HomeMy WebLinkAboutTECHNICAL GUIDEr
LP SOLIDSTART° � U.S. Technical Guide
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Technical Guide
290OFb-2.OE
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' LPCorp.com I BUILD WITH US.
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Designed to Outperform Traditional Lumber
LP° SolidStarO Laminated Veneer Lumber (LVL) is a vast
Improvement over traditional lumber. Problems that naturally occur as
sawn lumber dries — twisting, splitting, checking, crowning and warping —
are greatly reduced.
THE STRENGTH IS IN THE ENGINEERING
LP SclidStart LVL is made from ultrasonically and visually graded
veneers arranged in a specific pattern to maximize the strength and
stiffness of the veneers and to disperse the naturally occurring
characteristics of wood, such as knots, that can weaken a sawn lumber
beam. The veneers are then bonded with waterproof adhesives under
pressure and heat. LP SolidStart LVL beams are exceptionally strong,
solid and straight, making them excellent for most primary load -
carrying beam applications.
LP SOUDSTART LVL 290OFb-2.OE: AVAILABLE SIZES
LP SolidStart LVL 290OFb--2.OE is available In a range of depths and
lengths, and is available in standard thicknesses of 1-3/4" and 31/2"
The 2900Fb--2.OE LVL is also available in factory -laminated thicknesses
(known as "billet beam") of 5-1/4" and 7" to eliminate the need forfield
nailing and/or bolting of multiple plies. In addition, a water-resistant
coating called SiteCote" is available for extra weather protection during
construction. LP also offers other grades that are not covered under
this technical guide. Please verify availability with the LP SolidStart
Engineered Wood Products distributor in your area before specifying
these products.
LIFETIME LIMITED WARRANTY
LP SolidStart LVL is backed by a lifetime limited warranty. Visit
LPCorp.com or call 1.888.820.032E for a copy of the warranty.
SOFTWARE FOR EASY, RELIABLE DESIGN
Our design/specification software enhances your in-house
design capabilities. It offers accurate designs for a wide variety of
applications with interfaces for printed output or plotted drawings.
Through our distributors, we offer component design review services
for designs using LP SolidStart Engineered Wood Products.
CODE EVALUATION
LP SolidStart Laminated Veneer Lumber has been evaluated for
compliance with major US building codes. For the most current code
reports, contact your LP SolidStart Engineered Wood Products
distributor, visit LPCorp.com or for.
• ICC-ES evaluation report ESR-2403 visit www.icc-es.org
• APA product report PR-1_280 visit www.apavvood.org
FRIEND TO THE ENVIRONMENT
LP SolidStart LVL is a building material with built -In
environmental benefits. It is made of engineered wood substrate, a
renewable resource with a reduced environmental impact. LP uses
SFI" certified forest management and procurement systems, which
help ensure wood comes from well managed forests. Raw material
procurement targets small, fast growing trees. In LP's manufacturing
process, no part of the log goes to waste. And only safe, low
formaldehyde -emitting resins are used.
SUSTAINABLE
FORESTRY
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LVL 2900F, 2.0E
Product Specifications Fr Design Values ............
4
Floor Quick Reference Tables ..................
S
Combined Quick Reference Tables ..............
6-7
Roof Quick Reference Tables .................
8-9
Uniform Floor Load (PLF) Tables ................
10
Uniform Roof Load (PLF) Tables ................
11
GENERAL INFORMATION
Temporary Bracing Fi Warnings ................. 12
Installation Details ....................... 13
Connection Details ...................... 14-15
Handling and Storage Guidelines ............... 16
3
ALLOWABLE STRESS DESIGN VALUES (PSI)
'2
19ending SV¢ssT�%
lus of B6iiIcgY2
She]r5hess
fumPnsiton
stresf
..
rtz�
_ ,-
SfPeryenmrular.TO
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�
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s � Elxto) a C"
y�x Fr 'S
xs
`
�t
r
9
r4f ry(Pinitel TnLrainl
Gnlnli� '
2900Fe-x0E
2900
2A
285
3200
750 '
NOTES:
1., LP"SolidStart• LVL shall be designed for dry-useconlitions only.Dry-use applies to Products installed in dry, covered and well ventilated interior conditions
' In which the equivalent moisture content in lumber will not exceed 16%.
