F-Rating
The allowable stress in bending sometimes stamped on the
stick of wood near the end. It is determined either visually or
by machine (Machine Stress Rated Lumber) and depends on
the number, size and location of typical characteristics such as
knots.
Force Diagram
A graphical method of calculating the axial forces in a truss.
Force
A reaction caused and existing in the components of a structural
member, such as a truss when external loads are applied.
Flashing
Pieces of light gauge metal or other materials that are used to
make water-tight the openings or the seams in a roof system,
such as in the case of chimneys or end pipes.
Kip
A term used in measuring forces that means 1000 pounds (kilo
pound).
Lateral Brace
See Continuous Lateral Bracing.
The Truss Specialists since 1962
Engineering Terms (cont.)
Live Load
Any load that is not of a permanent nature, such as snow, wind,
temporary construction loads, etc. In some codes, the weight of
partitions which are always moveable and given designated per
square foot weights are added in with the live loads.
water from the roof at a given point.
Shear (Horizontal)
The force in a member which tends to cause the top half to
slide horizontally in the opposite direction from the bottom half,
usually greatest near the support.
Machine Stress Rated (MSR)
Lumber graded by the process of running it through an electronic
machine which determines its stiffness value (E). The allowable
stresses are then determined from this value.
Secondary Bending
The bending stress in a member caused by the deflection of the
whole truss.
Modulas of Elasticity (or E Value)
A measure of the stiffness of a given material. The larger the
M.O.E., the stiffer the piece, the less it will deflect under load.
The M.O.E. of wood used in trusses usually ranges between
1,200,000 and 2,400,000.
Nominal Dimension
An approximate dimension usually used to describe the size of
an item such as a 2x4, which should actually measure 1 1/2” x 3
1/2”. (Nominal dimensions for lumber are eliminated under the
metric system where a 2x4 is called a 38x89).
Piggyback Truss
A truss supported directly on top of another truss. It is usually
not intended to span any distance since it is resting on the truss
below and may have only vertical webs.
Splice
A point at which a chord member is butt-jointed by use of truss
connectors.
Stress
A unit force wording within a member. Stress is expressed in
pounds per square inch (psi).
Stress Rated Lumber
Lumber which carries a grademark of an independent grading
agency who has assigned the allowable working stresses
and modulas of elasticity values based upon the physical
characteristics of the particular piece and species.
Symmetrical
A truss whose loading and configuration is exactly the same on
both sides or the center line.
Rafters
The wood members used to support the roof in conventional
framing.
Square
The amount of roofing material required to cover 100 square
feet of roof.
Rake
The inclined edge of the roof.
Tension
Forces being exerted on a truss member that creates a pulling
apart or elongating effect.
Reaction
The upward force at each support which resists the total dead
and live loads.
Ridge
The uppermost line of the roof where two sloped or pitched
surfaces meet.
Roof Cap
The total roof assembly members located above the wall line,
such as beams, plates, purlins, decking, bridging, ceiling and
roofing, etc.
Saddle
A covering on the ridge of the roof so that water will drain.
Scupper
An opening in a roof usually faced with metal flashing to drain
Tributary Loads
All those loads applied to a system that contribute to a total load
being brought to bear on a main structural support from a given
area. Also those loads occurring in an area that contribute to the
total load on a given structural member.
Uniform Load
A total load that is equally distributed over a given length, usually
expressed in pounds per lineal foot (plf).
Valley
A depression in a roof where two roof slopes meet.
Valley Set
A group of trusses required to fill in a section of a roof to give it
its required shape. They are supported on top of other trusses.
The Truss Specialists since 1962
Floor Systems
Another
popular can
application
for trussconventionally
systems is in
Floor
systems
be trussed,
floor systems.
Floorengineered
systems can
be products
trussed,
framed,
or built with
wood
conventionally
framed,
built with
such
as I-Joists.
Both or
trusses
and engineered
as I-Joists. Both
and
wood products
products such
are engineered,
and trusses
have wider
engineered
woodfor
products
are decking.
engineered,
and
nailing
surfaces
the floor
Trusses
havebuilt
widerwith
nailing
surfaces
the ductwork
floor decking.
are
open
chasesforfor
and
Trussesnatural
are built
with spaces
open chases
for ductwork
have
open
for plumbing
and
and have natural
spacesengineered
for plumbingwood
and
electrical
wiring.open
Some
products
specified
or marked
notcheswood
that
electrical have
wiring.
Some
engineered
can
be removed
to allow for
same.notches that
products
have specified
or the
marked
can be removed to allow for the same.
Floor truss systems are sometimes called System
42’s, because to build them manufacturers turn
the 2x4’s on their side. This allows for shallow
depths as well as a 3 1/2” nailing surface. Some
floors are built from 3x2’s, others from 2x4’s.
Floor trusses can be manufactured with many
different possible end conditions to accommodate
different installation needs; around raised walls,
pocketed beams, headers around stairways, etc.
In addition, some manufacturers are taking
advantage of adding an I-Joist to the end of a truss
to make it a trim-able end. Then the truss can be
manufactured just a bit long, and easily trimmed
back as needed in the field. Two of the most
common web patterns for floor trusses appear
below:
Fan configuration web style
Warren configuration web style
Is it OK to move a floor truss? Typical floor trusses
are engineered to be spaced evenly, and the truss
design drawing will tell you how far apart the
trusses are designed to be. Occasionally the need
will arise to shift one of the floor trusses from
where it was designed to be. When this happens,
please contact the truss manufacturer to be sure it
works. Sliding a floor truss even a few inches puts
more load on the truss you’re moving it away from,
as shown in the drawing below.
Check with
the truss
manufacturer
before
shifting a truss !
IF YOU SHIFT IT:
THEN THE OVERSTRESSED TRUSS CARRIES:
B
24”
on center
trusses
3”
6”
9”
6.2% more load than it was designed for
12.5% “
18.7% “
27”
30”
33”
16”
on center
trusses
3”
6”
9”
9.3% more load than it was designed for
18.7% “
28.1% “
19”
22”
25”
33
The Truss Specialists since 1962
System “42”
Flat trusses shown in the accompanying pictures are
Alberta Truss System 42. System 42 utilizes 2x4 lumber
turned flat as shown (noted as 4x2). Advantages of this
system over conventional framing are:
1) Economical shallow truss depths.
2) More rigid floors eliminating squeaks.
3) An engineered manufactured product delivered
to jobsite in exact quantity and dimensions.
4) Less theft and misuse.
5) Longer spans allows more freedom in design.
Interior load bearing walls and costly extra
footings are often eliminated.
6) Uniformity of dimensions eliminates wavy
ceilings and eliminates shimming floors for
upper walls.
7) Wide flanges and wider on-center spacing allows
easier and faster nailing of both plywood and
drywall.
8) Cleaner jobsite because there is no drop off,
saving unnecessary extra labor costs at jobsite.
9) Total job runs smoother and faster, cutting down
on confusion and adds to earlier completion.
10)Less shrinkage avoids high maintenance costs.
No nail popping.
No drywall separation.
No binding of windows and doors.
No floor and wall separation.
The Truss Specialists since 1962
T ypical Bearing / Heel Conditions for Floor T r usses
_________________________________ Exterior bearing conditions ___________________________________
• Bottom chord bearing – trusses can sit on a wall, or in a floor truss hanger.
• Top Chord bearing – When the bearing is raised under the top chord, the end can be built with or without
an end vertical, and with or without an additional slider for extra strength.
• Mid-Height bearing – When the bearing is raised between the top chord height and the bottom chord
elevation, the end will use either a solid 4x block of wood, or multiple 4x2 verticals at the heel. It can also
be built with or without an end vertical, and with or without an additional slider for extra strength.
34
The Truss Specialists since 1962
_________________________________ Interior bearing conditions ___________________________________
• This truss is supported by an interior load bearing wall.
• Cut chord condition – Over an interior load
bearing wall, a truss can also be built with a cut
chord condition. This truss is designed to be cut
into two separate trusses in the field.
• Beam Pocket – This truss has a “pocket” built into it so the support can be recessed up into the truss.
• Threaded Beam – This truss has an opening
designed to bear on a beam, which will be
designed and then threaded into the truss to help
support it.
35
The Truss Specialists since 1962
_____________________ Ribbon Boards, Strongbacks a
_____________________ RibbonRibbon
• Ribbon
– Floor truss ends can have a
trus
Boards,Boards
Strongbacks
and Fir
e CutNotches
Ends ______________________
and Strongbacks
• Ribbon Notches – Floor truss ends can have a
notch built into the top of the truss end, the
bottom of the truss end, or both. The purpose
of these notches is to help the framer line up the
• Strongbacks – A strongback helps to distribute
the loads on a floor truss, thereby helping
reduce the “bounce” the floor system might
otherwise have. Strongbacks are typically
specified every 10’ to 11’ across a floor truss. As
you can see in the image above, a strongback
has been attached to the verticals of the longer
floor trusses.
36
notch built into the top of the truss end, the
trusses. By putting a 2x4 board at the end of the
bottom of the truss end, or both. The purpose
first few trusses, the remaining trusses can
of these notches is to help the framer line up the
easily be slid into place when they hit the
ribbon board.
firs
eas
ribb
• Strongbacks – A strongback helps to distribute
the loads on a floor truss, thereby helping
“bounce”
thefloor
floorsystems
system might
• Fire Cutreduce
Ends –the
In some
cases,
are oftypically
will be otherwise
required tohave.
keep Strongbacks
the top chord
specified
every
10’
to
1
1’
across
a
floor
truss. As
the truss back away from the end
you can see in the image above, a strongback
wall.
In
such circumstances,
has been attached to the verticals of the longer
a firecut end can be provided,
floor trusses.
as shown here.
•
w
th
w
a
a
The Truss Specialists since 1962
Framing With Trusses: Floors
Duct Openings For Fan Style Trusses With 4x2 Chords & Webs
Panel Size
D
Depth
F
C
E
G
B
A
Typical Duct Opening Sizes For 4x2 Fan Style Floor Trusses
Depth
10
11
11 7/8
12
13
14
15
16
18
20
22
24
Panel Size
60
60
60
60
60
60
60
60
60
60
60
60
A
4 1/2
5 1/4
7 3/4
6 1/4
7 1/4
8 1/4
9 1/4
10 1/4
12 1/4
14
16
18
B
4 1/4
5 1/4
6 3/4
6 1/4
7 1/4
8 1/4
8 1/2
9 1/2
10 1/2
11 1/2
12 1/2
13 1/2
C
11
12
10
14
12
17
15
14
14 1/2
14 1/2
15
16
D
4 1/2
5 1/2
6 1/4
6
7
7
8
9
10 1/2
12
13
14
E
16
15
14
20
18 1/2
22
25
27
26
26
30
32
F
4
5
5 1/2
5
6
6
6
6
7
8
8
8
G
7
8
8 3/4
9
10
11
12
13
15
17
19
21
Maximum duct dimensions are based on a truss plate width of 4 inches. Larger plate widths may cause a
reduction in duct sizes. Chase sizes are maximum possible for centered openings.
The Truss Specialists since 1962
System 42 Details
The Truss Specialists since 1962
System 42 Details
FIG. 2
FIG. 3
FIG. 4
FIG. 5
The Truss Specialists since 1962
System 42 Details
FIG. 6
FIG. 7
The Truss Specialists since 1962
EWP (Engineered Wood Products)
LPI I-Joist Weights
JOIST DEPTH
JOIST SERIES
WEIGHT (plf)
9-1/2”
LPI 20
2.6
9-1/2”
LPI 32
2.6
11-7/8”
LPI 20
2.9
11-7/8”
LPI 32
2.9
11-7/8”
LPI 42 Plus
3.45
11-7/8”
LPI 56
4.50
14”
LPI 20
3.1
14”
LPI 32
3.1
14”
LPI 42 Plus
3.75
14”
LPI 56
4.75
16”
LPI 32
3.3
16”
LPI 42 Plus
3.95
16”
LPI 56
5.00
A
A
A
Ganglam LVL Beam Weights
2.0e LVL SECTION PROPERTIES AND FACTORED RESISTANCES
Depth
1-3/4”
Weight
(lb/ft)
3-1/2”
5-1/4”
1.5e LVL SECTION PROPERTIES AND FACTORED RESISTANCES
7”
9-1/2”
4.8
9.5
14.3
19.0
11-7/8”
5.9
11.9
17.8
23.8
14”
7.0
14.0
21.0
28.0
16”
8.0
16.0
24.0
32.0
9-1/2”
4.8
9.5
14.3
19.0
18”
9.0
18.0
27.0
36.1
11-7/8”
5.9
11.9
17.8
23.8
24”
10.5
21
31.5
42
14”
7.0
14.0
21.0
28.0
Depth
1-3/4”
Weight
(lb/ft)
3-1/2”
5-1/4”
7”
RIM 1.3e LVL RIM BOARD WEIGHTS (PLF)
Product
Thickness
LP LVL
1-1/4”
Depth
9-1/2”
11-7/8”
14”
16”
18”
20”
22”
24”
3.5
4.3
5.1
5.8
6.5
7.3
8.0
8.7
LP® SolidStart® I-JOISTS
The Truss Specialists since 1962
Limit States Design
LP Product Guide Canadian
Floor & Roof Applications
Please verify availability with the LP SolidStart Engineered Wood Products distributor in your area prior to specifying these products.
Floor Span Tables
SPECIFIED FLOOR LOADS: 40 PSF LIVE LOAD, 15 PSF DEAD LOAD
TO USE:
1.
2.
3.
4.
Select the appropriate table based on the floor system construction.
Select the Simple Span or Continuous Span section of the table, as required.
Find a span that meets or exceeds the design span.
Read the corresponding joist series, depth and spacing.
Simple (single)
Span Application
Continuous (multiple)
Span Application
CAUTION: For floor systems that require both simple span and continuous span joists,
it is a good idea to check both before selecting a joist. Some conditions are controlled by
continuous span strength rather than simple span deflection or vibration.
