Plans (194) NOTE: `u io.c niwwaue arross vesiyn LOAD TABLELPI 18 DEPTH 9.5> DESIGN CRITERIA MSI: U.bol
'
VSI: 0.57
1.THIS COMPONENT IS DESIGNED TO SUPPORT ONLY WEB: 0.375" RSI: 0.63
THE VERTICALLOADS SHOWN VERIFICATION OF NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASES FLANGE 1.50 X 2.50 •-
FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED.
LOADING,DEFLECTION LIMITATIONS,FRAMING LIVE LOAD = 40 PSF
(DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.)
METHODS,WIND AND SEISMIC BRACING,AND OTHER DEAD LOAD = 12 PSF 1
LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF LABEL TOTAL LOAD = 52 PSF -
THERESPONSIBILITYOFTHEPROJECTENGINEER FT-IN-SX FT-IN-SX
OR ARCHITECT. UNIFORM FLOOR LIVE TOP 64 PLF 00-00-00 37-10-00 1.00 SPACING = 19.20 IN. C/C
2.PROVIDE RESTRAINTAT SUPPORTSTO ENSURE UNIFORM FLOOR DEAD TOP 19 PLF 00-00-00 37-10-00 0.90
LATERAL STABILITY. DEFLECTION CRITERIA
3.DO NOT CUT,NOTCH OR DRILL LPI FLANGES. WARNING NOTES: LIVE LOAD DEFL: L / 480
4.SHIM ALLBEARINGS FOR FULL CONTACT. TOTAL LOAD DEFL: L / 240
5.VERIFY DIMENSIONS BEFORE CUTTING LPI TO SIZE. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS.
6.THIS LPI IS TO BE USEDAS AFLOOR JOIST ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP IJOISTS IS CODE COMPLIANCES
7.6CEDGE BRACING REQUIRED AT STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW REPORT R
60"O.C.OR LESS. BY A DESIGN PROFESSIONAL. APA PR-L238
ICC-ES ESR-1305
MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LPI LADBS RR 25099
JOIST AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, CCMC 12412-R
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS Florida FL15401
JOIST IS CAPABLE OF SUPPORTING THE REACTIONS.
ANCHOR LPI JOIST SECURELY TO BEARINGS OR HANGERS.
APPLIED LOADS OVER END BEARINGS AND LOADS EXCEEDING 250 LBS OVER
INTERMEDIATE BEARINGS MUST BE TRANSFERED DIRECTLY TO SUPPORT BY DEFLECTION ASSUMES COMPOSITE
RIM BOARD,BLOCKINGS,SQUASH BLOCKS OR OTHER DEVICE. ACTION WITH GLUED AND
NAILED 23/32" APA RATED
SHEATHING (48/24 SPAN RATING)
Vibration Controlled Spans Assume:
Concrete strength: None
Concrete thickness: 0
Sheathing Material: 23132'
6/ .:. .. 61 None
Ceiling Straps 2, None
Bridging Material: None
19 Number of Rows: 19
9.500
SUPPORT REACTIONS (LBS):
MAXIMUM BEAR ING NUMBER
1 2 3 4 2.500
DOWN 461 1248 1228 451
UPLIFT --- --_ --- ---
CROSS SECTION
MIN BEARING SIZES (IN-SX)
3- 0 3- 8 3- 8 3- 0
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD 0.16"(L/912) 0.31" 12- 8- 0 12-10- 0 12- 4- 0
-DEAD LOAD 0.05" 37-10- 0
TOTAL LOAD 0.20"(L/749) 0.62" •••THIS DRAWING IS NOT TO SCALE•"
Handling&Erection LP®SdidStart®LSL,LVL and IJoistSpecifications User Notes(User is responsible for the accuracy of these notes) Software Provided By: 11/02/15 TBC 2012
Temporary and permanent bracing for holding component Do not cut,notch,drill or alter LP SolidStart LSL,LVL and IJoists except as shown LP Engineered Wood Products
plumb and for resisting lateral forces shall be designed and in published material from LP.Any use of LP SolidStart LSL,LVL and Woists contrary 414 Union Street,Suite 2000
installed by
others. No loads am to be applied to the to the limits set forth hereon,negates any express warranty of the product and LP Nashville,TN 37219
component until after all the framing and fastening am disclaims all implied warranties including the implied warranties of merchantability
completed.At no time shall loads greater than design and fitness for a particular use. Phone 800.515.7570
loads be applied to the component. Fax 866.753.4369
A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR.