2. The allowable strengths and stiffness are for normal load duration. Bending, Shear and Compression parallel -to -grain shall be adjusted according to code.
Modulus of Elasticity and Compression perpendicular -to -grain shall not be adjusted.
3. The allowable Bending Stress is tabulated for a standard 12' depth. For depths greater than 12. multiply F6 by (12/depth)eM3.
For depths less than 12,' multiply FB by (12/depth)"'". For depths less than 3-1127 Multiply Fb by 1.147.
4. Deflection calculations shall include both bending and shear deformations.
Deflection for a simple span, uniform load:A - 270wL• - 2&8wL' Where: A = deflection(in) E - modulusofelasticity(pS)
Ebd' Ehd w = uniform load (plf) b = width of beam (in)
L = design span (ft) it - depth of beam (in)
Equations for other conditions can be found in engineering references.
SECTION PROPERTIES AND ALLOWABLE CAPACITIES
q
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125
250
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169
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NOTES:
FASTENERS:
Refer to pages 14-15 for information an connecting multiple plies and for the equivalent specific grav'rtyfor design of nailed and bolted connections.
REACTION CAPACITY (LBS)
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NOTES:
1. The Reaction Capacity values are based on the compression Strength, perpendicular -to -grain. of the LVL. This is suitable for beams bearing on steel or the end -grain of studs.
2. Verify that the support for the beam is structurally adequate to carry the reaction. The compressive strength, parallel -to -grain, of studs may require more studs than the
bearing length above indicates.
3. For beams bearing on woad plates. the required bearing length will increase based on the bearing strength(compression perpendicular -to -grain) of the species and gmde
used for the plate material.
4. Verify local code requirements concerning minimum bearing.
TO USE:
1. Select the correct table for the supported floor joist condition (simple or continuous -see notes below).
2. Choose the required center -to -center span for the beam in the Span column.
3. Select the span carded by the beam across the top of the table.
4. Read the beam size or choice of beam sizes from the table.
EXAMPLE Abeam with a 1D'span carries 15'-0' simple span joists on each side.
_
SOLUTION: Using the Simple -Span Floor joists table with 30'-0' span carried, select either
3-1/2'i11-1/4'or5-0/4"k9-l14'
SPa4 �M� Span
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NOTES:
1. Use the Continuous Floor joists table where the floor joists am continuous (multiple span) war the beam.
Use the Simple -Span Floor joists table where the Door joists frame Into the side of or end on top of the beam.
2. Span is center -to -center of supports and is valid for simple and equal. continuous beam spans.
3. End supports require 3'hearing. Interior supports require 6'bearing except7-1/Y is required where bald. The hearing length is based on the compression strength,
perpendicular -to -gain, of the LVL. See the Reaction Capacity table on page 4 for additional information.
4. Deflections are limited to L/360 live load and 1_1240 total load.
S. Beam width can be either a single piece of LVL or built up from multiple plies that are nailed, bolted or connected with other approved fasteners.
Refer to pages 14-15 for connection details.
6. Do not use where marked ='.
CONTINUOUS FLOORJOISTS
Joist
optional
:maybe
by code)
SIMPLE -SPAN FL13ORIDWO
method of restraint required
TO USE:
1. Select the correct table for the roof loads needed.
2. Choose the required center -to -center span for the beam in the Span column.
3. Select the span carried by the beam across the top of the table.
4. Read the beam size or choice of beam sizes from the table.
EXAMPLE: Abeam with a 9'-6'span supports a 32'-O'span carded for a 20 psf mof live load.
SOLUTION: Usingthecortect table for the roof load with 32'-O' span carried, select either
3_1/2° x 11-1/4" or 5.1/4• x 9-1/4r
c
_ 70 D':16r
3 t!2
18'
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_
NOTES:
1. Span is center -to -center of supports and is valid for simple beam spans only.
2. End supports require 3' bearing except 4-1/2' Is required where bold. The end supports for the standard garage floor spans of 9'-6',16'-6'and 18'-6' have been limited to 3°
(two trimmers) on each end. The bearing length Is based on the compression strength, perpendicular -to -grain, of the LVL See the Reaction Capacity table on page 4 for
additional Information.