Span
Span
Span
Span
19/32" OSB SHEATHING
Series
LPI 20Plus
LPI 32Plus
LPI 42Plus
Series
LPI 20Plus
LPI 32Plus
LPI 42Plus
Depth
9-1/2"
11-7/8"
14"
9-1/2"
11-7/8"
14"
16"
9-1/2"
11-7/8"
14"
16"
Depth
9-1/2"
11-7/8"
14"
9-1/2"
11-7/8"
14"
16"
9-1/2"
11-7/8"
14"
16"
Sheathing Nailed Only
No Ceiling
1/2" Gypsum Ceiling Direct Applied to Joists
Maximum Simple Spans
Maximum Continuous Spans
Maximum Simple Spans
Maximum Continuous Spans
12" oc
16" oc
19.2" oc
12" oc
16" oc
19.2" oc
12" oc
16" oc
19.2" oc
12" oc
16" oc
19.2" oc
14'-5"
13'-6"
12'-11"
15'-8"
14'-7"
14'-0"
14'-10"
13'-10"
13'-3"
16'-1"
15'-0"
14'-5"
16'-3"
15'-2"
14'-7"
17'-8"
16'-6"
15'-10"
16'-9"
15'-7"
15'-0"
18'-2"
17'-0"
16'-4"
17'-9"
16'-7"
15'-11"
19'-8"
18'-0"
17'-3"
18'-4"
17'-1"
16'-5"
20'-5"
18'-8"
17'-10"
15'-0"
14'-0"
13'-5"
16'-3"
15'-2"
14'-7"
15'-4"
14'-4"
13'-9"
16'-8"
15'-7"
14'-11"
16'-10"
15'-8"
15'-1"
18'-4"
17'-0"
16'-4"
17'-3"
16'-1"
15'-6"
19'-0"
17'-6"
16'-10"
18'-5"
17'-1"
16'-5"
20'-5"
18'-8"
17'-10"
19'-1"
17'-7"
16'-10"
21'-2"
19'-5"
18'-5"
20'-1"
18'-4"
17'-6"
22'-3"
20'-4"
19'-4"
20'-9"
19'-0"
18'-0"
23'-1"
21'-2"
20'-1"
16'-5"
15'-4"
14'-8"
17'-10"
16'-7"
16'-0"
16'-9"
15'-8"
15'-0"
18'-3"
17'-0"
16'-4"
18'-7"
17'-3"
16'-6"
20'-7"
18'-10"
17'-11"
19'-1"
17'-7"
16'-11"
21'-2"
19'-5"
18'-5"
20'-8"
18'-11"
18'-0"
22'-11"
21'-0"
19'-11"
21'-3"
19'-6"
18'-6"
23'-7"
21'-8"
20'-7"
22'-7"
20'-8"
19'-7"
25'-0"
22'-11"
21'-9"
23'-3"
21'-3"
20'-2"
25'-9"
23'-8"
22'-5"
Sheathing Glued & Nailed
No Ceiling
1/2" Gypsum Ceiling Direct Applied to Joists
Maximum Simple Spans
Maximum Continuous Spans
Maximum Simple Spans
Maximum Continuous Spans
12" oc
16" oc
19.2" oc
12" oc
16" oc
19.2" oc
12" oc
16" oc
19.2" oc
12" oc
16" oc
19.2" oc
15'-7"
14'-8"
14'-3"
16'-10"
15'-11"
15'-5"
16'-0"
15'-1"
14'-8"
17'-4"
16'-5"
15'-10"
17'-5"
16'-5"
15'-11"
19'-1"
17'-10"
17'-3"
17'-11"
17'-0"
16'-5"
19'-10"
18'-6"
17'-10"
19'-3"
17'-11"
17'-4"
21'-3"
19'-9"
18'-11"
20'-0"
18'-7"
17'-10"
22'-2"
20'-7"
19'-9"
16'-0"
15'-1"
14'-7"
17'-4"
16'-4"
15'-10"
16'-5"
15'-6"
15'-0"
17'-10"
16'-10"
16'-3"
17'-11"
16'-11"
16'-4"
19'-9"
18'-4"
17'-9"
18'-6"
17'-5"
16'-10"
20'-6"
19'-1"
18'-4"
19'-10"
18'-5"
17'-9"
22'-0"
20'-5"
19'-6"
20'-7"
19'-1"
18'-4"
22'-10"
21'-2"
20'-4"
21'-7"
20'-0"
19'-2"
23'-11"
22'-2"
21'-3"
22'-5"
20'-9"
19'-11"
24'-10"
23'-1"
22'-1"
17'-3"
16'-3"
15'-8"
18'-10"
17'-7"
17'-0"
17'-7"
16'-7"
16'-0"
19'-5"
18'-0"
17'-5"
19'-8"
18'-2"
17'-7"
21'-9"
20'-2"
19'-4"
20'-3"
18'-9"
18'-0"
22'-5"
20'-9"
19'-11"
21'-10"
20'-2"
19'-4"
24'-2"
22'-4"
21'-5"
22'-6"
20'-10"
19'-11"
24'-11"
23'-1"
22'-1"
23'-9"
22'-0"
21'-0"
26'-4"
24'-4"
23'-3"
24'-6"
22'-8"
21'-8"
27'-2"
25'-2"
24'-1"
23/32" OSB SHEATHING
Series
LPI 20Plus
LPI 32Plus
LPI 42Plus
Series
LPI 20Plus
LPI 32Plus
LPI 42Plus
Depth
9-1/2"
11-7/8"
14"
9-1/2"
11-7/8"
14"
16"
9-1/2"
11-7/8"
14"
16"
Depth
9-1/2"
11-7/8"
14"
9-1/2"
11-7/8"
14"
16"
9-1/2"
11-7/8"
14"
16"
Sheathing Nailed Only
No Ceiling
1/2" Gypsum Ceiling Direct Applied to Joists
Maximum Simple Spans
Maximum Continuous Spans
Maximum Simple Spans
Maximum Continuous Spans
12" oc
16" oc 19.2" oc 24" oc
12" oc
16" oc 19.2" oc 24" oc
12" oc
16" oc 19.2" oc 24" oc
12" oc
16" oc 19.2" oc 24" oc
15'-2"
14'-1"
13'-6"
12'-10"
16'-5"
15'-3"
14'-8"
13'-11"
15'-6"
14'-5"
13'-10"
13'-2"
16'-10"
15'-8"
15'-0"
14'-4"
17'-1"
15'-11"
15'-2"
14'-6"
18'-7"
17'-3"
16'-6"
15'-9"
17'-6"
16'-4"
15'-7"
14'-10"
19'-3"
17'-8"
16'-11"
16'-2"
18'-10"
17'-4"
16'-7"
15'-10" 20'-10"
19'-1"
18'-0"
17'-2"
19'-5"
17'-10"
17'-1"
16'-3"
21'-6"
19'-9"
18'-8"
17'-8"
15'-8"
14'-7"
14'-0"
13'-4"
17'-0"
15'-10"
15'-2"
14'-6"
16'-1"
15'-0"
14'-4"
13'-7"
17'-5"
16'-3"
15'-7"
14'-10"
17'-8"
16'-5"
15'-9"
15'-0"
19'-5"
17'-10"
17'-1"
16'-3"
18'-1"
16'-10"
16'-1"
15'-4"
20'-0"
18'-4"
17'-6"
16'-8"
19'-7"
17'-11"
17'-1"
16'-3"
21'-8"
19'-10"
18'-9"
17'-8"
20'-2"
18'-5"
17'-7"
16'-8"
22'-4"
20'-6"
19'-4"
18'-2"
21'-4"
19'-5"
18'-4"
17'-5"
23'-8"
21'-7"
20'-5"
19'-2"
22'-0"
20'-1"
19'-0"
17'-11"
24'-4"
22'-4"
21'-2"
19'-10"
17'-2"
16'-0"
15'-4"
14'-7"
18'-10"
17'-5"
16'-8"
15'-10"
17'-6"
16'-4"
15'-8"
14'-11"
19'-3"
17'-9"
17'-0"
16'-2"
19'-9"
18'-0"
17'-3"
16'-5"
21'-10"
20'-0"
18'-11"
17'-10"
20'-2"
18'-6"
17'-7"
16'-9"
22'-4"
20'-6"
19'-5"
18'-3"
21'-11"
20'-1"
19'-0"
17'-10"
24'-4"
22'-3"
21'-1"
19'-9"
22'-6"
20'-7"
19'-6"
18'-3"
24'-11" 22'-10"
21'-7"
20'-4"
23'-11"
21'-11"
20'-8"
19'-5"
26'-6"
24'-3"
22'-11"
21'-7"
24'-6"
22'-6"
21'-3"
19'-11"
27'-2"
24'-11"
23'-7"
22'-2"
Sheathing Glued & Nailed
No Ceiling
1/2" Gypsum Ceiling Direct Applied to Joists
Maximum Simple Spans
Maximum Continuous Spans
Maximum Simple Spans
Maximum Continuous Spans
12" oc
16" oc 19.2" oc 24" oc
12" oc
16" oc 19.2" oc 24" oc
12" oc
16" oc 19.2" oc 24" oc
12" oc
16" oc 19.2" oc 24" oc
16'-5"
15'-6"
14'-11"
14'-4"
17'-9"
16'-9"
16'-2"
15'-2"
16'-10"
15'-11"
15'-4"
14'-5"
18'-4"
17'-3"
16'-8"
15'-2"
18'-6"
17'-4"
16'-9"
16'-1"
20'-5"
19'-0"
18'-2"
17'-5"
19'-1"
17'-10"
17'-3"
16'-6"
21'-2"
19'-9"
18'-10"
17'-7"
20'-7"
19'-1"
18'-3"
17'-6"
22'-9"
21'-1"
20'-2"
18'-9"
21'-4"
19'-10" 18'-11"
18'-0"
23'-7"
21'-11"
21'-0"
18'-9"
16'-11"
15'-11"
15'-4"
14'-9"
18'-4"
17'-3"
16'-8"
16'-0"
17'-4"
16'-4"
15'-9"
15'-1"
18'-11"
17'-8"
17'-1"
16'-3"
19'-2"
17'-10"
17'-2"
16'-6"
21'-2"
19'-8"
18'-9"
17'-7"
19'-9"
18'-4"
17'-7"
16'-11"
21'-10"
20'-4"
19'-5"
17'-7"
21'-3"
19'-8"
18'-9"
17'-10"
23'-6"
21'-9"
20'-9"
18'-9"
21'-11"
20'-4"
19'-5"
18'-5"
24'-3"
22'-7"
21'-7"
18'-9"
23'-1"
21'-5"
20'-5"
19'-4"
25'-6"
23'-8"
22'-7"
19'-11" 23'-10"
22'-2"
21'-2"
19'-8"
26'-5"
24'-7"
23'-5"
19'-11"
18'-2"
17'-1"
16'-6"
15'-10"
20'-1"
18'-8"
17'-10"
17'-1"
18'-8"
17'-5"
16'-10"
16'-1"
20'-7"
19'-2"
18'-3"
17'-6"
21'-0"
19'-5"
18'-6"
17'-8"
23'-3"
21'-6"
20'-6"
19'-5"
21'-6"
19'-11"
19'-0"
18'-0"
23'-10"
22'-1"
21'-1"
20'-0"
23'-4"
21'-7"
20'-6"
19'-6"
25'-9" 23'-10"
22'-9"
21'-6"
23'-11"
22'-2"
21'-1"
20'-0"
26'-5"
24'-6"
23'-5"
22'-2"
25'-5"
23'-5"
22'-4"
21'-2"
28'-1"
25'-11"
24'-8"
23'-5"
26'-0"
24'-1"
23'-0"
21'-9"
28'-10" 26'-9"
25'-6"
24'-2"
DESIGN ASSUMPTIONS:
ADDITIONAL NOTES:
1. The spans listed are the clear distance between supports. Continuous spans are based on the
longest span. The shortest span shall not be less than 50% of the longest span.
2. The spans are based on uniform floor loads only, for standard load duration.
3. These tables reflect the additional stiffness for vibration provided by a 19/32" or 23/32" OSB rated
sheathing, or equal, attached as indicated (Nailed Only or Glued & Nailed) to the top flange.
4. Live load deflection has been limited to L/360 “bare joist.”
5. Total load deflection has been limited to L/240.
6. The spans are based on an end bearing length of at least 1-3/4" and an interior bearing length of
at least 3-1/2," and have been limited to the bearing resistance of an SPF wallplate.
1. These spans have been designed to meet the Limit States Design and
vibration requirements of the 2005 National Building Code of Canada.
2. Web stiffeners are not required for any of the spans in these tables.
Web fillers are required for I-Joists seated in hangers that do not laterally
support the top flange.
3. For conditions not shown, use the Uniform Floor Load (PLF) tables,
LP’s design software or contact your LP® SolidStart® Engineered Wood
Products distributor for assistance.
Floor Span Tables
SPECIFIED FLOOR LOADS: 40 PSF LIVE LOAD, 15 PSF DEAD LOAD
TO USE:
1.
2.
3.
4.
Select the appropriate table based on the floor system construction.
Select the Simple Span or Continuous Span section of the table, as required.
Find a span that meets or exceeds the design span.
Read the corresponding joist series, depth and spacing.
Simple (single)
Span Application
Continuous (multiple)
Span Application
CAUTION: For floor systems that require both simple span and continuous span joists,
it is a good idea to check both before selecting a joist. Some conditions are controlled by
continuous span strength rather than simple span deflection or vibration.