Design Criteria
The design and material specified am in substantial LP and SolidStart are registered trademarks of Louisiana-Pacific Corporation. DWG #
conformity with the latest revisions of NDS.'Dead load
deflection includes adjustment factor for creep.Total load Cal.Prop 65 Warning:Use of this product may result in exposure to wood dust,known SHEET #
deflection is instantaneous. to the State of California to cause cancer.
File:J:\Adair Homes 2.0 2015\CUSTOM\WHITTAKER 1952\FLR CALCS AND LAYOUT\WOODE.SPX
U I].1 MIIUWLUItl>Irtlse Vtlalgll
NOTE: LLOAD TABLE1 PLY 1.750 X 9.500 LP LSL 1.55E DESIGN CRITERIA MSI: u.J 7
1.THIS COMPONENT IS DESIGNED TO SUPPORT ONLY VSI: 0.'
NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE 1. OTHER LOAD CASES RSI: 0.54
THE DING,DEFLECTION
SHOWN VERIFICATION OF FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED.
LOADING,DEFLECTION LIMITATIONS,FRAMING
METHODS,WIND AND SEISMIC BRACING,AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) LIVE LOAD = 35 PSF
DEAD (AAD = 17 PSF ti
LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM To LOAD LDF LABEL TOTAL LOAD = 52 PSF
THE RESPONSIBILITY OF THE PROJECT ENGINEER FT-IN-SX FT-IN-SX
OR ARCHITECT. UNIFORM ROOF LIVE TOP 735 PLF 00-00-00 04-06-00 1.25 ROOF LEFT SPAN CARR. 4.00 FT
2.PROVIDE RESTRAINTAT SUPPORTSTO ENSURE UNIFORM ROOF DEAD TOP 357 PLF 00-00-00 04-06-00 0.90 ROOF RIGHT SPAN CARR. 38.00 FT
LATERAL STABILITY. UNIFORM BEAM WEIGHT 5 PLF 00-00-00 04-06-00 0.90
3.DO NOT CUT,NOTCH OR DRILL LPLSL. DEFLECTION CRITERIA
4.SHIM ALLBEARINGS FOR FULL CONTACT. WARNING NOTES: LIVE LOAD DEFL: L / 360
5.VERIFY DIMENSIONS BEFORE CUTTING LP LSL TOTAL LOAD DEFL: L / 240
TO SIZE. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS.
6.THIS LP LSLIS TO BE USED ASA ROOF BEAM ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP(JOISTS IS CODE COMPLIANCES
MAKE PROVISION FOR ADEQUATE DRAINAGE. STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW REPORT #
7.COMPRESSION EDGE BRACING REQUIRED AT BY A DESIGN PROFESSIONAL. APA PR-L280
EACH ENO OF COMPONENT.
ICC-ES ESR-2403
MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LSL LADBS RR-25783
BEAM AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, CCMC 13319-R
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS Florida FL15228
BEAM IS CAPABLE OF SUPPORTING THE REACTIONS.
ANCHOR LP LSL ROOF BEAM SECURELY TO BEARINGS OR HANGERS.