3. Deflections are limited to L1360 live or snow load and L/240 total load.
4. Loads include 100 Rif for an exterior wall and assume a 2' mavmum overhang on the roof and an interior support at mid -span of the floor joists.
S. Beam width can be either a single piece of LVL or built up from multiple plies that are nailed, bolted or connected with other approved fasteners.
Refer to pages 14-15 for connection details.
6. Do not use where marked".
TO USE:
1. Select the correct table for the roof loads needed.
2. Choose the required center -to -center span for the beam in the Span column.
3. Select the span carried by the beam across the top of the table.
4. Read the beam size of choice of beam sizes from the table.
EXAMPLE Abeam with a 3'-6'span supports a 32'-0'span carded for a 40 psf roof snow load.
SOLUTION: Using the correct table for the roof load with 32b' span canned, select either
34/2' x 11-1/4' or 5-1/4' x 9-1/4'
3 1/3
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Span" ;''it
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NOTES:
1. Span is center-toK nter of supports and isvalid for simple beam spans Only.
2. End supports require 3' bearing except 4-1/2' Is required where bold. The end supports for the standard garage door spans of 9'-6',16'-6•and 16'-6'haw been limited to3-
(tyro trimmers) on each end. The bearing length is based on the compression strength, perpendicular -to -grain, of the LVL. See the Reaction Capacity table on page 4 for
additional information.
3. Deflections are limited to L/360 live or snow load and L/240 total load.
4. Loads include 100 plf for an exterior wall and assume a 2'maximum overhang On the roof and an interior support at mid -span of the floor joists.
S. Beam width can be either a single piece of LVL or built up from multiple plies that are nailed, bolted or connected with other approved fasteners.
Refer to pages 14-15 for connection details.
6. Do not use where marked -'.
TO USE:
1. Select the correct table for the mof loads needed.
2. Choose the required center -to -center span for the beam in the Span column.
3. Select the span carried by the beam across the top of the table.
4. Read the beam size or choice of beam sizes from the table.
DUIJAPLE: Abeam with a 16'-6' span supports a 38'-0" span carried fora 25 psf roof snow load.
SOLUTION: Using the correct table for the roof load with 38'-0' span cared. select either
3-l/r It 16'or S-1/4'x 14' Bean Canietl Span
IB-6. .�f
3 t/2
zz
14
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18
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rr
NOTES:
1. Span is center -to nter of supports and is valid for simple beam spans only.
2. End supports require 3- hearing except 4-1/2' is required where bold. The end supports for the standard gange door spans of 9'-6',16'-6'and 18'-6' have been limited to 3'
(two trimmers) on each end. The bearing length is based on the compression strength, perpendicular-co-gnin, of the LVL. See the Reaction Capacity table on page 4 for
additional Information.
3. Deflections are limited to 1-/3601h7e or snow load and L240 total load.
4. Loads assume a V maximum overhang on the roof.
S. Beam which can be eithera single piece of LVL or built up from multiple plies that an nailed. bolted or connected with other approved fasteners.
Refer to pages 14-IS for connection details.
6. 0o not use where marked =•.
TO USE:
1. Select the coned table for the mof loads needed.
2. Choose the required center -to -center span for the beam in the Spancolumn.
3. Select the span carried by the beam across the top of the table.
4. Read the beam size or cholm of beam sizes from the table.
EXAMPLE Abeam with a 76'-V Span supports a 381-O'span carried for a 40 psf mof snow load.
SOLUTION: Using the Correa table for the mof load with 38'-0" span cared. select a S-1/4•x IV
NOTE A3-1/2° beam does not work
1 $pan
OWidth
:;;d"o, _
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'
NOTES:
1. Span is center -to -center of supports and is valid for simple beam spans only.
2. End supports require 3' bearing except 4-1/2• Is required where bold The end supports for the standard garage door spans of 9'-6', 16'-6°and 18'-6' have been limited to 3°
(two trimmers) on each end. The bearing length is based on the compression strength, perpendicular -to -grain, of the LVL See the Reaction Capacity table on page 4 for
additional information.