Span
Span
Span
Span
5/8" OSB SHEATHING
Series
LPI 20Plus
LPI 32Plus
LPI 42Plus
Series
LPI 20Plus
LPI 32Plus
LPI 42Plus
Depth
9-1/2"
11-7/8"
14"
9-1/2"
11-7/8"
14"
16"
9-1/2"
11-7/8"
14"
16"
Depth
9-1/2"
11-7/8"
14"
9-1/2"
11-7/8"
14"
16"
9-1/2"
11-7/8"
14"
16"
Sheathing Nailed Only
No Ceiling
1/2" Gypsum Ceiling Direct Applied to Joists
Maximum Simple Spans
Maximum Continuous Spans
Maximum Simple Spans
Maximum Continuous Spans
12" oc
16" oc
19.2" oc
12" oc
16" oc
19.2" oc
12" oc
16" oc
19.2" oc
12" oc
16" oc
19.2" oc
14'-7"
13'-8"
13'-1"
15'-10"
14'-9"
14'-2"
15'-0"
14'-0"
13'-5"
16'-3"
15'-2"
14'-7"
16'-6"
15'-4"
14'-9"
17'-10"
16'-8"
16'-0"
16'-11"
15'-9"
15'-2"
18'-6"
17'-2"
16'-6"
18'-0"
16'-9"
16'-1"
19'-11"
18'-3"
17'-6"
18'-8"
17'-3"
16'-7"
20'-8"
19'-0"
18'-0"
15'-2"
14'-2"
13'-7"
16'-5"
15'-4"
14'-9"
15'-6"
14'-6"
13'-11"
16'-10"
15'-9"
15'-1"
17'-1"
15'-11"
15'-3"
18'-7"
17'-3"
16'-7"
17'-6"
16'-4"
15'-8"
19'-3"
17'-9"
17'-0"
18'-8"
17'-3"
16'-7"
20'-9"
19'-0"
18'-0"
19'-4"
17'-9"
17'-0"
21'-6"
19'-8"
18'-8"
20'-5"
18'-7"
17'-9"
22'-7"
20'-8"
19'-7"
21'-1"
19'-3"
18'-3"
23'-5"
21'-5"
20'-4"
16'-8"
15'-6"
14'-10"
18'-0"
16'-10"
16'-2"
17'-0"
15'-10"
15'-2"
18'-6"
17'-2"
16'-6"
18'-10"
17'-5"
16'-9"
20'-11"
19'-2"
18'-2"
19'-5"
17'-10"
17'-1"
21'-6"
19'-8"
18'-8"
21'-0"
19'-3"
18'-3"
23'-3"
21'-4"
20'-3"
21'-7"
19'-9"
18'-9"
23'-11"
21'-11"
20'-10"
22'-11"
20'-11"
19'-10"
25'-5"
23'-3"
22'-1"
23'-7"
21'-7"
20'-5"
26'-2"
24'-0"
22'-9"
Sheathing Glued & Nailed
No Ceiling
1/2" Gypsum Ceiling Direct Applied to Joists
Maximum Simple Spans
Maximum Continuous Spans
Maximum Simple Spans
Maximum Continuous Spans
12" oc
16" oc
19.2" oc
12" oc
16" oc
19.2" oc
12" oc
16" oc
19.2" oc
12" oc
16" oc
19.2" oc
15'-9"
14'-11"
14'-5"
17'-1"
16'-1"
15'-7"
16'-3"
15'-4"
14'-10"
17'-7"
16'-7"
16'-1"
17'-8"
16'-8"
16'-1"
19'-5"
18'-1"
17'-6"
18'-3"
17'-2"
16'-7"
20'-2"
18'-10"
18'-0"
19'-7"
18'-2"
17'-6"
21'-8"
20'-1"
19'-3"
20'-4"
18'-11"
18'-1"
22'-6"
20'-11"
20'-1"
16'-3"
15'-4"
14'-10"
17'-7"
16'-7"
16'-0"
16'-8"
15'-9"
15'-2"
18'-1"
17'-1"
16'-6"
18'-2"
17'-2"
16'-7"
20'-2"
18'-8"
17'-11"
18'-10"
17'-7"
17'-0"
20'-10"
19'-5"
18'-7"
20'-3"
18'-9"
17'-11"
22'-4"
20'-9"
19'-10"
20'-11"
19'-5"
18'-7"
23'-2"
21'-7"
20'-8"
22'-0"
20'-4"
19'-6"
24'-4"
22'-6"
21'-7"
22'-9"
21'-2"
20'-3"
25'-3"
23'-5"
22'-5"
17'-6"
16'-5"
15'-11"
19'-2"
17'-10"
17'-3"
17'-10"
16'-10"
16'-3"
19'-9"
18'-3"
17'-7"
20'-0"
18'-6"
17'-9"
22'-2"
20'-6"
19'-7"
20'-7"
19'-1"
18'-3"
22'-9"
21'-1"
20'-2"
22'-3"
20'-7"
19'-8"
24'-7"
22'-9"
21'-9"
22'-10"
21'-2"
20'-3"
25'-4"
23'-6"
22'-5"
24'-2"
22'-4"
21'-4"
26'-9"
24'-9"
23'-8"
24'-11"
23'-1"
22'-0"
27'-7"
25'-7"
24'-5"
3/4" OSB SHEATHING
Series
LPI 20Plus
LPI 32Plus
LPI 42Plus
Series
LPI 20Plus
LPI 32Plus
LPI 42Plus
Depth
9-1/2"
11-7/8"
14"
9-1/2"
11-7/8"
14"
16"
9-1/2"
11-7/8"
14"
16"
Depth
9-1/2"
11-7/8"
14"
9-1/2"
11-7/8"
14"
16"
9-1/2"
11-7/8"
14"
16"
Sheathing Nailed Only
No Ceiling
1/2" Gypsum Ceiling Direct Applied to Joists
Maximum Simple Spans
Maximum Continuous Spans
Maximum Simple Spans
Maximum Continuous Spans
12" oc
16" oc 19.2" oc 24" oc
12" oc
16" oc 19.2" oc 24" oc
12" oc
16" oc 19.2" oc 24" oc
12" oc
16" oc 19.2" oc 24" oc
15'-3"
14'-3"
13'-8"
12'-11"
16'-7"
15'-5"
14'-9"
14'-1"
15'-8"
14'-7"
14'-0"
13'-3"
17'-0"
15'-10"
15'-2"
14'-5"
17'-3"
16'-1"
15'-4"
14'-7"
18'-10"
17'-5"
16'-8"
15'-10"
17'-8"
16'-6"
15'-9"
15'-0"
19'-6"
17'-11"
17'-1"
16'-3"
19'-1"
17'-7"
16'-9"
15'-11"
21'-1"
19'-4"
18'-3"
17'-4"
19'-8"
18'-0"
17'-3"
16'-4"
21'-10"
20'-0"
18'-11"
17'-10"
15'-10"
14'-9"
14'-2"
13'-5"
17'-2"
16'-0"
15'-4"
14'-7"
16'-2"
15'-1"
14'-5"
13'-9"
17'-7"
16'-5"
15'-8"
14'-11"
17'-10"
16'-7"
15'-11"
15'-1"
19'-9"
18'-0"
17'-3"
16'-5"
18'-3"
17'-0"
16'-3"
15'-5"
20'-3"
18'-7"
17'-8"
16'-10"
19'-10"
18'-1"
17'-3"
16'-5"
22'-0"
20'-1"
19'-0"
17'-10"
20'-5"
18'-8"
17'-9"
16'-10"
22'-7"
20'-9"
19'-7"
18'-5"
21'-7"
19'-9"
18'-7"
17'-7"
23'-11"
21'-11"
20'-8"
19'-5"
22'-3"
20'-4"
19'-3"
18'-0"
24'-8"
22'-8"
21'-5"
19'-11"
17'-5"
16'-2"
15'-6"
14'-9"
19'-1"
17'-7"
16'-10"
16'-0"
17'-8"
16'-6"
15'-9"
15'-0"
19'-6"
17'-11"
17'-2"
16'-4"
20'-0"
18'-3"
17'-5"
16'-7"
22'-1"
20'-3"
19'-2"
18'-0"
20'-5"
18'-8"
17'-9"
16'-11"
22'-8"
20'-9"
19'-8"
18'-5"
22'-3"
20'-4"
19'-3"
18'-0"
24'-8"
22'-7"
21'-4"
20'-0"
22'-9" 20'-10"
19'-8"
18'-6"
25'-3"
23'-2"
21'-11"
20'-7"
24'-3"
22'-2"
21'-0"
19'-8"
26'-11"
24'-7"
23'-3"
21'-10" 24'-10" 22'-9"
21'-6"
20'-2"
27'-6"
25'-3"
23'-11"
22'-5"
Sheathing Glued & Nailed
No Ceiling
1/2" Gypsum Ceiling Direct Applied to Joists
Maximum Simple Spans
Maximum Continuous Spans
Maximum Simple Spans
Maximum Continuous Spans
12" oc
16" oc 19.2" oc 24" oc
12" oc
16" oc 19.2" oc 24" oc
12" oc
16" oc 19.2" oc 24" oc
12" oc
16" oc 19.2" oc 24" oc
16'-7"
15'-8"
15'-1"
14'-5"
18'-0"
17'-0"
16'-4"
15'-2"
17'-0"
16'-1"
15'-6"
14'-5"
18'-7"
17'-5"
16'-10"
15'-2"
18'-9"
17'-7"
16'-11"
16'-3"
20'-9"
19'-3"
18'-5"
17'-7"
19'-5"
18'-1"
17'-5"
16'-8"
21'-6"
20'-0"
19'-1"
17'-7"
20'-11"
19'-5"
18'-6"
17'-8"
23'-1"
21'-5"
20'-5"
18'-9"
21'-7"
20'-1"
19'-2"
18'-3"
23'-11"
22'-3"
21'-3"
18'-9"
17'-1"
16'-2"
15'-7"
14'-11"
18'-8"
17'-6"
16'-10"
16'-2"
17'-6"
16'-6"
15'-11"
15'-3"
19'-3"
17'-11"
17'-3"
16'-3"
19'-5"
18'-0"
17'-4"
16'-8"
21'-6"
19'-11"
19'-0"
17'-7"
20'-0"
18'-7"
17'-10"
17'-1"
22'-2"
20'-7"
19'-8"
17'-7"
21'-7"
20'-0"
19'-1"
18'-1"
23'-10"
22'-1"
21'-1"
18'-9"
22'-3"
20'-8"
19'-9"
18'-8"
24'-7"
22'-11" 21'-10"
18'-9"
23'-5"
21'-8"
20'-8"
19'-7"
25'-11"
24'-0"
22'-11"
19'-11"
24'-2"
22'-6"
21'-5"
19'-8"
26'-9"
24'-11"
23'-9"
19'-11"
18'-6"
17'-4"
16'-8"
16'-0"
20'-5"
18'-11"
18'-0"
17'-3"
18'-11"
17'-8"
17'-0"
16'-3"
20'-11"
19'-5"
18'-6"
17'-8"
21'-4"
19'-9"
18'-9"
17'-10"
23'-7"
21'-10"
20'-9"
19'-8"
21'-10"
20'-3"
19'-3"
18'-3"
24'-2"
22'-5"
21'-4"
20'-3"
23'-8"
21'-10" 20'-10"
19'-8"
26'-2"
24'-2"
23'-0"
21'-10"
24'-3"
22'-6"
21'-5"
20'-3" 26'-10" 24'-11"
23'-9"
22'-6"
25'-9" 23'-10" 22'-8"
21'-5"
28'-6"
26'-4"
25'-1"
23'-8"
26'-5"
24'-5"
23'-4"
22'-1"
29'-2"
27'-1"
25'-10" 24'-5"
DESIGN ASSUMPTIONS:
ADDITIONAL NOTES:
1. The spans listed are the clear distance between supports. Continuous spans are based on the
longest span. The shortest span shall not be less than 50% of the longest span.
2. The spans are based on uniform floor loads only, for standard load duration.
3. These tables reflect the additional stiffness for vibration provided by a 5/8" or 3/4" OSB rated
sheathing, or equal, attached as indicated (Nailed Only or Glued & Nailed) to the top flange.
4. Live load deflection has been limited to L/360 “bare joist.”
5. Total load deflection has been limited to L/240.
6. The spans are based on an end bearing length of at least 1-3/4" and an interior bearing length of
at least 3-1/2," and have been limited to the bearing resistance of an SPF wallplate.
1. These spans have been designed to meet the Limit States Design and
vibration requirements of the 2005 National Building Code of Canada.
2. Web stiffeners are not required for any of the spans in these tables.
Web fillers are required for I-Joists seated in hangers that do not laterally
support the top flange.
3. For conditions not shown, use the Uniform Floor Load (PLF) tables,
LP’s design software or contact your LP® SolidStart® Engineered Wood
Products distributor for assistance.
Web Hole Specifications: Circular Holes
Uncut length of web between adjacent holes
shall be at least twice the length of the larger
hole dimension or 12" center-to-center,
whichever is larger.
Up to a 1-1/2" diameter hole
allowed anywhere in the web.
Closest spacing 12" oc.
END SUPPORT
INTERIOR OR CANTILEVER-END SUPPORT
Diameter
Closest distance (x) to center of circular hole
Closest distance (x) to center of hole
FROM EITHER SUPPORT
FROM EITHER SUPPORT
TO USE:
1.
2.
3.
4.
5.
6.
Select the required series and depth.
Determine the support condition for the nearest bearing: end support or interior support (including cantilever-end supports).
Select the row corresponding to the required span. For spans between those listed, use the next largest value.
Select the column corresponding to the required hole diameter. For diameters between those listed, use the next largest value.
The intersection of the Span row and Hole Diameter column gives the minimum distance from the inside face of bearing to the center of a circular hole.
Double check the distance to the other support, using the appropriate support condition.
Series
Depth
Clear Span
(ft)
9-1/2"
LPI 20Plus
&
LPI 32Plus
11-7/8"
14"
LPI 32Plus
16"
9-1/2"
11-7/8"
LPI 42Plus
14"
16"
6'
10'
14'
18'
6'
10'
14'
18'
22'
10'
14'
18'
22'
26'
10'
14'
18'
22'
26'
30'
6'
10'
14'
18'
6'
10'
14'
18'
22'
10'
14'
18'
22'
26'
10'
14'
18'
22'
26'
30'
2"
1'-0"
1'-0"
1'-0"
1'-0"
1'-0"
1'-0"
1'-0"
1'-0"
1'-8"
1'-0"
1'-0"
1'-0"
1'-8"
4'-0"
1'-0"
1'-0"
1'-0"
1'-8"
4'-0"
6'-1"
1'-0"
1'-0"
1'-0"
1'-0"
1'-0"
1'-0"
1'-0"
1'-0"
1'-8"
1'-0"
1'-0"
1'-0"
1'-8"
4'-0"
1'-0"
1'-0"
1'-0"
1'-8"
4'-0"
6'-1"
4"
1'-0"
1'-0"
1'-0"
1'-10"
1'-0"
1'-0"
1'-0"
1'-5"
3'-4"
1'-0"
1'-0"
1'-0"
2'-10"
5'-3"
1'-0"
1'-0"
1'-0"
2'-10"
5'-3"
7'-7"
1'-0"
1'-0"
1'-0"
1'-10"
1'-0"
1'-0"
1'-0"
1'-5"
3'-4"
1'-0"
1'-0"
1'-0"
2'-10"
5'-3"
1'-0"
1'-0"
1'-0"
2'-10"
5'-3"
7'-7"
Distance from End Support
Hole Diameter
6"
8"
10"
1'-6"
1'-6"
1'-6"
3'-8"
1'-6"
2'-0"
1'-6"
2'-0"
1'-6"
2'-0"
2'-9"
4'-1"
5'-0"
6'-8"
1'-6"
2'-0"
2'-6"
1'-6"
2'-0"
2'-6"
1'-10"
3'-3"
4'-7"
4'-6"
5'-7"
7'-3"
6'-7"
8'-6"
9'-10"
1'-6"
2'-0"
2'-6"
1'-6"
2'-0"
2'-6"
1'-6"
2'-9"
3'-8"
3'-11"
5'-0"
6'-2"
5'-11"
7'-3"
9'-2"
8'-4"
9'-10"
11'-4"
1'-6"
1'-6"
1'-6"
3'-8"
1'-6"
2'-0"
1'-6"
2'-0"
1'-6"
2'-0"
2'-9"
4'-1"
5'-0"
6'-8"
1'-6"
2'-0"
2'-6"
1'-6"
2'-0"
2'-6"
1'-10"
3'-3"
4'-7"
4'-6"
5'-7"
7'-3"
6'-7"
8'-6"
9'-10"
1'-6"
2'-0"
2'-6"
1'-6"
2'-0"
2'-6"
1'-6"
2'-9"
3'-8"
3'-11"
5'-0"
6'-2"
5'-11"
7'-3"
9'-2"
8'-4"
9'-10"
11'-4"
12"
3'-0"
3'-0"
5'-0"
7'-10"
10'-6"
12'-10"
3'-0"
3'-0"
5'-0"
7'-10"
10'-6"
12'-10"
14"
-
2"
1'-0"
1'-0"
1'-0"
2'-8"
1'-0"
1'-0"
1'-0"
2'-2"
4'-11"
1'-0"
1'-0"
1'-9"
4'-11"
7'-9"
1'-0"
1'-0"
1'-9"
4'-4"
7'-1"
10'-6"
1'-0"
1'-0"
1'-0"
2'-8"
1'-0"
1'-0"
1'-0"
2'-2"
4'-11"
1'-0"
1'-0"
1'-9"
4'-11"
7'-9"
1'-0"
1'-0"
1'-9"
4'-4"
7'-1"
10'-6"
Distance from Interior or Cantilever-End Support
Hole Diameter
4"
6"
8"
10"
12"
1'-0"
1'-6"
1'-0"
1'-6"
1'-8"
3'-5"
4'-5"
6'-3"
1'-0"
1'-6"
2'-0"
1'-0"
1'-6"
2'-0"
1'-0"
2'-5"
3'-10"
3'-6"
5'-4"
6'-9"
6'-7"
8'-3"
9'-11"
1'-0"
1'-6"
2'-0"
2'-6"
1'-0"
1'-8"
2'-9"
4'-2"
3'-1"
4'-5"
5'-10"
7'-2"
6'-0"
7'-8"
8'-9"
10'-5"
9'-1"
10'-5"
12'-4"
1'-0"
1'-6"
2'-0"
2'-6"
3'-0"
1'-0"
1'-6"
2'-5"
3'-5"
4'-6"
2'-8"
4'-0"
4'-11"
6'-3"
7'-8"
5'-5"
7'-1"
8'-3"
9'-4"
11'-0"
8'-5"
9'-9"
11'-0"
13'-0"
12'-0"
13'-6"
14'-3"
1'-0"
1'-6"
1'-0"
1'-6"
1'-8"
3'-5"
4'-5"
6'-3"
1'-0"
1'-6"
2'-0"
1'-0"
1'-6"
2'-0"
1'-0"
2'-5"
3'-10"
3'-6"
5'-4"
6'-9"
6'-7"
8'-3"
9'-11"
1'-0"
1'-6"
2'-0"
2'-6"
1'-0"
1'-8"
2'-9"
4'-2"
3'-1"
4'-5"
5'-10"
7'-2"
6'-0"
7'-8"
8'-9"
10'-5"
9'-1"
10'-5"
12'-4"
1'-0"
1'-6"
2'-0"
2'-6"
3'-0"
1'-0"
1'-6"
2'-5"
3'-5"
4'-6"
2'-8"
4'-0"
4'-11"
6'-3"
7'-8"
5'-5"
7'-1"
8'-3"
9'-4"
11'-0"
8'-5"
9'-9"
11'-0"
13'-0"
12'-0"
13'-6"
14'-3"
-
14"
-
DESIGN ASSUMPTIONS:
NOTES:
1. The hole locations listed above are valid for floor joists supporting only the
specified uniform loads as follows: For joists 16" deep and less, the total
specified uniform load shall not exceed 130 plf (e.g., 40 psf Live Load and a
25 psf Dead Load, spaced up to 24" oc). The specified uniform dead load shall
be at least 10 plf and shall not exceed the Live Load.