THIS LSL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED
LOAD ACTING OVER 2.5 X 2.5 FT(6.25 SO FT)
735 735
12
357 r 357
9.500
SUPPORT REACTIONS (LBS):
MAXIMUM BEARING NUMBER
1 2 1.750
DOWN 2469 2469
UPLIFT --- --- CROSS SECTION
MIN BEARING SIZES (IN-SX)
3- 0 3- 0
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE I= 0.04"(L/1195) 0.14"
-DEAD LOAD 0.03" 4- 6- 0
TOTAL LOAD 0.06"(L/800) 0.21" "'THIS DRAWING IS NOT TO SCALE"'
Handling&Erection LP®SolidStart®LSL,LVL and I-Joist Specifications User Notes(User is responsiblefor the accuracy of these notes) Software Provided By: 08/25/15 IAC 2012
Temporary and permanent bracing for holding component Do not cut,notch,drill or alter LP SolidStart LSL,LVL and IJoists except as shown LP Engineered Wood Products
plumb and for resisting lateral forces shall be designed and in published material from LP.Any use of LP SolidStart LSL,LVL and Woists contrary 414 Union Street,Suite 2070
installed by others. No loads am to be applied to the to the limits set forth hereon,negates any express warranty of the product and LP Nashville,TN 37219
component until after all the framing and fastening are disclaims all implied warranties including the implied warranties of merchantability
completed.At no time shall loads greater than design and fitness for a particular use. Phone 800.515.7570
loads be applied to the component. Fax 866.753.4369
Design Criteria A COPYOF THIS DRAWING IS TO BE GIVEN 70 THE INSTALLING CONTRACTOR.
The design and material specified am in substantial LP and SolidStart am registered trademarks of Louisiana-Pacific Corporation. DWG #
conformity with the latest revisions of NDS'Dead load
deflection includes adjustment factorfor creep.Total load Cal.Prop 65 Warring:Use of this product maymault in exposure to wood dust,known SHEET #
deflection is instantaneous. to the State of California to cause cancer.
File:J:\Adair Homes 2.0 2015\1952\1952 IG REV\HDR CALCS AND LAYOUT\WOODE.SPX
curo.i r,nowaure across uesign M81: U.bl
NOTE: LOAD TABLE 1 PLY 1.750 X 9.500 LP LSL 1.55E DESIGN CRITERIA VSI: 0.39
1.THIS COMPONENT IS DESIGNED TO SUPPORT ONLY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASES RSI: 0.66
THE VERTICALLOADS SHOWN VERIFICATION OF ( � r
FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED.LOADING.DEFLECTION LIMITATIONS,FRAMING (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) LIVE LOAD = 35 PSF
METHODS,WINO AND SEISMIC BRACING,AND OTHER DEAD LOAD = 17 PSF •`
LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF LABEL TOTAL LOAD = 52 PSF
THE RESPONSIBILITY OF THE PROJECT ENGINEER FT-IN-SX FT-IN-SX
OR ARCHITECT. UNIFORM FLOOR LIVE TOP 735 PLF 00-00-00 05-06-00 1.15 ROOF LEFT SPAN CARR. 4.00 FT
2.PROVIDE RESTRAINTAT SUPPORTSTO ENSURE UNIFORM FLOOR DEAD TOP 357 PLF 00-00-00 05-06-00 0.90 ROOF RIGHT SPAN CARR. 38.00 FT
LATERAL STABILITY. UNIFORM BEAM WEIGHT 5 PLF 00-00-00 05-06-00 0.90
3.DO NOT CUT,NOTCH OR DRILL LPLSL. DEFLECTION CRITERIA
4.SHIM ALLBEARINGS FOR FULL CONTACT. WARNING NOTES: LIVE LOAD DEFL: L / 360
5.VERIFY DIMENSIONS BEFORE CUTTING LP LSL TOTAL LOAD DEFL: L / 240
TO SIZE. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L•P ENGINEERED WOOD PRODUCTS.
6.THIS LP LSLIS TO BE USED ASA ROOF BEAM ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP IJOISTS IS CODE COMPLIANCES
MAKE PROVISION FOR ADEQUATE DRAINAGE. STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW REPORT #
7.COMPRESSION EDGE BRACING REQUIRED AT BY A DESIGN PROFESSIONAL. APA PR-1,280
EACH END OF COMPONENT. ICC-ES ESR-2403
MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LSL LADBS RR-25783
BEAM AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, CCMC 13319-R
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS Florida FL15228
BEAM IS CAPABLE OF SUPPORTING THE REACTIONS.