3. Deflections are limited to 1.1360 live or snow load and L/240 total load.
4. Loads assume a 2' maximum overhang on the mof.
S. Beam width can be either a single piece of LVL ar built up from multiple plies that are nailed, bolted or connected with other approved fasteners.
Refer to pages 14-15 for connection details.
6. Do not use where marke0 ='.
TO USE:
EXAMPLE:
1. Select the required Span.
For a 16'-6'span. select a 2-and 3-ply beam that satisfies
an L/360 Live Load deflection limhforthe fallowing design loads:
2. Divide the design loads by the tested number
Live Loatl= 440 plf, Total Load -605 pif
of plies to verify each ply of the beam.
SOLUTION FOR A 2-PLY BEAM:
SOLUTION FOR A 3-PLY BEAM:
3. Select a beam that exceeds the Total Load
Design Total Load per ply= 605 / 2.303 plf
Design Total Load per ply = 605 / 3 = 202 pif
and the appropriate Live Load.
Design Live Load per ply =44012-220pif
Desgn Live Load per pry=440/3-147plf
4. Check the bearing requirements.
Use 2 p1iesl-3/4"1r 14"
Use3 plies 1-3/4"x11-7/4'
-
(Total Load - 360 plf. Live Load L1360 = 245 plf)
(Total Load = 223 plf. Live Load L/360 -152 pif)
1�-
�r
F49�6
r
35'
_.,_',d)•-"�
61s
�i.'I�..
1
Ra
�10]
"2
I
116
87
ZS^p
1. Span is the center -to -center distance of the supports and is valid
for simple or equal, continuous span applications.
2. The values in the tables are for uniform loads only.
3. Total Load is for normal (1001)(61 duration and has been adjusted
to amount for the self -weight of the member.
4. Live Load defection has been limited to L/360 or L/480 as noted
In the table.
S. Total deflection has been limited to 1-1240. Long term deflection
(creep) has not been considered.
6. These tables assume full lateral support of the compression edge.
Full support is considered to be a maximum unbaced length of 24'
7. Proper bearing must be provided. Dealing length must be checked for
support reactions with the able on page 4.
ADDITIONAL NOTES:
1. The allowable loads represent the apacityof the member in pounds per lineal foot(plf)of length.
2. The designer shall check both the Total Load and the appropriate Live Load column.
3. Where the Live Load is blank. the Total Load governs the design.
4. Depths of16' and greater shall be used with a minimum of two plies unless designed specifically as
single ply with proper lateral bracing, such as a marriage beam for each half of a manufactured home
before the units are joined.
S. The allowable loads in the table are for a single ply of LVL Multiply the values by the number of plies of
equal thickness W size a built-up member or divide the required loads by the number of equal thickness
plies to directly verify the capacity of each Individual ply. Example: double the allowable loads in the
table for a 2-ply member or divide the required uniform loads by 2 to verify each ply of a 2-ply member.
G. The memberwldth shall be properly built up by connecting plies of the same grade of LVL. Refer to the
multiple -ply connections on pages 14-15.
7. Do not use a product where designated -" without further analysis by a design professional.
ACTUAL OFFLECTION
BASED ON SPAN AND LIMIT
-'IS_-,.fR) c
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a e! lb, irc
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of , it id:
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L/4e0
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3/e
3/a
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5/8
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w 5is.-E
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11/16=
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7/8°
1.
1-1/8-
1-3/16-
1-5/16'
10
TO USE:
1. Select the required Span. For beams with a pull
greater than 1.12, multiply the horizontal span by the
slope adjustment factor from the table below.
2. Divide the design loads by the desired number of
plies to verify each plyof the beam.
3. Select a beam that exceeds the appropriate Total
Load (Snow 115%or Non -Snow 125%) and the
appropriate Snow/Live Load (L/360 or 1-/240).