2. Hole location is measured from the inside face of bearing to the center of a
circular hole, from the closest support.
3. Clear Span has not been verified for these joists and is shown for informational purposes only! Verify that the joist selected will work for the span and
loading conditions needed before checking hole location.
4. Maximum hole depth for circular holes is Joist Depth less 4," not to exceed 14,"
except the maximum hole depth is 6" for 9-1/2" and 8" for 11-7/8" LP I-Joists.
5. Holes cannot be located in the span where designated “-”, without further
analysis by a professional engineer.
1. CUT HOLES CAREFULLY! DO NOT OVERCUT HOLES! DO NOT CUT JOIST FLANGES!
2. Holes may be placed anywhere within the depth of the joist. A minimum 1/4" clear distance is required between
the hole and the flanges.
3. Round holes up to 1-1/2" diameter may be placed anywhere in the web.
4. Perforated “knockouts” may be neglected when locating web holes.
5. Holes larger than 1-1/2" are not permitted in cantilevers without special engineering.
6. Multiple holes shall have a clear separation along the length of the joist of at least twice the length of the
larger adjacent hole, or a minimum of 12" center-to-center, whichever is greater.
7. Multiple holes may be spaced closer provided they fit within the boundary of an acceptable larger hole.
Example: two 3" round holes aligned parallel to the joist length may be spaced 2" apart (clear distance) provided
that a 3" high by 8" long rectangle or an 8" diameter round hole are acceptable for the joist depth at that
location and completely encompass the holes.
8. Not all series are available in all depths. Check availability with a local LP® SolidStart® Engineered Wood
Products distributor.
9. Locating holes in joists with spans exceeding those in the tables or larger holes, greater uniform loads or nonuniform loads, and closer proximity to supports and other holes may be possible with analysis using LP’s design
software. Please contact your local LP SolidStart Engineered Wood Products distributor for more information.
Web Hole Specifications: Rectangular Holes
Uncut length of web between adjacent holes
shall be at least twice the length of the larger
hole or 12" center-to-center, whichever is larger.
END SUPPORT
INTERIOR OR CANTILEVER-END SUPPORT
Depth
Width
Closest distance (x) to edge
of rectangular hole
Closest distance (x) to edge
of rectangular hole
FROM EITHER SUPPORT
FROM EITHER SUPPORT
TO USE:
1.
2.
3.
4.
5.
6.
Select the required series and depth.
Determine the support condition for the nearest bearing: end support or interior support (including cantilever-end supports).
Select the row corresponding to the required span. For spans between those listed, use the next largest value.
Select the column corresponding to the required hole dimension. For dimensions between those listed, use the next largest value.
The intersection of the Span row and Hole Dimension column gives the minimum distance from the inside face of bearing to the nearest edge of a square or rectangular hole.
Double check the distance to the other support, using the appropriate support condition.
Series
Depth
Clear Span
(ft)
9-1/2"
LPI 20Plus
&
LPI 32Plus
11-7/8"
14"
LPI 32Plus
16"
9-1/2"
11-7/8"
LPI 42Plus
14"
16"
6'
10'
14'
18'
6'
10'
14'
18'
22'
10'
14'
18'
22'
26'
10'
14'
18'
22'
26'
30'
6'
10'
14'
18'
6'
10'
14'
18'
22'
10'
14'
18'
22'
26'
10'
14'
18'
22'
26'
30'
2"
1'-0"
1'-0"
1'-10"
4'-1"
1'-0"
1'-0"
1'-5"
3'-8"
6'-2"
1'-0"
1'-0"
1'-0"
1'-8"
4'-0"
1'-0"
1'-0"
1'-0"
1'-8"
4'-0"
6'-1"
1'-0"
1'-0"
1'-10"
4'-1"
1'-0"
1'-0"
1'-5"
3'-8"
6'-2"
1'-0"
1'-0"
1'-0"
1'-8"
4'-0"
1'-0"
1'-0"
1'-0"
1'-8"
4'-0"
6'-1"
Distance from End Support
Maximum Hole Dimension: Depth or Width
4"
6"
8"
10"
12"
14"
16"
1'-0"
1'-6"
2'-0"
2'-6"
3'-0"
1'-1"
2'-7"
3'-1"
3'-7"
4'-1"
4'-7"
3'-3"
5'-4" 5'-8"
6'-5"
6'-9"
5'-11" 7'-9"
8'-8"
1'-0"
1'-6"
2'-0"
2'-6"
3'-0"
1'-0" 1'-10" 3'-4" 3'-10" 4'-4" 4'-10"
2'-10" 4'-3"
6'-1"
6'-9"
5'-6" 6'-10" 8'-8"
7'-10" 10'-0"
1'-0"
1'-6"
2'-0"
2'-7"
3'-1" 3'-10" 4'-10"
1'-0"
1'-6" 2'-10" 5'-0" 5'-8" 6'-9"
1'-5"
3'-3"
5'-6"
7'-9"
8'-8"
3'-4"
5'-7" 7'-10" 10'-7"
5'-11" 7'-11" 10'-6"
1'-0"
1'-6"
2'-0"
2'-6"
3'-7"
4'-4"
1'-0"
1'-6"
2'-2" 3'-11" 6'-5"
1'-0"
2'-9"
4'-7" 6'-10"
3'-4" 5'-0"
7'-3"
9'-5"
5'-3"
7'-3" 9'-10" 12'-6"
8'-4" 9'-10" 12'-1"
1'-0"
1'-6"
2'-0"
2'-6"
3'-0"
1'-1"
2'-7"
3'-1"
3'-7"
4'-1"
4'-7"
3'-3"
5'-4" 5'-8"
6'-5"
6'-9"
5'-11" 7'-9"
8'-8"
1'-0"
1'-6"
2'-0"
2'-6"
3'-0"
1'-0" 1'-10" 3'-4" 3'-10" 4'-4" 4'-10"
2'-10" 4'-3"
6'-1"
6'-9"
5'-6" 6'-10" 8'-8"
7'-10" 10'-0"
1'-0"
1'-6"
2'-0"
2'-7"
3'-1" 3'-10" 4'-10"
1'-0"
1'-6" 2'-10" 5'-0" 5'-8" 6'-9"
1'-5"
3'-3"
5'-6"
7'-9"
8'-8"
3'-4"
5'-7" 7'-10" 10'-7"
5'-11" 7'-11" 10'-6"
1'-0"
1'-6"
2'-0"
2'-6"
3'-7"
4'-4"
1'-0"
1'-6"
2'-2" 3'-11" 6'-5"
1'-0"
2'-9"
4'-7" 6'-10"
3'-4" 5'-0"
7'-3"
9'-5"
5'-3"
7'-3" 9'-10" 12'-6"
8'-4" 9'-10" 12'-1"
-
18"
-
2"
1'-0"
1'-0"
3'-10"
6'-9"
1'-0"
1'-0"
3'-5"
6'-3"
9'-4"
1'-0"
1'-0"
1'-9"
4'-4"
7'-9"
1'-0"
1'-0"
1'-9"
4'-4"
7'-1"
10'-6"
1'-0"
1'-0"
3'-10"
6'-9"
1'-0"
1'-0"
3'-5"
6'-3"
9'-4"
1'-0"
1'-0"
1'-9"
4'-4"
7'-9"
1'-0"
1'-0"
1'-9"
4'-4"
7'-1"
10'-6"
Distance from Interior or Cantilever-End Support
Maximum Hole Dimension: Depth or Width
4"
6"
8"
10"
12"
14"
16"
1'-0"
1'-6"
2'-0"
2'-6"
3'-0"
2'-5" 4'-0" 4'-6" 5'-0"
5'-3"
8'-7"
1'-0"
1'-6"
2'-0"
2'-6"
3'-0"
1'-11"
3'-3"
4'-9"
4'-10" 6'-4"
8'-1"
1'-0"
1'-6"
2'-0" 4'-0" 4'-9"
1'-0"
2'-9" 4'-10"
3'-6" 5'-10" 8'-1"
6'-7"
8'-9" 11'-0"
9'-9" 11'-8"
1'-0"
1'-6"
2'-0" 3'-0"
1'-0"
2'-5"
4'-2" 5'-11"
3'-6" 4'-11" 7'-2"
6'-0" 8'-3" 10'-5"
9'-1" 11'-0"
12'-0" 14'-3"
1'-0"
1'-6"
2'-0"
2'-6"
3'-0"
2'-5" 4'-0" 4'-6" 5'-0"
5'-3"
8'-7"
1'-0"
1'-6"
2'-0"
2'-6"
3'-0"
1'-11"
3'-3"
4'-9"
4'-10" 6'-4"
8'-1"
1'-0"
1'-6"
2'-0" 4'-0" 4'-9"
1'-0"
2'-9" 4'-10"
3'-6" 5'-10" 8'-1"
6'-7"
8'-9" 11'-0"
9'-9" 11'-8"
1'-0"
1'-6"
2'-0" 3'-0"
1'-0"
2'-5"
4'-2" 5'-11"
3'-6" 4'-11" 7'-2"
6'-0" 8'-3" 10'-5"
9'-1" 11'-0"
12'-0" 14'-3"
-
18"
-
DESIGN ASSUMPTIONS:
NOTES:
1. The hole locations listed above are valid for floor joists supporting only the
specified uniform loads as follows: For joists 16" deep and less, the total
specified uniform load shall not exceed 130 plf (e.g., 40 psf Live Load and a
25 psf Dead Load, spaced up to 24" oc). The specified uniform dead load shall
be at least 10 plf and shall not exceed the Live Load.
2. Hole location is measured from the inside face of bearing to the nearest edge
of a rectangular hole, from the closest support.
3. Clear Span has not been verified for these joists and is shown for informational purposes only! Verify that the joist selected will work for the span and
loading conditions needed before checking hole location.
4. Maximum hole depth for rectangular holes is Joist Depth less 4," not to
exceed 14," except the maximum hole depth is 6" for 9-1/2" and 8" for 11-7/8"
LP I-Joists. Maximum hole width for rectangular holes is 18." Where the
Maximum Hole Dimension for rectangular holes exceeds the maximum hole
depth, the dimension refers to hole width, and the hole depth is assumed to
be the maximum for that joist depth.
5. Holes cannot be located in the span where designated “-”, without further
analysis by a professional engineer.
1. CUT HOLES CAREFULLY! DO NOT OVERCUT HOLES! DO NOT CUT JOIST FLANGES!
2. Holes may be placed anywhere within the depth of the joist. A minimum 1/4" clear distance is required
between the hole and the flanges.
3. Round holes up to 1-1/2" diameter may be placed anywhere in the web.
4. Perforated “knockouts” may be neglected when locating web holes.
5. Holes larger than 1-1/2" are not permitted in cantilevers without special engineering.
6. Multiple holes shall have a clear separation along the length of the joist of at least twice the length of the
larger adjacent hole, or a minimum of 12" center-to-center, whichever is greater.
7. Multiple holes may be spaced closer provided they fit within the boundary of an acceptable larger hole.
Example: two 3" round holes aligned parallel to the joist length may be spaced 2" apart (clear distance)
provided that a 3" high by 8" long rectangle or an 8" diameter round hole are acceptable for the joist
depth at that location and completely encompass the holes.
8. Not all series are available in all depths. Check availability with a local LP® SolidStart® Engineered Wood
Products distributor.
9. Locating holes in joists with spans exceeding those in the tables or larger holes, greater uniform loads or nonuniform loads, and closer proximity to supports and other holes may be possible with analysis using LP’s design
software. Please contact your local LP SolidStart Engineered Wood Products distributor for more information.
Floor Details
RIM BOARD
A1
RIM JOIST
A2
A3
Refer to Note 8
Fasten rim board to each floor
I-Joist using one 8d nail or
10d box nail per flange
BLOCKING AT EXTERIOR WALL
8d nails at 6" oc
Rim joists with flanges
wider than 1-3/4" require
a minimum 2 x 6 plate
(when used for shear transfer,
nail to bearing plate with same
nailing schedule for decking)
Same depth as I-Joist
10d box nails at 6" oc
toe-nailed from outside of building
A4
SOLID BLOCKING AT EXTERIOR WALL
Fasten rim joist to
each floor I-Joist
with one 10d nail
into the end of each flange.
Use 16d box nails for rim joists
with flanges wider than 1-3/4."
8d nails at 6" oc
(when used for shear transfer,
nail to bearing plate with same
nailing schedule for decking)
JOIST SUPPORT NAILING
A5
B1
(When Required)
Use two 8d nails or two 10d box nails
(one on each side)
LP® SolidStart® LVL, LP SolidStart LSL
or LP SolidStart Rim Board as blocking
WEB STIFFENERS
AT INTERIOR SUPPORT
Same depth as I-Joist
10d box nails at 6" oc toe-nailed
from outside of building
B2
Blocking panels
may be required
with shear
wall
1-1/2" min. from
end of I-Joist to nail
SQUASH BLOCKS
B3
Use double squash blocks as specified.
Squash blocks shall be cut 1/16" taller
than I-Joist. 2 x 4 min.
Stagger
8d or 10d
nails to
avoid
splitting
Bearing wall
aligned under
wall above
Verify stiffener requirements (see Web Stiffener detail)
BLOCKING AT INTERIOR SUPPORT
Blocking is not required if no wall above
unless I-Joists end at support. Blocking may
be required at interior supports by project
designer or by code for seismic design.
Bearing
wall aligned
under
wall above
LP SolidStart I-Joists shall be designed to carry all applied
loads including walls from above that do not stack directly
over the I-Joist support.
Toe-nail 8d or 10d box nail to plate
D2
POST LOADS
NON-STACKING WALLS
E1
STAIR STRINGER
E2
Web filler (as backer
block) minimum 12" long
Verify capacity and
fastening requirements
of hangers and
connectors
Filler block(s)
minimum 4' long
Approved
connection (by others)
Squash blocks required
under all post loads
See I-Joist Header Cross-Section
for connection information of
the filler and backer blocks
See I-Joist Filler Schedule
for filler block and web
filler sizes
HANGER DETAIL
Verify web filler
requirements
for hangers
Floor Details
I-JOIST HEADER
E3
Verify web filler/
stiffener requirements
for hangers
Filler blocks
• Connect double I-Joists with filler blocks
in minimum 4' sections at each support
and at no more than 8' oc.