ANCHOR LP LSL ROOF BEAM SECURELY TO BEARINGS OR HANGERS.
THIS LSL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED
LOAD ACTING OVER 2.5 X 2.5 FT(6.25 SO FT)
775
12
757 757
C
9.500
SUPPORT REACTIONS (LBS):
MAXIMUM B E A R I NG NUMBER
1 2 1.750
DOWN 3018 3018
UPLIFT --- --- CROSS SECTION
MIN BEARING SIZES (IN-SX)
3- 0 3- 0
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD 0.09"(L/720) 0.17"
*DEAD LOAD 0.06" 5- 6- 0
TOTAL LOAD 0.13"(L/482) 0.26" —THISDRAWING ISNOTTO SCALE—
Handling&Erection LP®SdidStart@LSL,LVLand 1-JdstSpecificabors User Notes(User is responsible for the accuracy of these notes) Software Provided By: o6125n5 IRC 2012
Temporary and permanent bracing for holding component Do not cut,notch.drill or alter LP SolidStart LSL,LVL and Wolsls except as shown LP Engineered Wood Products
plumb and for resisting lateral forces shall be designed and in published material from LP.Any use of LP SolldStartLSL,LVL and IJoists contrary 414 Union Street,Suite 2000
installed by others. No loads are to be applied to the to the limits set forth hereon,negates any express waranty of the product and LP Nashville,TN 37219
component until after all the framing and fastening are disclaims all implied warranties Including the implied warranties of merchantability
completed.At no time shall loads greater than design and fitness fora particular use. Phone 800.515.7570
loads be applied to the component. Fax 866.753.4369
A COPY OF THIS DRAWING IS TO BE GIVEN ro THE INSTALLING CONTRACTOR.
Design Criteria
The design and material specified are in substantial LP and SolidStart are registered trademarks of Louisiana-Pacific Corporation. DWG #
conformitywith the latest revisions of NDS'Dead load
deflection includes adjustment factor for creep.Total load Cal.Prop 65 Waming:Use of this product mayresult in exposure to wood dust,known SHEET #
deflection is instantaneous. to the State of California to cause cancer.
File:J:\Adair Homes 2.0 2015\1952\1952 IG REV\HDR CALCS AND LAYOUT\WOODE.SPX
evia.r nuowaum arress uesiyn MSI: U.aY
NOTE: LOAD TABLE 1 PLY 1.750 X 9.500 LP LSL 1.55E DESIGN CRITERIA
1.THIS COMPONENT IS DESIGNED TO SUPPORT ONLY VS 1:
0.99
NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE 1). OTHER LOAD CASI RSI: 0.78
THE DING,DEFLECTION
SHOWN VERIFICATION OF FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIREI �
LOADING,DEFLECTION LIMITATIONS,FRAMING (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER LIVE LOAD = 35 PSF
METHODS,WIND AND SEISMIC BRACING,AND OTHER DEAD LOAD = 17 PSF
LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF TOTAL LOAD = 52 PSF '-
THERESPONSIBILITYOFTHEPROJECTENGINEER FT-IN-SX FT-IN-SX
OR ARCHITECT. UNIFORM ROOF LIVE TOP 735 PLF 00-00-00 06-06-00 1.15 ROOF LEFT SPAN CARR. 4.00 FT •
2.PROVIDE RESTRAINTAT SUPPORTSTO ENSURE UNIFORM ROOF DEAD TOP 357 PLF 00-00-00 06-06-00 0.90 ROOF RIGHT SPAN CARR. 38.00 FT
LATERAL STABILITY. UNIFORM BEAM WEIGHT 5 PLF 00-00-00 06-06-00 0.90
3.DO NOT CUT,NOTCH OR DRILL LPLSL. DEFLECTION CRITERIA
4.SHIM ALLBEARINGS FOR FULL CONTACT. WARNING NOTES: LIVE LOAD DEFL: L / 360
5.VERIFY DIMENSIONS BEFORE CUTTING LPLSL TOTAL LOAD DEFL: L / 240
TO SIZE. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS.