4. Check the bearing requirements.
EXAMPLE:
For a IV horizontal span with a pitch of 4:12. select a 2- and 3-ply beam that satisfies an 1-1360 Snow Load deflection limit
for the following design loads: Snow Load - 720 plf, Total Load =1128 plf
CALCULATE BEAM SPAN: 16" 1.054 =16.9' - Use Span =TT
SOLUTION FOR A 2-PLY BEAM: SOLUTION FOR A 3-PLV BEAM:
Design Total Load per ply =1128/2=564 p1f Design Total Load per ply =112813-376 off
Design Snow Load per ply =720/2=360 p1f Design Snow Load per ply =72013=240 pif
Use 2 plies 1-3/4'v 18' Use 3 plies 1-3/4' Y 16'
(Total Load = 638 plf, Snow Load L1360 = 4S8 plf) (Total Load - 543 pill. Snow Load L1360.329 plf)
r t<y
tal Lpad"";r
;'Snow/Uve Loatl ,:r4l
jn0w/Welaad
Tptat,Laad
/
)Snniv(LNe
Loaa
4;Toul taaa ,lf-
:Snow/Live Loatl;
Tata1 W#d%kix
5 �-
,5pan
vL/360 ;1Noo-SnowLy360
,1/390 Saaw
,115X'--60L%3405
Nvn-Snots
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NonSnow6'r'�95Y
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DESIGN ASSUMPTIONS:
1. Span is the center -to -center distance of the supports. along the
sloped length of the member and Is valid for simple or equal,
continuous span applications.
2. The values in the tables are for uniform loads only.
3. Total Load is for Snow (115%) or Non -Snow (125%) duration.
as noted in the table. and has been adjusted to account for the
self -weight of the member.
4. Snow/Lire Load deflection has been limited to 1-1360 or L/240 as
noted in the table. To design for a 5now or Roof Live Load deflection
of 1.1480, use the Uniform Floor Load tables on page 10.
S. Total deflection has been limited to L/180. Long term deflection
(creep) has not been considered.
G. These tables assume full lateral support of the compression edge.
Full support is considered to be a maximum unbreced length of 24'
7. Proper bearing must be provided. Bearing length must be checked
for support reactions with the table on page 4.
ADDITIONAL NOTES:
1. The allowable loads represent the capacity of the member in pounds per lineal foot(PI)of length.
2. The designer shall check both the appropriate Total Load and the appropriate Live Load column.
3. For roofs with a slope of 2:12 or greater, the horizontal span shall be multiplied by the appropriate slope
adjustment factor from the table below.
4. Where the Live Load is blank, the Total Load governs the design.
S. Depths of 16' and greater shall be used with a minimum of two plies unless designed specifically as a
single ply with proper lateral bracing. such as a marriage beam for each half of a manufactured home
before the units are joined.
6. The allowable loads In the table are for a single ply of LVL Multiply thevalues by the number of plies of
equal thickness M size a built-up member or divide the required loads W the number of equal thickness
plies to directly verify the capacity of each Individual ply. Example: double the allowable loads In the
table for a 2-ply member or divide the required uniform loads by 2 to verify each ply of a 2-ply member.
7. The member width shall be properly built up by connecting plies of the same grade of LVL Refer to the
multiple -ply, connections on pages 14-15.
8. Do not use a product where designated -' without further analysis by a design professional.
SLOPE ADJUSTMENT FACTOR
11
DON'T USE VISUALLY DAMAGED
PRODUCTS WITHOUT FIRST CHECKING
WITH YOUR LOCAL LP° SOLIDSTART°
ENGINEERED WOOD PRODUCTS
DISTRIBUTOR OR SALES OFFICE.
(SEE BACK COVER FOR DETAILS.)
DON'T BORE HOLES OR NOTCH UNLESS
REVIEWED BY A DESIGN PROFESSIONAL.
EXCEPTION: SMALL HOLES MAY BE
DRILLED IN ACCORDANCE WITH THE
BEAM HOLE DETAILS ON PAGE 13.
ed
12
BEAM CONNECTION
• adequate
hanger
adequate Hanger
{P ,
+„• Simpson- CCo, USP CCS
or equal column ap
�q
Providespecified
bearing length
Hanger shall apply load equally to each ply
or special design required
STEEL COLUMN B WOOD COLUMN
Framing details such as Inlets and sheathing
shall be provided to prevent beam from
twlstlng or mbting at support
Simpson PC or CC.