• Provide 4' filler blocks centered behind each
hanger and under each concentrated load.
• Cut filler blocks at least 1/8" less
than clear distance between flanges
to avoid forcing into place.
• Attach filler blocks with two rows
of 8d nails or larger (10d nails
or larger for flanges wider than
2-1/2") at 6" oc. Nail through
the web of both joists into the
filler block. Clinch nails where
possible.
• Floor sheathing to be glued and
nailed to flanges of both plies.
Verify all hanger
connections
Web filler
(as backer block)
Filler blocks
See I-Joist Header Cross-Section for
information on attaching web fillers
and filler blocks
DOUBLE I-JOIST CONNECTION
E5
6"
oc
Filler block
Refer to I-Joist Header
Cross-Section for filler
block and web filler sizes
Refer to I-Joist Header Cross-Section
for filler block and web filler sizes
I-JOIST HEADER CROSS-SECTION
E4
Web filler
(as backer block)
Verify web filler/stiffener
requirements for hangers
Web Filler (as Backer Block): Install tight to top flange for top-mount hangers (shown) or tight to
bottom flange for face-mount hangers. Backer blocks shall be at least 12" long and located behind
every supported hanger. For a single I-Joist header, install backer block to both sides of the web
behind each supported hanger.
Filler Blocks: Install in minimum 4' sections at each support, centered behind each supported
hanger and at no more than 8' oc.
Filler
block(s)
Attach web fillers and filler blocks with 2 rows of 8d nails or larger (10d or larger for flanges wider
than 2-1/2") at 6" oc. For the filler blocks, nail through the web of both joists into the block.
Clinch nails where possible.
NOTE: Cut web fillers and filler blocks at least 1/8" less than clear distance between flanges
to avoid forcing into place.
I-JOIST FILLER SCHEDULE
Depth
Supported hanger
(top-mount shown)
9-1/2" &
11-7/8"
14" & 16"
C6
Series
Filler Block
Web Filler
LPI 20Plus
LPI 32Plus
2 x 6 + 19/32" OSB
1" OSB
LPI 42Plus
(2) 2 x 6
2x6
LPI 20Plus
LPI 32Plus
2 x 8 + 19/32" OSB
1" OSB
LPI 42Plus
(2) 2 x 8
2x8
NON LOAD-BEARING CANTILEVER
STEP-DOWN CANTILEVER
2 x 8 (min.) design by others
nailed and glued to I -Joist
flange and filler with 10d box
nails 1" from edge at 6" oc
Web filler
both faces
OSB or equal closure
Uniform loads only
Uniform loads only
2 x 8 (min.)
closure
LPI blocking*
See page 12-13
for load-bearing
cantilever details
2 x cantilever
4'- 0" max.
length (2'-0" min.)
*Rim Board, LSL or LVL may be substituted for the LP blocking
BEVEL CUT/FIRE CUT
LPI blocking or other lateral support
required at ends of I-Joist
Bevel cut may not extend
beyond inside face of
bearing wall
Refer to I-Joist Header
Cross-Section for filler
block and web filler sizes
1/3 adjacent span (max.)
Adjacent span
See page 12-13
for load bearing
cantilever details
NOTES:
1. Some wind or seismic loads may require different or additional details
and connections.
2. Verify building code requirements for suitability of details shown.
3. Refer to page 3 for bearing length requirements.
4. Refer to page 3 for Flange Nailing Schedule for LPI rim joist and blocking
panel nailing.
5. Lateral support shall be considered for bottom flange when there is no
sheathing on underside.
6. Verify capacity and fastening requirements of hangers and connectors.
7. Squash block capacity designed by others.
8. Do not use rim joists with flanges wider than 2-1/2."
Roof Details
J1
RAFTER CONNECTION
J2
Simpson®
LSTA24,
USP® LSTI-22
strap or equal
RAFTER CONNECTION
WITH FITTED OSB GUSSET
23/32" x 2'-0"
OSB with 8-16d
nails each side
min. 1/8" gap
at top
Beveled
plate
LPI blocking 6
J4
HEADER CONNECTION
Header
Simpson LSSU, USP
TMU (or equal) hanger
Web filler
required each side
H3
FLAT SOFFIT
LPI blocking 6
Structural
beam
Simpson LSSU, USP TMU
(or equal) hanger
BIRD’S MOUTH
Don’t cut beyond
inside face of bearing
Cut to fit tight
to wall plate
BEVELED PLATE
H2
(Lower bearing only)
LPI blocking
6
2x beveled
plate
LPI
blocking 6
Simpson
VPA,
USP TMP
(or equal)
connector
may be
substituted
for beveled
plate
Beveled web stiffeners
required both sides
OVERHANG
H4
(Fascia Support)
Simpson
LSTA24, USP
LSTI-22 strap
(or equal) for
slopes over 7:12
Support
beam or wall
H1
Simpson
LSTA24,
USP LSTI-22
strap (or equal)
for slopes
over 7:12
Web filler
required
each
side
Beveled
plate
LPI blocking 6
Support
beam or wall
RIDGE RAFTER CONNECTION
J3
8d nails at 6" oc
1" from edge
LPI blocking 6
8d nails at 6" oc
staggered and
clinched
OVERHANG
H5
.
.
in
in
"
'-0
"m
m
'-0
LPI
blocking 6
4
4
2 x 4 cut
to fit
Beveled
plate
2 x 4 filler
Web fillers
required both
sides of I-Joist
8d nails at 6" oc clinched
K1
ROOF OPENING
HANGER CONNECTIONS
Web stiffener
required
(see Web
Stiffener
details)
Web filler
8d nails staggered
at 6" oc
Maximum overhang
same as rafter spacing
(2'-0" max.)
Filler on back side
Install
header
plumb
Filler block
Web filler
2 x 4 filler
Ladder
8d or 10d
box toe-nail
to plate
NOTES:
OUTRIGGER
K2
Beveled
plate
2
m '- 0
ax "
.
2 x 4 cut
to fit
2
m '- 0
ax "
.
2 x 4 cut
to fit both
sides
Gable end
1. Minimum slope: 1/4" per foot (1/4:12).
Maximum slope: 12" per foot (12:12).
2. Verify capacity and fastening requirements of hangers
and connectors.
3. The LP® SolidStart® I-Joist flange may be a bird’s mouth
cut only at the low end of the LP SolidStart I-Joist.
Bird’s mouth cut shall not overhang the inside face
of bearing plate. The LP SolidStart I-Joist shall bear
fully on plate.
4. Some wind or seismic loads may require different or
additional details and connections. Uplift anchors may
be required.
5. 4" diameter hole(s) may be cut in blocking for ventilation.
6. Lateral resistance shall be provided. Other methods of
restraint, such as full depth LP SolidStart OSB Rim Board,
LP SolidStart LVL, LP SolidStart LSL or metal X-bracing
may be substituted for the LP blocking shown.
Web Stiffeners & Framing Connectors
WEB STIFFENER REQUIREMENTS
Series
LPI 20Plus
&
LPI 32Plus
LPI 42Plus
Depth
Minimum Thickness
Maximum Height
Nail Size*
Nail Qty
9-1/2"
11-7/8"
14"
16"
9-1/2"
11-7/8"
14"
16"
23/32"
23/32"
23/32"
23/32"
1-1/2"
1-1/2"
1-1/2"
1-1/2"
6-3/8"
8-3/4"
10-7/8"
12-7/8"
6-3/8"
8-3/4"
10-7/8"
12-7/8"
8d (2-1/2")
8d (2-1/2")
8d (2-1/2")
8d (2-1/2")
10d (3")
10d (3")
10d (3")
10d (3")
3
3
3
3
3
3
3
3
* Nail Size is for common wire nails.
NOTES:
WEB STIFFENER REQUIREMENTS
1/8" min., 1" max. gap
Concentrated load
End support*
1/8" min., 1" max. gap
* Refer to framing plan for specific conditions.
1. Web stiffeners shall be installed in pairs – one to each
side of the web. Web stiffeners are always required
for the "Bird’s Mouth" roof joist bearing detail.
2. Web stiffeners shall be cut to fit between the
1/8" min., 1" max. gap
1/8" min.,
flanges of the LP® SolidStart® I-Joist, leaving
1" max. gap
a minimum 1/8" gap (1" maximum). At bearing
locations, the stiffeners shall be installed tight to
the bottom flange. At locations of concentrated
loads, the stiffeners shall be installed tight to the
top flange.
3. Web stiffeners shall be cut from APA-rated OSB
(or equal) or from LP SolidStart LVL, LSL or OSB
Rim Board. 2x lumber is permissible. Do not use 1x
lumber, as it tends to split, or build up the required
stiffener thickness from multiple pieces.
Nails to be equally 4. Web stiffeners shall be the same width as the
bearing surface, with a minimum of 3-1/2."
spaced, staggered and
Interior or
driven alternately from 5. See Web Stiffener Requirements for minimum
Cantilever support*
each face. Clinch nails
stiffener thickness, maximum stiffener height
where possible.
and required nailing.
SIMPSON STRONG-TIE®
Series
LPI 20Plus
LPI 32Plus
LPI 42Plus
Top-Mount
Depth
Single
ITS39.5
ITS311.88
ITS314
ITS39.5
ITS311.88
ITS314
ITS316
ITS49.5
ITS411.88
ITS414
ITS416
9-1/2"
11-7/8"
14"
9-1/2"
11-7/8"
14"
16"
9-1/2"
11-7/8"
14"
16"
Double
MIT39.5-2
MIT311.88-2
MIT314-2
MIT39.5-2
MIT311.88-2
MIT314-2
WPI316-2*
B7.12/9.5
B7.12/11.88
B7.12/14
B7.12/16
Face-Mount
Single
Double
IUS310
HU310-2*
IUS312
HU312-2*
IUS314
HU314-2*
IUS310
HU310-2*
IUS312
HU312-2*
IUS314
HU314-2*
IUS316
HU314-2*
IUS3.56/9.5
HU410-2*
IUS3.56/11.88
HU412-2*
IUS3.56/14
HU414-2*
IUS3.56/16
HU414-2*
45˚ Skewed
Single
SUR/L310*
SUR/L310*
SUR/L314*
SUR/L310*
SUR/L310*
SUR/L314*
SUR/L314*
SUR/L410*
SUR/L410*
SUR/L414*
SUR/L414*
Rafter-To-Ridge
Single
LSSUH310*
LSSUH310*
LSSUH310*
LSSUH310*
LSSUH310*
LSSUH310*
LSSUH310* **
LSSU410*
LSSU410*
LSSU410*
–
Rafter-To-Plate
Single
VPA3
VPA3
VPA3
VPA3
VPA3
VPA3
VPA3
VPA4
VPA4
VPA4
VPA4
45˚ Skewed
Single
SKH310R/L*
SKH312R/L*
SKH312R/L*
SKH310R/L*
SKH312R/L*
SKH312R/L*
SKH312R/L*
SKH410L/R 1 *
SKH410L/R 1 *
SKH414L/R 1 *
SKH414L/R 1 *
Rafter-To-Ridge
Single
TMU25*
TMU25*
TMU25*
TMU25*
TMU25*
TMU25*
TMU25* **
LSSH35*
LSSH35*
LSSH35*
LSSH35R 2 *
Rafter-To-Plate3
Single
TMP25 or TMPH25*
TMP25 or TMPH25*
TMP25 or TMPH25*
TMP25 or TMPH25*
TMP25 or TMPH25*
TMP25 or TMPH25*
TMP25 or TMPH25*
TMP4 or TMPH4*
TMP4 or TMPH4*
TMP4 or TMPH4*
TMP4 or TMPH4*
The above connectors are manufactured by Simpson Strong-Tie Co., Inc.
To verify connector suitability for a particular application, refer to the current Simpson Strong-Tie Connector catalog.
USP STRUCTURAL CONNECTORS®
Series
LPI 20Plus
LPI 32Plus
LPI 42Plus
Depth
9-1/2"
11-7/8"
14"
9-1/2"
11-7/8"
14"
16"
9-1/2"
11-7/8"
14"
16"
Top-Mount
Single
Double
THO25950
THO25950-2*
THO25118
THO25118-2*
THO25140
THO25140-2*
THO25950
THO25950-2*
THO25118
THO25118-2*
THO25140
THO25140-2*
THO25160
THO25160-2*
THO35950
BPH7195*
THO35118
BPH71118*
THO35140
BPH7114*
THO35160
BPH7116*
1. Miter cut required on end of joist to achieve design loads.
2. LSTA24 strap required along top chord for lateral restraint.
3. TMP35 adjusts from 1/12 to 6/12 pitch.
TMPH35 adjusts from 6/12 to 14/12 pitch.
TOP-MOUNT
GENERAL NOTES:
* Web fillers required for proper
installation of hanger. Refer to the
Engineered Wood Product Guide for
filler sizes.
** Hanger is less than 60% of joist
depth. Additional rotation resistance
is required. Refer to the appropriate
hanger manufacturer’s catalog for details.
Face-Mount
Single
Double
THF25925
THF25925-2*
THF25112
THF25112-2*
THF25140
THF25140-2*
THF25925
THF25925-2*
THF25112
THF25112-2*
THF25140
THF25140-2*
THF25160
THF25160-2*
THF35925
HD7100*
THF35112
HD7120*
THF35140
HD7140*
THF35157
HD7160*
The above connectors are manufactured by USP (United Steel Products Company).
To verify connector suitability for a particular application, refer to the current USP Lumber Connectors catalog.
FACE-MOUNT
45˚
SKEWED
RAFTERTO-RIDGE
RAFTERTO-PLATE
Handling & Storage Guidelines and Warnings
• Warning: Failure to follow good procedures for handling, storage and installation could
result in unsatisfactory performance, unsafe structures and possible collapse.
• Keep LP® SolidStart® Engineered Wood Products dry.
• Unload products carefully, by lifting. Support the bundles to reduce excessive bowing.
Individual products shall be handled in a manner which prevents physical damage during
measuring, cutting, erection, etc. I-Joists shall be handled vertically and not flatwise.
• Keep products stored in wrapped and strapped bundles, stacked no more than 10' high.
Support and separate bundles with 2x4 (or larger) stickers spaced no more than 10' apart.
Keep stickers in line vertically.
• Product shall not be stored in contact with the ground, or have prolonged exposure to
the weather.
• Use forklifts and cranes carefully to avoid damaging products.
• Do not use a visually damaged product. Call your local LP SolidStart Engineered Wood
Products distributor for assistance when damaged products are encountered.
• For satisfactory performance, LP SolidStart Engineered Wood Products shall be used
under dry, covered and well-ventilated interior conditions in which the equivalent
moisture content in lumber will not exceed 16%.
DON’T
WA R N I N G S
The following conditions are NOT permitted!
Do not use visually damaged products without first checking
with your local LP SolidStart Engineered Wood Products distributor or sales office.
DON’T put holes too close
to supports.
DON’T overcut hole
and damage flange.
DON’T make hole with
hammer unless
knock-out is
provided.
Refer
to hole
chart
for correct
location.
DON’T
drill flange.
DON’T
hammer on
flange and damage joist.
DON’T use
16d nails.
DON’T cut beyond
inside edge of
bearing.