6.THIS LP LSLIS TO BE USED ASA ROOF BEAM ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP IJOISTS IS CODE COMPLIANCES
MAKE PROVISION FOR ADEQUATE DRAINAGE. STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW REPORT #
TC OMPRESSION EDGE BRACING REQUIRED AT BY A DESIGN PROFESSIONAL. APA PR-1,280
44"O.C.OR LESS. SCC-ES ESR-2403
MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LSL LADBS RR-25783
BEAM AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, CCMC 13319-R
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS Florida FL15228
BEAM IS CAPABLE OF SUPPORTING THE REACTIONS.
ANCHOR LP LSL ROOF BEAM SECURELY TO BEARINGS OR HANGERS.
THIS LSL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED
LOAD ACTING OVER 2.5 X 2.5 FT(6.25 SQ FT)
12
0
9.500
SUPPORT REACTIONS (LBS):
MAXIMUM BEARING NUMBER 2:51 t2S
1 2 T1 1.750
DOWN 3566 3566
UPLIFT --- --- CROSS SECTION
MIN BEARING SIZES (IN-SX)
3- 0 3- 0
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD 0.16"(L/962) 0.21"
*DEAD LOAD 0.12" it 6- 6- 0
TOTAL LOAD 0.24"(L/309) 0.31" "'THIS DRAWING IS NOT TO SCALE"` j
Handling&Erection Miscellaneous Information LP LVL,LP LSL and CTR,LPI-JoistSpecificaliorls Software Provided By
06713!14 IRC
Temporary and permanent bracing for holding component The use of this component shall be specified by the designer of the •Supports and connections for LP LVL,LP LSL,CTR and LPI to be specific applicatio LP Engineered Wood Products
plumb and for resisting lateral forces shall be designed and complete structure.Obtain all the necessarycode compliance 'Common nails driven parallel to glue lines shall be spaced a minimum of 4'for 10d 414 Union Street,Suite 2000
installed byothem. No loads are to be applied to the approval and instructions from the designers of the complete structure and 3'for 8d.
component until after all the framing and fastening are before using this component.If the design criteria listed above does 'Do not cut,notch,drill or alter LP LVL,LP LSL and CTR,LP IJoists except as showr Nashville,TN 37219
completed.At no time shall loads greaterthan design not meet local building code requirements,do not use this design. in published material from LP anyuse of LP LVL,LSL and CTR,LP(Joists contrary Phone 800.515.7570
loads be applied to the component. When this drawing is signed and sealed,the structural design is to the limits set forth hemon,nagates anyexpmss warrantyof the product and LP Fax 866.753.4369
approved as shown in this drawing based on data provided by the disclaims all implied warranties including the implied warranties of merchantability
Design Criteria customer.LP LVL,LP LSL and CTR,LP(-joists are made without and fitness fora particular use.
The design and material specified are in substantial camberand will deflect under load.Wood in direct contact with DWG #
conforrnilywith the latest revisions of NDS'Dead load concrete must be protected as required bycode.Continuous lateral
deflection includes adjustment factorforcmep.Total load support is assumed(wall,floor beam,etc.).LP does not provide 'ACOPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR SHEET #
deflection is instantaneous. onsite inspection.This drawing must have an Architect's or
Engineer's seal afixed to be considered an Engineering document. LP is a registered trademark of Louisiana-Pacific Corporation.
File:J:1 Adair Homes 2.0 20141195211952 IG REVtHDR CALCS AND LAYOUTIWOODE.SPX
n wnss ensigny,
NOTE: LOAD TABLE 1 PLY 1.750 X 9.500 LP LSL 1.55E DESIGN CRITERIA MSI: .