USP PCM car CC
orequalpost
orcolumnnp
FLOOR BEAM
CDNCRETE WALL
WINDOW/BBOR HEADER
(Flush ceiling)
Top mourn
NOTE: Protect woad from
Rim Board
hangers
comaRwithmncreteas
recommended
--::.�.,..,,. required by code
_
_
y
a
_
+
?t
/
9
Checkstl or/
Provide
specified cur
fillerrequlrements Preventme beam from rotating by
depending on load using rim or blocking
Simpson GLe, USP CBS
p
prescriptive
bearing length
and hanger type
ar equal seat
WINDOW/DOOR HEADER
Provide specified or prestdptive bearing length
MASONRY HANGER
5lmpsan WM, USP MPH,
,��=':-. � car equal hanger
NOTEt Prmectweadham
contact with concrete as
required by code
BEAM HDLE DETAILS
l foot Minimum 2 z diameter of lamer hole Ifast
—"� —.j Fes —
I I
leah
1/35pan length
i Oeaz span I
NOTES:
1. These guidelines applyto uniformly loaded beams selected from the Quick Reference Tables
or the Uniform Load Tables or designed with LP's design/spedfication 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 sae is 1-1/2' for depths
up to 9-1/4'. and 2- for depths greater than 9-1/4'
3. Rectangular hales are NOT allowed.
4. 00 NOT drill hales in cantilevers without prior approval from the project designer.
S. Other hale sizes and configurations MAY be possible with further engineering analysis.
For more information, contact your LP Solid5tart Engineered Wood Products distributor.
6. Up to three 3/4' hales may be drilled in"Area B' to accommodate wiring and/or water lines.
These holes shall be at least 12' aparL 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.
7. Protect plumbing holes from moisture.
13
IBM TOP -LOADED BEAM-
TOP -LOADED BEAM-
SIDE -LOADED BEAM
NAILED CONNECTION
BOLTED CONNECTION
(See Connection Assemblies for more details)
(See Connection Assemblies for more details)
(See Connection Assemblies for more details)
Framingisapplled
Minimum nail sizes:
Framing is applied to lop of the beam so
to sides of the beam
H31.62'plies -
3 Nat each ply carries an equal load
;. .
`'- t6d box 05'x 0.135'0)
r. '.,. plies-
Nails are permissible
-
;-1/2'
• lodbax0'x0.U8'�
but NOT required. See
notesfor Connection
_
r
-
• ,. r+ 1'lr:
. r
;,-r Assemblies
-%_
'
3
• - �
f.y 1-�
• F
J
.. / •C
F ;r y�'�
Twomwsfordepthsup tall-
1/21 diameter 7� t
SIDE LOADS ARE NOT RECOMMENDED
Three rows far depths up to l8
ASTM grade A-30] a _�
FOR BEAMS OVER 5-1/2°WIDE UNLESS
Framing is applied to top ofthe beam
(car better) bolts.
EQUALLY APPLIED 70 BM FACES
so that each ply carries an equal load
Use washers on both faces.
See Connection Assemblies for more Information
MA,=UM4'WIOE
3-PLV BFAMs
MAXIMUM6'V
3-0LY11EAMs
1 UM}1/4'
2-PLY BEAMS
MAXIMUM41(PWIOE
"IYBEANS
MAXUIUMr VASE
&011"IYBEAMs
MAXIMUmrsinoE
?PLY BEAMS
MAIUMUMrIll
213-dR4 Cv BEAMS
21 "
21 _
]
a °°
3
3. .�°�
221 Jn
2
2'amply
thickness
2'chmply
thickness
3
r maimum side member
3-1/2'malnmembe hnC
5-1/4'ma1nmemberforE
f%
2' maximum i=
Side members
5-t/4°maxlmum
main member
a. 3
Simpson 5D51/4'x6'
Simpson SOW 6-3/4'
urequal
Simpson SOW maybe
driven ham ane sole.
..
NAILSCHEOULE
Nail
length �, blami
;Oral
3-1/2'
0.16
3'
141 1 L87 1 16d common
r-ALP •if1s1
NOTES:
1. The Uniform Side -Load Capacity values are the maximum 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' ac or less. Connections for discrete paint 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 0 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 23. 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 uniform side -load connection from this table. The beam shall be designed to support all applied loads.