Refer to
Joist End
Nailing
detail for
correct
sizes and
locations.
DON’T support
I-Joist on web.
DON’T
DON’T cut
flange for
pipes.
DON’T cut
or notch
flange.
LVL 2650Fb-1.9E Roof Beam Quick Reference Tables
FOR ROOF LOADS:
#FBN4QBOJTWBMJEGPSTJNQMFTQBOIFBEFSTPOMZ
3PPGTZTUFNJODMVEFTBPWFSIBOH
CFBSJOHMFOHUIJTSFRVJSFEBUFOETVQQPSUT&9$&15CFBSJOHJTSFRVJSFEXIFSFbold.
*GUIFWBMVFJTŝŞUIFOUIFEFQUISFRVJSFEFYDFFETUIFTDPQFPGUIJTHVJEF
3FGFSUPUIF(FOFSBM/PUFTBOEJOTUSVDUJPOTPOQBHFGPSVTJOHUIF2VJDL3FGFSFODF5BCMFT
Span
SPECIFIED LOADS
ROOF: 20 PSF LIVE, 15 PSF DEAD
Span
8'
10'
12'
14'
16'
SPECIFIED LOADS
ROOF: 30 PSF LIVE, 15 PSF DEAD
Span
8'
10'
12'
14'
16'
18'
SPECIFIED LOADS
ROOF: 40 PSF LIVE, 15 PSF DEAD
Span
8'
10'
12'
14'
16'
18'
Span
8'
10'
12'
14'
16'
18'
pan
mS
Carrie
Bea
d
20'
7-1/4"
7-1/4"
7-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
9-1/4"
11-7/8"
11-1/4"
14"
11-1/4"
22'
7-1/4"
7-1/4"
7-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
9-1/4"
11-7/8"
11-1/4"
14"
11-7/8"
24'
7-1/4"
7-1/4"
9-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
9-1/4"
11-7/8"
11-1/4"
14"
11-7/8"
26'
7-1/4"
7-1/4"
9-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
9-1/2"
14"
11-1/4"
14"
14"
Span Carried By Beam
28'
30'
32'
7-1/4"
7-1/4"
7-1/4"
7-1/4"
7-1/4"
7-1/4"
9-1/4"
9-1/4"
9-1/4"
7-1/4"
7-1/4"
7-1/4"
9-1/2"
9-1/2"
11-1/4"
9-1/4"
9-1/4"
9-1/4"
11-1/4"
11-1/4"
11-7/8"
9-1/2"
11-1/4"
11-1/4"
14"
14"
14"
11-1/4"
11-1/4"
11-7/8"
14"
16"
16"
14"
14"
14"
34'
7-1/4"
7-1/4"
9-1/4"
7-1/4"
11-1/4"
9-1/4"
11-7/8"
11-1/4"
14"
11-7/8"
16"
14"
36'
7-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
9-1/4"
11-7/8"
11-1/4"
14"
11-7/8"
16"
14"
38'
7-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
9-1/4"
11-7/8"
11-1/4"
14"
11-7/8"
16"
14"
40'
7-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
9-1/4"
14"
11-1/4"
14"
14"
16"
14"
20'
7-1/4"
7-1/4"
9-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
9-1/2"
14"
11-1/4"
14"
14"
22'
7-1/4"
7-1/4"
9-1/4"
7-1/4"
9-1/2"
9-1/4"
11-1/4"
11-1/4"
14"
11-1/4"
16"
14"
24'
7-1/4"
7-1/4"
9-1/4"
7-1/4"
11-1/4"
9-1/4"
11-7/8"
11-1/4"
14"
11-7/8"
16"
14"
26'
7-1/4"
7-1/4"
9-1/4"
7-1/4"
11-1/4"
9-1/4"
11-7/8"
11-1/4"
14"
11-7/8"
16"
14"
Span Carried By Beam
28'
30'
32'
7-1/4"
7-1/4"
7-1/4"
7-1/4"
7-1/4"
7-1/4"
9-1/4"
9-1/4"
9-1/4"
9-1/4"
9-1/4"
9-1/4"
11-1/4"
11-1/4"
11-1/4"
9-1/4"
9-1/4"
9-1/4"
11-7/8"
14"
14"
11-1/4"
11-1/4"
11-1/4"
14"
14"
14"
11-7/8"
14"
14"
16"
16"
16"
14"
14"
14"
34'
7-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
9-1/2"
14"
11-1/4"
16"
14"
18"
16"
36'
7-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
9-1/2"
14"
11-1/4"
16"
14"
18"
16"
38'
9-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
11-1/4"
14"
11-7/8"
16"
14"
18"
16"
40'
9-1/4"
7-1/4"
9-1/2"
9-1/4"
11-1/4"
11-1/4"
14"
11-7/8"
16"
14"
18"
16"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
20'
7-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
9-1/4"
11-7/8"
11-1/4"
14"
11-7/8"
16"
14"
22'
7-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
9-1/4"
14"
11-1/4"
14"
14"
16"
14"
24'
7-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
9-1/4"
14"
11-1/4"
16"
14"
16"
14"
26'
7-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
9-1/2"
14"
11-1/4"
16"
14"
18"
16"
Span Carried By Beam
28'
30'
32'
9-1/4"
9-1/4"
9-1/4"
7-1/4"
7-1/4"
7-1/4"
9-1/4"
9-1/2"
11-1/4"
9-1/4"
9-1/4"
9-1/4"
11-1/4"
11-7/8"
11-7/8"
11-1/4"
11-1/4"
11-1/4"
14"
14"
14"
11-7/8"
11-7/8"
11-7/8"
16"
16"
16"
14"
14"
14"
18"
18"
18"
16"
16"
16"
34'
9-1/4"
7-1/4"
11-1/4"
9-1/4"
11-7/8"
11-1/4"
14"
14"
16"
14"
18"
16"
36'
9-1/4"
7-1/4"
11-1/4"
9-1/4"
14"
11-1/4"
14"
14"
16"
14"
18"
16"
38'
9-1/4"
7-1/4"
11-1/4"
9-1/4"
14"
11-1/4"
16"
14"
18"
16"
16"
40'
9-1/4"
7-1/4"
11-1/4"
9-1/4"
14"
11-1/4"
16"
14"
18"
16"
18"
Beam
Width
20'
22'
24'
26'
28'
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
7-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
9-1/2"
14"
11-1/4"
16"
14"
18"
16"
9-1/4"
7-1/4"
9-1/2"
9-1/4"
11-1/4"
11-1/4"
14"
11-7/8"
16"
14"
18"
16"
9-1/4"
7-1/4"
9-1/2"
9-1/4"
11-7/8"
11-1/4"
14"
11-7/8"
16"
14"
18"
16"
9-1/4"
7-1/4"
11-1/4"
9-1/4"
11-7/8"
11-1/4"
14"
11-7/8"
16"
14"
18"
16"
9-1/4"
7-1/4"
11-1/4"
9-1/4"
14"
11-1/4"
14"
14"
16"
14"
18"
16"
Beam
Width
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
Beam
Width
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
Beam
Width
Span Carried By Beam
30'
32'
9-1/4"
7-1/4"
11-1/4"
9-1/4"
14"
11-1/4"
16"
14"
18"
16"
16"
9-1/4"
7-1/4"
11-1/4"
9-1/4"
14"
11-1/4"
16"
14"
18"
16"
18"
34'
36'
38'
40'
9-1/4"
9-1/4"
11-1/4"
9-1/4"
14"
11-1/4"
16"
14"
18"
16"
18"
9-1/4"
9-1/4"
11-1/4"
9-1/2"
14"
11-1/4"
16"
14"
18"
16"
18"
9-1/4"
9-1/4"
11-1/4"
9-1/2"
14"
11-7/8"
16"
14"
18"
16"
18"
9-1/4"
9-1/4"
11-1/4"
11-1/4"
14"
11-7/8"
16"
14"
16"
18"
LVL 2650Fb-1.9E
18'
SPECIFIED LOADS
ROOF: 50 PSF LIVE, 15 PSF DEAD
Ţ
Ţ
Ţ
Ţ
Ţ
LVL 2250Fb-1.5E Roof Beam Quick Reference Tables
FOR ROOF LOADS:
#FBN4QBOJTWBMJEGPSTJNQMFTQBOIFBEFSTPOMZ
3PPGTZTUFNJODMVEFTBPWFSIBOH
CFBSJOHMFOHUIJTSFRVJSFEBUFOETVQQPSUT&9$&15CFBSJOHJTSFRVJSFEXIFSFbold.
*GUIFWBMVFJTŝŞUIFOUIFEFQUISFRVJSFEFYDFFETUIFTDPQFPGUIJTHVJEF
3FGFSUPUIF(FOFSBM/PUFTBOEJOTUSVDUJPOTPOQBHFGPSVTJOHUIF2VJDL3FGFSFODF5BCMFT
Span
SPECIFIED LOADS
ROOF: 20 PSF LIVE, 15 PSF DEAD
Span
4'
6'
8'
10'
12'
14'
SPECIFIED LOADS
ROOF: 30 PSF LIVE, 15 PSF DEAD
Span
4'
6'
8'
10'
12'
14'
SPECIFIED LOADS
ROOF: 40 PSF LIVE, 15 PSF DEAD
Span
4'
6'
8'
10'
12'
14'
Span
4'
6'
8'
10'
12'
14'
pan
mS
Carrie
Bea
d
20'
4-3/8"
4-3/8"
5-1/2"
4-3/8"
7-1/4"
5-1/2"
9-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
9-1/2"
22'
4-3/8"
4-3/8"
5-1/2"
4-3/8"
7-1/4"
5-1/2"
9-1/4"
7-1/4"
9-1/2"
9-1/4"
11-1/4"
11-1/4"
24'
4-3/8"
4-3/8"
5-1/2"
4-3/8"
7-1/4"
7-1/4"
9-1/4"
7-1/4"
11-1/4"
9-1/4"
11-1/4"
11-1/4"
26'
4-3/8"
4-3/8"
5-1/2"
4-3/8"
7-1/4"
7-1/4"
9-1/4"
7-1/4"
11-1/4"
9-1/4"
11-7/8"
11-1/4"
Span Carried By Beam
28'
30'
32'
4-3/8"
4-3/8"
4-3/8"
4-3/8"
4-3/8"
4-3/8"
5-1/2"
5-1/2"
5-1/2"
5-1/2"
5-1/2"
5-1/2"
7-1/4"
7-1/4"
7-1/4"
7-1/4"
7-1/4"
7-1/4"
9-1/4"
9-1/4"
9-1/4"
9-1/4"
9-1/4"
9-1/4"
11-1/4"
11-1/4"
11-1/4"
9-1/4"
9-1/4"
9-1/4"
11-7/8"
14"
14"
11-1/4"
11-1/4"
11-1/4"
34'
4-3/8"
4-3/8"
5-1/2"
5-1/2"
7-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
9-1/2"
14"
11-1/4"
36'
4-3/8"
4-3/8"
5-1/2"
5-1/2"
7-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
9-1/2"
14"
11-1/4"
38'
4-3/8"
4-3/8"
5-1/2"
5-1/2"
9-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
11-1/4"
14"
11-1/4"
40'
4-3/8"
4-3/8"
7-1/4"
5-1/2"
9-1/4"
7-1/4"
9-1/2"
9-1/4"
11-1/4"
11-1/4"
14"
11-7/8"
20'
4-3/8"
4-3/8"
5-1/2"
4-3/8"
7-1/4"
7-1/4"
9-1/4"
7-1/4"
11-1/4"
9-1/4"
11-7/8"
11-1/4"
22'
4-3/8"
4-3/8"
5-1/2"
5-1/2"
7-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
9-1/4"
14"
11-1/4"
24'
4-3/8"
4-3/8"
5-1/2"
5-1/2"
7-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
9-1/4"
14"
11-1/4"
26'
4-3/8"
4-3/8"
5-1/2"
5-1/2"
7-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
9-1/2"
14"
11-1/4"
Span Carried By Beam
28'
30'
32'
4-3/8"
4-3/8"
4-3/8"
4-3/8"
4-3/8"
4-3/8"
5-1/2"
7-1/4"
7-1/4"
5-1/2"
5-1/2"
5-1/2"
9-1/4"
9-1/4"
9-1/4"
7-1/4"
7-1/4"
7-1/4"
9-1/4"
9-1/2"
9-1/2"
9-1/4"
9-1/4"
9-1/4"
11-1/4"
11-1/4"
11-7/8"
11-1/4"
11-1/4"
11-1/4"
14"
14"
14"
11-1/4"
11-7/8"
11-7/8"
34'
4-3/8"
4-3/8"
7-1/4"
5-1/2"
9-1/4"
7-1/4"
11-1/4"
9-1/4"
11-7/8"
11-1/4"
14"
11-7/8"
36'
4-3/8"
4-3/8"
7-1/4"
5-1/2"
9-1/4"
7-1/4"
11-1/4"
9-1/4"
11-7/8"
11-1/4"
14"
14"
38'
4-3/8"
4-3/8"
7-1/4"
5-1/2"
9-1/4"
7-1/4"
11-1/4"
9-1/4"
14"
11-1/4"
14"
14"
40'
4-3/8"
4-3/8"
7-1/4"
5-1/2"
9-1/4"
7-1/4"
11-1/4"
9-1/4"
14"
11-1/4"
14"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
20'
4-3/8"
4-3/8"
5-1/2"
5-1/2"
7-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
9-1/2"
14"
11-1/4"
22'
4-3/8"
4-3/8"
7-1/4"
5-1/2"
9-1/4"
7-1/4"
9-1/2"
9-1/4"
11-1/4"
11-1/4"
14"
11-7/8"
24'
4-3/8"
4-3/8"
7-1/4"
5-1/2"
9-1/4"
7-1/4"
11-1/4"
9-1/4"
11-7/8"
11-1/4"
14"
11-7/8"
26'
4-3/8"
4-3/8"
7-1/4"
5-1/2"
9-1/4"
7-1/4"
11-1/4"
9-1/4"
11-7/8"
11-1/4"
14"
14"
Span Carried By Beam
28'
30'
32'
4-3/8"
4-3/8"
4-3/8"
4-3/8"
4-3/8"
4-3/8"
7-1/4"
7-1/4"
7-1/4"
5-1/2"
5-1/2"
5-1/2"
9-1/4"
9-1/4"
9-1/4"
7-1/4"
7-1/4"
7-1/4"
11-1/4"
11-1/4"
11-1/4"
9-1/4"
9-1/4"
9-1/4"
14"
14"
14"
11-1/4"
11-1/4"
11-1/4"
14"
14"
14"
14"
34'
4-3/8"
4-3/8"
7-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
9-1/4"
14"
11-1/4"
14"
36'
4-3/8"
4-3/8"
7-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
9-1/2"
14"
11-1/4"
14"
38'
4-3/8"
4-3/8"
7-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
11-1/4"
14"
11-7/8"
14"
40'
5-1/2"
4-3/8"
7-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
11-1/4"
14"
11-7/8"
14"
Beam
Width
20'
22'
24'
26'
28'
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
4-3/8"
4-3/8"
7-1/4"
5-1/2"
9-1/4"
7-1/4"
11-1/4"
9-1/4"
11-7/8"
11-1/4"
14"
14"
4-3/8"
4-3/8"
7-1/4"
5-1/2"
9-1/4"
7-1/4"
11-1/4"
9-1/4"
14"
11-1/4"
14"
4-3/8"
4-3/8"
7-1/4"
5-1/2"
9-1/4"
7-1/4"
11-1/4"
9-1/4"
14"
11-1/4"
14"
4-3/8"
4-3/8"
7-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
9-1/4"
14"
11-1/4"
14"
4-3/8"
4-3/8"
7-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
9-1/2"
14"
11-1/4"
14"
Beam
Width
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
Beam
Width
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
3-1/2"
5-1/4"
Beam
Width
Span Carried By Beam
30'
32'
5-1/2"
4-3/8"
7-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
11-1/4"
14"
11-7/8"
14"
5-1/2"
4-3/8"
7-1/4"
7-1/4"
9-1/4"
9-1/4"
11-1/4"
11-1/4"
14"
11-7/8"
14"
34'
36'
38'
40'
5-1/2"
4-3/8"
7-1/4"
7-1/4"
9-1/4"
9-1/4"
11-7/8"
11-1/4"
14"
14"
14"
5-1/2"
4-3/8"
7-1/4"
7-1/4"
9-1/4"
9-1/4"
11-7/8"
11-1/4"
14"
14"
-
5-1/2"
4-3/8"
7-1/4"
7-1/4"
9-1/2"
9-1/4"
11-7/8"
11-1/4"
14"
-
5-1/2"
4-3/8"
7-1/4"
7-1/4"
11-1/4"
9-1/4"
14"
11-1/4"
14"
-
LVL 2250Fb-1.5E
SPECIFIED LOADS
ROOF: 50 PSF LIVE, 15 PSF DEAD
Ţ
Ţ
Ţ
Ţ
Ţ
Temporary Bracing & Warnings
Top Loaded
WARNING:
Temporary construction bracing
required for lateral support before
decking is completed. Failure to
use bracing could result in serious
injury or death. See Installation
Guide for specifics.