2. Values are for normal load duration and shall be adjusted according to code.
3. The values for Uniform Side -Load Capacity for nails and 4ateral Load Capacity (from Nail Schedule) are based an Douglas Fir lumber equivalence(SG- 0.50) for a 16d box (3-1/2'x
0.13S-0) nails for 1-3/4' LVL. For other nail sizes, multiply, the Uniform Side -Load Capacity by the Nail Size Factor from the Nail Schedule. For 1-1/2' LVL, multiply by the Nail Size
Factor for the appmpriate 3' nail. Higher capacities may be calculated using the equivalent specific gravities tabulated in the Fastener Design table on page 23.
4. The values for the Uniform Side -Load Capacity for bolts are based on Douglas Fir lumber Equivalence (SG -0.50)for ASTM grade A-307,1/2'0 bolts. for loads applied perpendicular -
to -grain. Fort-1/2' LVL, multiply these values by 0.86 orcalollate for the needed detail. Higher bolt capacities may be calculated using the equivalent specific gravities tabulated in
the Fastener Design table on page 23.
S. For nails at 8'oc.multiply the capacity by l.S. For nails at 6'x multiply the capacity by For four rows of nails. double the two -row capacity.
6. Use 2 rows of nails for depths to 12' Use 3 rows of nails for depths greater than 12'up to 18'
7. Unless specifcalN designed. use 3-1/2' nails for 1-3/4'and 2' thick plies and use 3" nails for 1-1/2' 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 firsttwo plies for detail B(and optionally for details F and H - see note 11). the nails may he driven all from one face or alternating from bath faces.
If the nails do not fully penetrate the second ply. then the nails shall be driven from both faces.
9. When driving nails fmm each face, alternate every other nail in each row.
10. For details C and E, when side -loaded, the larger side4oad shall be applied to the thicker ply (main member).
71. For details F and H. it is permissible to nail the plies together before bolting or driving Simpson SDS or SOW (of equal)screws. Nail two plies together (see note 8) 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 mtation due to any side loads. Consult a design professional for other options.
13. Power -driven nails shall conform to IMES report ESR-1539 Ontemational Staple, Nail and Tool Association) for power -driven staples and nails.
14. Other nail, screw or bolt rootgurations are possible. Refer to the Fastener Design table on page 23 or contact your LPe SolidStarte Engineered Wood Products distributor.
14
FASTENER DESIGN
e ,...�% <.,r
T.:,. •s.-E
ulvalen(:-6PetIDrGrnhY
<a.;. �,,^rR �l',
Nalls,Only"fi,
4 Boksind LaH Screws+a
Ate;
e060San
5Msais+,h
,:i`e :*..
s, : VfitliAraeraG,
?
,�.➢o'i1R18eadng-..".
t' Oosvl9eidnS(Int6the fai?unf)
tVLvaA APPifMo a� "'load APplled� .t
ElOgeycN�
t I:ace
Edge
rPuilld to Gram' erpendlcularro Gnh{y
7y
Y
tikY
�P
0.46
0.50
0.50 0.50
0.46 0.50
NOTES:
1. The equivalent spedfic gravityfor each connection type listed above is for normal load
duration and shall be adjusted according to code.
2. Fastener spacing. end and edge distance shall be as spedfled by code except far nail
spacing as specified below.
3. See details to right for fastener and applied load orientation.
NAIL SPACING REQUIREMENTS
1LVLP.IYr
Fastener
x Common�y
""Ninimun(p
-
Minimum
Thickness
J1ai151xe'1
Ile Nijl 5p4gnH `
�Orlen69on
nEi(d0lsnnce
'2-1/2'
s
8d 6smaller
4-
Edge
'.,.i._,r612tl,.:-1R
T
YES
16d'
3-112'
5'
al-1/2
a
<8d_6'smaller
sFd4
10d 612d
1-1/2
3
NOTES:
1. Edge distance shall be such that does not cause spitting.
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 veneers. Face orientation refers to nails driven Imo the wide face of the LVL,
perpendicular to the face of the veneers. (See Fastener 6 Load arlentation details above)
4. For box nails. Me end distance and minimum spacing of the next shorter nail may be used.
S. 16d sinkers 0-114' x 0.148'B) can be spaced the same as the 10d 512d nails.
SIDE -LOAD CONNECTION EXAMPLE
Standard naillogor required
nailing for side loads
FASTENER 6 LOAD ORIENTATION
Nail into edge parallel to grain
a � 4
a - �, e
Nall - _ Load
applied
Intoface perrpenduulartograln
Location for Equivalent
Discrete side load
EXAMPLE: Assuming a property designed 3-pry 14' beam, determine the equivalent connection to support a 33001b pointload applied to the side of the beam.
SOLUTION:
1. Determine the equivalent PLF load overthe Tlengthbydividing theapplied loadby2:3300 lb/2'-1650pif
2. Divide the equivalent PLF load bythe opacity for the appropriate detail. Fora14'depth.3 rowsof nailsare required.
For Detail B with 3 rows of nails at 12' on, 1650 plf 1464 plf - 3.6
3. The required total number of nails is: 3.6.3 rows of nails @12'oc- 10.8 nails per fact
4. Connect the from(loaded) ply with the nailing determined in step 3: drive 1116d box 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 616d box 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 naling or as required for side loads.
7. Project designer shall detail to prevent rotation of the beam due to the applied side load.
is
t.
Handling & Storage Guidelines
Warnlno F +lu =_:.o fQllc�i oropet procedures fpr handling„stofage aad insta
could res..It in ✓1SaiTsfaetary performance unsa`a siructuies aad poSsible e
KeepL'P' 5„1 dS�Za t'LA& airy These p odu£t5, aw iweuded tG ae> st .he effec
of ^' o-stu 2 on sifucturol performance from nor mal cdnstructiun dt!layi
but are 21tlrren-�ed or permanent evpon,re io ib. Weathe-4..
Wtlpad o, )juas care _.Itv, h} 0u,o 5..ppo(-c the bundles to recuce
e.ceesive bogy -gEInd yidualpr. ducts Should be haldteo'n s manner
wh-thg v_rus pny>2al damage d'u nu mzastuing,cucrng, ereE^Jun, etc.
Xs ep p odyc s $tored in swapped and as appeo ou ,dlei stacked
no more plan 191tlgh :upno a and go8rine cv rol=. with zr A
,§-la'aerl st+',� +s. �pviced no more than 19' apa€ .Keep st cLefs'
i,, lire 441\ iZllg.
Fro-dvct.lust np—, be sto=.d+n;cxan;act wal) (he ground, or have
pl®lot pea -xcQSLJ o t '`leather,
Use forklifts and .,,ara?s chi eEplly to avoid daroging Product -
Do no, u8e a °r sually da^aagcd produc.t. :ali your local LP SOPdStart.
Engaiea eat `Acocl Proeucts disir b to• far as= stance IAhen oomageci
pret pcls �e gncpun-e-ed.
10--0"rnai. y
eF
Hard. dry, level surface
=cr sat,Sf ctc y perfe mace LP SoUdSta4i LVLfnus„ ce sedtnnder dry;
ccv'srpd nd wj1lx•e`x,iated ntadorconduonsTnwhich the all Pict exceed 164o..
kir bt.11t trp LP 5c l L:155ar' LVL shall be dry before railing or bolung to avoid tapp.ng moisture.
LF..fid5tart LVL 9,all lot be used or unintended purposes Such as tamps ano olari.ltS..
LP SolidStart LVL 2900Fb-2.0E CODE EVALUATION
LP SOIidStart L^JL 2903E 2,f1E is available in: ICC'-.ES eval,k,noi, rWort ESR2403 can beobtainec at vmAvkc escircd.
2 APA ptod�Ct report PR-?Fo can be obt87nhd at www2pawuodorg,
larlgths m , 60'
thickn s - of 1-- ✓ and -3,1^
Ellett-,- ck^esses 44 3 1'_; 5-+14' and 7'
siortdatd depths of /i; aw; 0 1 ° } bF"
J^ addi;•un tc the 5Mndiard riatLual f ra5h. a water LuaM9 called,5iteCu e-^ts availacle fur extra vrAt^e• prutex%on o.rnno cOnSi t0ort,
Contact our to^al 65tr3putor for availalbil'.ty
LP SOLIDSTART6
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LP SI—MS.a,, F,,Qtneered Ww6 Products are ma ufactured at different locations
to zhe Htt ed states a d zanad.,. Fteaye verify available )ty with .ute. LP SolidStart
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