Side Loaded
Wood Column
Roof Header
Floor Header
Floor Beam
Wood Column
am n
Be ectio
n
n
Co
Floor Beam
Side Loaded
NOTE:
Some details have been
left out for clarity.
WARNING
The following conditions
are NOT permitted!
DO NOT USE VISUALLY DAMAGED PRODUCTS
WITHOUT FIRST CHECKING WITH YOUR
All notched or drilled beams must be
reviewed by a professional engineer.
See hole detail on page 29
for allowable hole sizes
and locations.
LOCAL LP® Ieb_ZIjWhj ENGINEERED WOOD
PRODUCTS DISTRIBUTOR OR SALES OFFICE.
(SEE BACK COVER FOR DETAILS.)
DON’T notch beam at support.
Installation Details
BEAM CONNECTION
P3
STEEL COLUMN & WOOD COLUMN
P4
Structurally
adequate hanger
P5
Framing details such as joists and sheathing
shall be provided to prevent beam from
twisting or rotating at support
Simpson® CCO, USP® CCS
or equal column cap
L
Simpson PC or CC,
USP PCM or CC
or equal post
or column cap
L
Provide specified
bearing length
Hanger shall apply load equally to each ply
or special design required
FLOOR BEAM
P6
Provide specified
bearing length
CONCRETE WALL
P7
(Flush ceiling)
Top mount
hangers
recommended
Check stiffener/
filler requirements
depending on load
and hanger type
Q2
Q1
WINDOW/DOOR HEADER
NOTE: Protect wood from
contact with concrete as
required by code
Prevent the beam from rotating by
using rim or blocking
Simpson GLB, USP LBS
or equal seat
WINDOW/DOOR HEADER
Rim Board
Provide
specified or
prescriptive
bearing length
BEAM HOLE DETAILS
Continuous
plate
1 foot
1/3 beam
depth
1 foot
Minimum 2 x diameter of larger hole
Area B
Area A
Area B
1/3 span length
Clear span
Provide specified or prescriptive bearing length
Q4
MASONRY HANGER
Simpson WM, USP MPH,
or equal hanger
NOTES:
5IFTFHVJEFMJOFTBQQMZUPVOJGPSNMZMPBEFECFBNTTFMFDUFEGSPNUIF2VJDL3FGFSFODF5BCMFTPSUIF
Uniform Load Tables or designed with LP’s design/specification software only. For all other applications, such as beams with concentrated loads, please contact your LP® SolidStart® Engineered Wood
Products distributor for assistance.
2. Round holes can be drilled anywhere in “Area A” provided that: no more than four holes are cut,
with the minimum spacing described in the diagram. The maximum hole size is 1-1/2" for depths
up to 9-1/4," and 2" for depths greater than 9-1/4."
3. Rectangular holes are NOT allowed.
4. DO NOT drill holes in cantilevers without prior approval from the project engineer/architect.
5. Other hole sizes and configurations MAY be possible with further engineering analysis.
For more information, contact your LP SolidStart Engineered Wood Products distributor.
6. Up to three 3/4" holes may be drilled in “Area B” to accommodate wiring and/or water lines.
These holes shall be at least 12" apart. The holes shall be located in the middle third of the depth,
or a minimum of 3" from the bottom and top of the beam. For beams shallower than 9-1/4," locate
holes at mid-depth.
NOTE: Protect wood from
contact with concrete as
required by code
7. Protect plumbing holes from moisture.
Connection of Multiple Ply Beams
TOP-LOADED BEAM –
NAILED CONNECTION
P1
TOP-LOADED BEAM –
BOLTED CONNECTION
P2
Minimum nail sizes:
1-3/4" & 2" plies –
16d box (3.5" x 0.135"Ø)
SIDE-LOADED BEAM
(See Connection Assemblies for more details)
Framing is applied
to sides of the beam
Framing is applied to top of the beam so
that each ply carries an equal load
3"
Nails are permissible
but NOT required. See
notes for Connection
Assemblies.
1-1/2" plies –
10d box (3" x 0.128"Ø)
12"
Q3
(See Connection Assemblies for more details)
(See Connection Assemblies for more details)
3"
oc
2'-0
1/2"- diameter
"
ASTM grade A-307
(or better) bolts.
Use washers on both faces.
Two rows for depths up to 12"
Three rows for depths up to 18"
Framing is applied to top of the beam
so that each ply carries an equal load
SIDE LOADS ARE NOT RECOMMENDED FOR BEAMS
OVER 5-1/2" WIDE UNLESS EQUALLY APPLIED TO BOTH FACES
See Connection Assemblies for more information
DETAIL B
DETAIL C/E
DETAIL D
DETAIL F
DETAIL G
DETAIL H
MAXIMUM 4" WIDE
2-PLY BEAMS
MAXIMUM 6" WIDE
3-PLY BEAMS
MAXIMUM 7-1/4" WIDE
2-PLY BEAMS
MAXIMUM 9-1/4" WIDE
3-PLY BEAMS
MAXIMUM 7" WIDE
3- OR 4-PLY BEAMS
MAXIMUM 7" WIDE
2-PLY BEAMS
MAXIMUM 7" WIDE
2-, 3- OR 4-PLY BEAMS
2"
2"
2"
2"
2"
2" max. ply
thickness
2" max. ply
thickness
2"
3"
2"
2" maximum side member
3-1/2" main member for C
5-1/4" main member for E
3"
3"
2"
2"
Simpson SDS 1/4" x 6"
screws (or equal)
2" maximum
side members
5-1/4" maximum
main member
FACTORED UNIFORM SIDE-LOAD RESISTANCE (PLF)
Connection
Detail
A
B
C
D
E
F
G
H
2"
3"
CONNECTION ASSEMBLIES
DETAIL A
2 Rows of Nails 3 Rows of Nails 2 Rows of Bolts 2 Rows of Bolts
at 12" oc*
at 12" oc*
at 24" oc
at 12" oc
860
1290
680
1360
645
968
510
1020
645
968
765
1530
573
860
680
1360
573
860
701
1402
na
na
453
906
na
na
1360
2720
Refer to Simpson Strong-Tie catalog for SDS capacities.
NAIL SCHEDULE
Nail
Length
(in)
3-1/2"
3-1/4"
3"
Nail Diameter
(in)
0.160
0.152
0.144
0.122
0.120
0.144
0.122
Factored
Lateral Resistance
(lbs)
229
215
188
124
118
188
124
Nail
Size
Factor
1.07
1.00
0.87
0.58
0.55
0.87
0.58
Shank
Type
common wire
spiral
common wire
spiral
power-driven13
common wire
spiral
* 3 rows of nails are required for depths greater than 12," up to 18." 4 rows of nails
for depths greater than 18," up to 24."
NOTES:
1. The Factored Uniform Side-Load Resistance values are the maximum factored load that can be applied to either side of the beam, based on the selected connection detail, and
represent loads applied uniformly such as joists supported by hangers spaced 24" oc or less. Connections for discrete point loads may be determined with this table by calculating
the equivalent fastener schedule within a 2' length centered about the point load. Details B and D shall have the back ply connected with a number of nails equal to half that used
to connect the front ply – see the Side-Load Connection Example and detail on page 31. All nail and bolt spacing requirements shall be verified. The full length of the beam shall be
connected with the standard connection or with the appropriate side-load connection from this table. The beam shall be designed to support all applied loads.
2. Factored resistances are for standard load duration and shall be adjusted according to code. If the dead load exceeds the live load, the appropriate load duration factor (<1) shall be
applied.
3. The Factored Uniform Side-Load Resistance for nails is based on 3-1/2" spiral nails for 1-3/4" LVL. For other nail sizes, multiply the Factored Uniform Side-Load Resistance by the
Nail Size Factor from the Nail Schedule.
4. The Factored Uniform Side-Load Resistance for bolts is based on ASTM grade A-307, 1/2"Ø bolts, for loads applied perpendicular-to-grain (see Fastener Design on page 31).
5. For nails at 8" oc, multiply resistance by 1.5. For nails at 6" oc, multiply resistance by 2. For four rows of nails, double the two-row resistance.
6. Use 2 rows of nails for depths to 12." Use 3 rows of nails for depths greater than 12," up to 18." Use 4 rows of nails for depths greater than 18," up to 24."
7. Unless specifically designed, use 3-1/2" nails for 1-3/4" thick plies. If the nails do not fully penetrate the second ply (main member), then the nails shall be driven from both faces.
8. For detail A, or when attaching the first two plies for details B and F (optional), the nails may be driven all from one face or alternating from both faces. If the nails do not fully
penetrate the second ply, then the nails shall be driven from both faces.
9. When driving nails from each face, alternate every other nail in each row.
10. For detail C/E, when side-loaded, the larger side-load shall be applied to the thicker ply (main member).
11. For details F and H, it is permissible to nail the plies together before bolting or driving Simpson SDS (or equal) screws. Nail two plies together then nail one additional ply to each side.
12. Beams wider than 5-1/2" shall be top-loaded or side-loaded from both sides to prevent rotation. For side loads applied to one side of a beam only, the project designer shall verify
torsional capacity or detail the beam to prevent rotation due to any side loads. Consult a professional engineer for other options.
13. Power-driven nails shall have a yield strength equivalent to common wire nails of the same shank diameter.
14. Other nail, screw or bolt configurations are possible. Refer to the Fastener Design table on page 31 or contact your LP® SolidStart® Engineered Wood Products distributor.
Fastener Design and Fastener & Load Orientation
FASTENER DESIGN
FASTENER & LOAD ORIENTATION
Equivalent Specific Gravity
Nails and Wood Screws
Bolts and Lag Screws
Withdrawal
Dowel Bearing
Dowel Bearing (into the face only)
Load applied
parallel to grain
Nail into edge
Edge
Face
Edge
Face
Load Applied
Parallel to Grain
Load Applied
Perpendicular to Grain
0.46
0.50
0.50
0.50
0.46
0.50
NOTES:
1. Connection design using the equivalent specific gravity for each connection type listed
above is for standard load duration and shall be adjusted according to code.
2. Fastener spacing, end and edge distance shall be as specified by code except for nail
spacing as specified below.
3. See details at right for fastener and applied load orientation.
Nail
into face
Load
applied
perpendicular to grain
NAIL SPACING REQUIREMENTS
LVL Ply
Thickness
Fastener
Orientation
Edge
≥1-3/4"
Face
Nail Size
(common or box)
Minimum
End Distance
Minimum
Nail Spacing
3"
3-1/4"
3-1/2"
3"
3-1/4"
3-1/2"
2-1/2"
2-1/2"
3-1/2"
1-1/2"
1-1/2"
1-1/2"
3"
4"
5"
3"
3"
5"
NOTES:
1. Edge distance shall be such that does not cause splitting.
2. Multiple rows of nails shall be offset at least 1/2" and staggered.
3. Edge orientation refers to nails driven into the narrow edge of the LVL, parallel
to the face of the veneer. Face orientation refers to nails driven into the wide
face of the LVL, perpendicular to the face of the veneer. (See Fastener & Load
Orientation details above.)
SIDE-LOAD CONNECTION EXAMPLE
Location for Equivalent
Fastener Schedule
12"
Standard nailing or required
nailing for side loads
12"
Discrete side load
EXAMPLE: Assuming a properly designed 3-ply 14" beam, determine the equivalent connection to support a 6970 lb point load applied to the side of the beam.
SOLUTION:
1. Determine the equivalent PLF load over the 2' length by dividing the applied load by 2: 6970 lb / 2' = 3485 plf
2. Divide the equivalent PLF load by the capacity for the appropriate detail. For a 14" depth, 3 rows of nails are required.
For Detail B with 3 rows of nails at 12" oc: 3485 plf / 968 plf = 3.6
3. The required total number of nails is: 3.6 * 3 rows of nails @ 12" oc = 10.8 nails per foot
4. Connect the front (loaded) ply with the nailing determined in step 3: drive 11 3-1/2" nails within 12" to each side of the point load (a total of 22 nails). Verify nail spacing.
5. Connect the back ply with half the number of nails determined in step 4: drive 6 3-1/2" nails, from the back, within 12" to each side of the point load (a total of 12 nails).
Verify nail spacing.
6. Connect full length of member with the standard nailing or as required for side loads.
7. Project designer shall detail to prevent rotation of the beam due to the applied side load.
The Truss Specialists since 1962
TEC Engineered Support Systems
• An economical, pre-engineered column for medium to heavy loads.
• For use in commercial, residential, or farm applications.
• Single bolt design ensures full contact of the saddle with the
beam surface.
• Saddle top stabilizes the beam at bearing for heavier loads.
• Saddles are available in various widths to fit all sizes of
engineered beams.
• Height adjustment built in for quick and easy installation.
• Custom applications available.
Column
Height
Column Capacity in Pounds
TEC/15
TEC/20
TEC/35
TEC/50
7’-0”
15550
20400
36750
51500
8’-0”
12950
18000
35650
43000
9’-0”
10950
15350
27800
36550
*10’-0”
9400
13250
24000
31450
12’-0”
7150
10200
18400
24050
14’-0”
5300
8100
14400
18350
16’-0”
4100
6350
11200
14250
Approx. Wt
of 8’ Column
35 lbs
60 lbs
100 lbs
135 lbs
Notes:
• All Column Capacity are working loads with a 1.5 service factor.
• Column Height is measured from bottom of beam to base of column
• Refer to next page for further notes.
* STOCK LENGTH
The Truss Specialists since 1962
TEC Columns
SADDLE
• 4” x 6” flat plate top used with TEC 15 columns.
• Available in various widths to suit standard beam sizes. (Stock saddles
suitable for 3 1/2”, 5 1/4”, and 7” widths).
• All saddles have 6” height and are 14” long.
• Sides of Saddle has 3/8” diameter pre-drilled holes.
• Flat plates available for steel beams.
COLUMN HEAD
• Column heads are NOT interchangeable, i.e. a TEC/35 head can not be
used with a TEC/20 column and vice versa.
• Column head has 3” maximum adjustment.
COLUMN
• Top of column to be cut for coarse adjustment. Cut must be level to
ensure design load capacity.
• TEC/15’s have 4” square bases, TEC/20’s have 6”: square bases, and
TEC/35’s and TEC/50’s have 8” square bases.
• TEC/15 columns have 2 1/2” square cross section while all other TEC
columns are 3” square section.
• TEC columns are stocked in 10’ lengths.
• Column height is measured from the underside of the beam.
Refer to other side for capacity.
Footings Suggested to be used with TEC Columns
CAPACITY
DIMENSION
lbs
Length ‘L’
No. & Size
o/c Spacing
1500 psf
Firm Clay
15550
20400
36750
50000
42”
48”
60”
72”
10”
10”
12”
14”
7”
6”
5”
5”
2000 psf
Dense Silt
15550
20400
36750
50000
36”
42”
54”
60”
10”
10”
12”
14”
6”
6”
5”
5”
3000 psf
Stiff Clay
15550
20400
36750
50000
30”
36”
42”
54”
10”
10”
12”
14”
6”
6”
5”
5”
Soil Bearing
Capacity
REBAR REQUIREMENT
Notes:
• Concrete shall be a minimum of 3000 psi and conforming to
Subsection 9.3.1 ABC.
• Soil classification as per Subsection 9.4.4 AC.
• All rebar to be tied at intersections. All rebar to be grade 400.
• Column to place in the centre for the footing. Eccentric loading will
significantly reduce the footing carrying capacity.
The Truss Specialists since 1962
Specialty Items
• Lavann ICF Hanger System
• Custom Steel Posts and Steel Beams
• Laminated Wood Poles
• Emercor
• Western Archrib
LAVANN ICF HANGER SYSTEMS
(Patent Pending)
• For ... Wood Floor Systems, Decks, Roof Trusses
• Engineered and Tested
• Variety of Sizes
• Easy to Install
• Inexpensive
SIMPLE INSTALLATION
The hangers are easy to install. Here’s how:
Preparation:
• Attach a 2x4 to the wall at the height of the bottom of the joists.
• Mark location of hangers according to joist layout.
Installation1
• Set the hanger on the 2x4 and mark the cuts by pressing it into
the ICF block.
• Using a saw:
- cut slits for the 2 vertical sides along marks
- cut out the bottom 2 1/2 inches of foam so the concrete
can fill the void
• Insert the hanger, using the alignment tabs to ensure proper
depth.
Prior to Pouring Concrete
• Place one temporary screw through the bottom hole of each
hanger into the 2x4.
• Insert a 6” (or longer) piece of rebar through one set of the
back holes.
• Pour concrete and vibrate, ensuring the concrete has come to
the front flap of the hanger
Installation is less than 1 minute per hanger
View at www.lavann-enterprises.ca
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Consult with the Engineer on each job.
DESIGN
Common methods of installing wood floor systems
include the use of rim boards attached with anchor
bolts and traditional hangers, each require a great deal
of time and expense.
The LAVAAN ICF Hanger was designed to be a laboursaving and practical method of installing wood floor
systems.
It is a one-piece hanger that allows the concrete to
come to the inside edge of the wall, prohibiting the
ICF walls from moving during high backfill situations.
The LAVANN ICF Hangers are available in a variety of
sizes to accommodate any need for floor joists or truss
support.
Where engineered plans permit, using the hangers for
roof trusses is also an option where high winds are a
concern as they can take the place of hurricane ties
and the wall is then incorporated as an insulation stop.
Made of 18 gauge metal and 8” high, it is designed
to be inserted into the concrete to a depth of 4”.
Alignment tabs are incorporated into the design to
allow the hangers to be inserted to an exact and even
depth.
ENGINEERING
Fulcrum Engineering Ltd. has performed testing of
the LAVANN ICF Hanger connector, which found the
strength to be more than adequate for most joist to
wall connections.
The standard LAVANN ICF Hanger provides 2-1/2”
bearing for the joist compared with the 1-1/2” minimum
normally called for by the joist manufacturer. There was
no evidence of failure of the hanger or its anchorage
into the concrete with a test load of 8500 pounds per
hanger, which greatly exceeds the requirements of
most joist applications.
The LAVANN ICF Hanger exerts a small bending load
upon the concrete wall. This load can be safely ignored
for the typical basement wall situation, because it
actually helps to resist the backfill pressure on the
wall. However where the joist hanger is embedded into
a lintel this bending moment should be accounted for
in the lintel design.
1-800-667-4847
INSTALLATION INSTRUCTIONS
FOR LAVANN HANGERS
• Attach a 2x4 to the wall at the height of the bottom of the joists for the hangers to rest on.
• Mark the location of the hangers according to the joist layout by pressing back of hanger into block.
• Using a saw, cut slits for the 2 vertical sides extending 3/4 inch higher than hanger to allow for possible
settling of blocks.
• Cut the block along the bottom of slits between the sides and another cut 2 1/2 inches higher. This top cut
should be at an upward 45 degree angle to allow for easier flow of concrete into the void. Remove this piece
of block.
• Insert the hanger using the alignment tabs to ensure proper depth.
• Place one temporary screw through bottom hole into 2x4 for stability.
• Insert a scrap piece of rebar through one set of back holes in the hanger.
• Pour and vibrate concrete ensuring that the concrete has come to the front flap of the hanger.
NOTE: Prior to placing hangers over large window and door openings, verify strength of the lintel design to
ensure that adequate concrete will be present to accommodate these situations.
Proper installations are the responsibility of the installer.
hold plywood back 1/2 inch for foam
* For further engineering details please contact
Harold at Fulcrum Engineering
780-458-1550
1-800-667-4847
The Truss Specialists since 1962
CHECKLIST FOR TRUSS BRACING
Bracing is extremely IMPORTANT!! Every roof
system needs adequate bracing. The purpose of
most bracing is to ensure that the trusses and truss
members remain straight and do not bow out of
their plane. Inadequate, improper or incorrectly
installed bracing can lead to collapses, failures and
serious accidents. An engineered bracing system
will avoid these pitfalls and ensure the structural
integrity of the truss system.
Permanent Bracing which will remain installed for
the life of the roof system.
Temporary Bracing Guidelines: For metal plate
connected wood truss systems, refer to BCSI 1-03
for proper installation bracing guidelines. For cold
formed steel truss systems, refer to LGSEA’s two
publications, Field Installation Guide for CFS
Trusses, and Design Guide for Construction
Bracing of CFS Trusses.
Trusses need to be braced during installation,
which is called Temporary Bracing, and they need
____________________________ Permanent Bracing System Checklist ____________________________
1. Top Chord Planes
Do top chord planes have structural sheathing (plywood, OSB, metal deck)?
If not, do you have a purlin system, with both purlins (perpendicular to the trusses) and diagonal bracing?
Purlin systems can be used for standing seam roofs, or with structural sheathing applied on top of the
purlins. Either way, a diagonal brace system must be engineered. Refer to sealed engineered truss
designs for specified purlin spacing.
2. Web Bracing – be sure to reference sealed engineered truss designs for proper web bracing callouts.
CLB Bracing crosses a minimum of 3 trusses, including diagonal bracing to “brace the bracing”?
Properly installed T-Braces, L-Braces (especially on gable ends), Scab Braces, and other web bracing
systems such as the Web Block?
3. Bottom Chord Planes
Do bottom chord planes have structural sheathing directly attached? In many cases drywall is
considered by the building designer to be lateral bracing, but in some cases it is not.
If not, then you will need a purlin system, which can be attached to the top of your bottom chords, and
those purlins will need diagonal braces.
If you have any suspended ceilings, do you have a purlin system (including diagonal bracing) on the top
or bottom of those bottom chords?
4. Additional Bracing Concerns
Piggyback Systems – If you have piggyback systems, do you have a purlin system installed to support
the bottom chord of the piggyback, as well as purlins and diagonal braces to ensure that the flat top
chords of the hip trusses stay in plane?
Valley Sets – Under the valley trusses, do you have structural sheathing, or other engineered bracing
system for the top chords of the trusses underneath? Are the valley bottom chords adequately fastened
down?
High Heel Heights at a Wall – for trusses with heel heights greater than a nominal 2x6, is special heel
blocking required and installed?
Blocking For the Ridge in Hip Systems – Have you added blocks on the ridge between each hip truss
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(where a rafter or extended hip jack top chord doesn’t extend to the peak of the hip system) to support
the decking?
The Truss Specialists since 1962
Bracing Examples
____________________________________________ Web Bracing ____________________________________________
CLB: Continuous lateral bracing (CLB) is 1x4 or
The CLB brace here is shown in blue, with diagonal
2x4 material nailed to the narrow side of a web.
bracing to “brace the brace” shown in red.
CLB braces must be fastened across a minimum of
3 trusses. If you don’t have a run of at least 3
The truss drawing will show a brace on the web,
and will also have a note specifying the brace, as
trusses, you must use another type of brace.
shown to the left here.
T-Brace: A T-Brace is 1x or 2x
material fastened to the narrow face
of an individual web so as to form a
“T” shape.
(At right) Truss drawing depicting a T-Brace, and bracing note (below)
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The Truss Specialists since 1962
L-Brace - L-Braces are pieces of
1x or 2x lumber attached to
individual webs to form an “L”
shape. These braces are usually
specified for gable ends, when
one face of the truss will be
sheathed.
L-Brace note from a truss drawing (below)
Scab Brace – A scab brace is
applied to the wide face of the
web member, using the same
size lumber as the web itself.
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Web Block® & Other methods for reducing field
applied bracing – If you are open to reducing the
amount of time your framers are in the roof system
applying web bracing, and you don’t mind paying
just a little bit extra for the truss package, the
software used by truss fabricators allows them to
use manufactured solutions like the Web Block
(shown, at right), or to increase web grades and
sizes to considerably reduce the need for field
applied bracing. Talk with your local truss
manufacturer about these alternatives!
The Truss Specialists since 1962
Er ection of T r usses
Trusses may be installed manually, by crane, or by
forklift, depending on truss size, wall height and
job conditions. Individual trusses should always be
carried vertically to avoid lateral strain and
damage to joints and members.
Trusses installed manually are slid into position
over the sidewall and rotated into place using
poles. The longer the span, the more workers
needed to avoid excessive lateral strain on the
trusses. Trusses should be supported at joints and
the peak while being raised.
Large trusses should be installed by a crane or
forklift employing chokers, slings, spreader bars
and strongbacks to prevent lateral bending.
Trusses may be lifted singly, in banded groups, or
preassembled in groups.
Tag lines should always be used to control
movement of trusses during lifting and placement.
Refer to the Building Component Safety
Information BCSI 1-03 Booklet and/or the BCSI-B1
Summary Sheet, both by the Truss Plate Institute
(TPI) and the Wood Truss Council of America
(WTCA), for proper methods of unloading,
storing, lifting, erecting, installing and
bracing trusses.
Installation procedures are the
responsibility of the installer. Job
conditions and procedures
vary considerably. These
are only guidelines and
may not be proper
under all conditions.
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The Truss Specialists since 1962
T emporary Bracing
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All trusses must be securely braced, both during
There are two types of bracing. Temporary bracing
erection
installation.
is used during erection to hold the trusses until
Individual trusses are designed only as structural
components. Responsibility for proper bracing
permanent bracing, sheathing and ceilings are in
place. Permanent bracing makes the truss
always lies with the building designer and
component an integral part of the roof and
contractor for they are familiar with local and jobsite conditions and overall building design. All
trusses should be installed straight, plumb and
aligned at the specified spacing. Trusses should
also be inspected for structural damage.
building structure. Temporary and permanent
bracing includes diagonal bracing, cross bracing
and lateral bracing.
Permanent lateral bracing, as may be required by
truss design to reduce the buckling length of
individual truss members, is part of the truss
design and is the only bracing specified on the
design drawing. This bracing must be sufficiently
anchored or restrained by diagonal bracing to
prevent its movement. Most truss designs assume
continuous top and bottom chord lateral support
from sheathing and ceilings. Extra lateral and
diagonal bracing is required if this is not the case.
It is important to temporarily brace the first truss at
the end of the building. One method calls for the
top chord to be braced by ground braces that are
secured by stakes driven in the ground, preferably
outside and inside. The bottom chord is to be
securely anchored to the end wall. Additional
trusses are now set and connected together with
continuous rows of lateral bracing on the top
chord. These are typically spaced at 4', 6', 8', or
10 feet on centers along the length of the truss.
Refer to BCSI 1-03 for diagonal spacing. This top
chord bracing will be removed as the sheathing is
applied after the other bracing is completed,
unless specifically designed to be left in place.
and
after
permanent
Bracing members are typically 2x4s nailed with two
16d nails at each cross member unless otherwise
specified on the design drawing. Cross and diagonal
braces should run on an approximate 45 degree
angle.
The Truss Specialists since 1962
Temporary bracing should be 2x4 dimension
Inadequate bracing is the reason for most truss
lumber or larger and should be 8 feet minimum in
installation failures. Proper installation is a vital
length. Continuous lateral bracing maintains
spacing, but without cross bracing, permits trusses
step for a safe and quality roof structure.
to move laterally. See BCSI 1-03.
These recommendations are offered only as a
guide.
Refer
to
Recommended
Design
To prevent dominoing, diagonal bracing should be
Specifications for Temporary Bracing of Metal Plate
installed in the plane of the webs as the trusses are
Connected Wood Trusses (DSB-89) by the Truss
installed. See BCSI 1-03.
Plate Institute (TPI), or Building Component Safety
Information BCSI 1-03 Booklet by TPI and WTCA.
For cold formed steel truss systems, refer to
LGSEA’s two publications, Field Installation Guide
for CFS Trusses, and Design Guide for
Construction Bracing of CFS Trusses.
Full bundles of sheathing should not be placed on
the trusses. They should be limited to 8 sheets to
a pair of trusses. Likewise, other heavy
concentrated loads should be evenly distributed.
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Quote Request Form
D
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Date_____________________________________________
________________________________________________
________________________________________________
Phone: ___________________ Fax:____________________
Email: ___________________________________________
Tag Name/Customer:________________________________
Site Location: _____________________________________
Sent by:__________________ Att: ___________________
Building Usage: o Residential o Farm
o Commercial
Ph: (780) 464-5551 Fax: (780) 467-3578
2140 Railway Street NW
Edmonton, Alberta T6P 1X3
www.albertatruss.com
Engineered Roof & Floor Systems
“The Truss Specialists Since 1962”
• I-Joists
• LVL Beams
Western Wood
Truss Association
o Delivery o Pickup
Building Size: _______________________________ Pitch ______________/12 _____________/12
(Enter second pitch for dual, gambrel, and scissor truss types)
A: _______ B: _______ C: _______ D: _______ E: _______ F: _______ G: _______
Dimensions:
Heel: o STD. o 12” HIGH HEEL o _______________ Spacing (O.C.): o 24” o 48” o_____________________
Overhang: o 0” o 16” o 24” o _______________ Roof Finish: o Shingles / Shakes o Metal o ___________
E
C
D
B
ide
S
ave
E
A
e Sid
Gabl
e
Overall
Heel Height ‘F’
Overhang ‘G’