VSI: 00.2828
1.THIS COMPONENT IS DESIGNED RI FICATION OF ( ASI: 0.54
THE VERTICALLOADS SHOWN VERIFICATION SUPPORT ONLY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CAST
3
LOADING,DEFLECTION LIMITATIONS,FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REQU REI
METHODS,WIND AND SEISMIC BRACING,AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER LIVE LOAD _ 35 PSF !r
DEAD LOAD 17 PSF
LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LOT TOTAL LOAD = 52 PSF
THE RESPONSIBILITY OF THE PROJECT ENGINEER FT-IN-SX FT-IN-SX
OR ARCHITECT. UNIFORM ROOF LIVE TOP 735 PLF 00-00-00 04-06-00 1.15 ROOF LEFT SPAN CARR. 4.00 FT r
2.PROVIDE RESTRAINTAT SUPPORTSTO ENSURE UNIFORM ROOF DEAD TOP 357 PLF 00-00-00 04-06-00 0.90 ROOF RIGHT SPAN CARR. 38.00 FT
LATERAL STABILITY. UNIFORM BEAM WEIGHT 5 PLF 00-00-00 04-06-00 0.90
3.DO NOT CUT,NOTCH OR DRILL LPLSL. DEFLECTION CRITERIA
4.SHIM ALLBEARINGS FOR FULL CONTACT. WARNING NOTES: LIVE LOAD DEFL: L / 360
5.VERIFY DIMENSIONS BEFORE CUTTING LP LSL TOTAL LOAD DEFL: L / 240
TO SIZE. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS.
6.THIS LP LSLIS TO BE USED ASA ROOF BEAM ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP WOISTS IS CODE COMPLIANCES
MAKE PROVISION FOR ADEQUATE DRAINAGE. STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW REPORT II
7.COMPRESSION EDGE BRACING REQUIRED AT BY A DESIGN PROFESSIONAL. APA PR-L280
EACH END OF COMPONENT.
ICC-ES ESR-2403
MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LSL LADBS RR-25783
BEAM AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, CCMC 13319-R
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS Florida FL15228
BEAM IS CAPABLE OF SUPPORTING THE REACTIONS.
ANCHOR LP LSL ROOF BEAM SECURELY TO BEARINGS OR HANGERS.
THIS LSL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED
LOAD ACTING OVER 2.5 X 2.5 FT(6.25 SO FT)
12
0
9.500
SUPPORT REACTIONS (LBS):
MAXIMUM BEARI NG NUMBER
1 2 1.750
DOWN 2469 2469
UPLIFT --- --- CROSS SECTION
MIN BEARING SIZES (IN-SX)
3- 0 3- 0
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE I= 0.04"(L/1195) 0.14"
-DEAD LOAD 0.03" 4- 6- 0 11,
TOTAL LOAD 0.06"(L/800) 0.21" "'THIS DRAWING IS NOT TO SCALE
Handling&Erection Miscellaneous Information LP LVL,LP LSL and CTR,LP I-Joist Specifications Software Provided By'
06/13/14 IRC
Temporaryand permanent bracing for holding component The use of this component shall be specified by the designer of the •Supports and connections for LF LVL,LP LSL,CTR and LPI to be specific applicatio LP Engineered Wood Products
plumb and for resisting lateral forces shall be designed and complete structure.Obtain all the necessarycoda compliance •Common nails driven parallel to glue lines shall be spaced a minimum of 4•for 10d 414 Union Street,Suite 2000
installed by others. No loads are to be apptied to the approval and instructions from the designers of the complete structure end 3•for 8d. Nashville,TN 37219
component until after all the framing and fastening are before using this component.If the design cdteria listed above does 'Do not cut,notch,drill or alter LP LVL,LP LSL and CTR,LP Woists except as showrir
completed.At no time shall loads greater than design not meet local building code requirements,do not use this design. in published material from LP any use of LP LVL,LSL and CTR,LP IJoists contrary Phone 800.515.7570
loads be applied to the component. When this drawing is signed and sealed,the structural design is to the limits set forth hemon,negates anyexpmss wanantyof the product and LP Fax 866.753.4369
approved as shown in this drawing based on data provided bythe disclaims all implied warranties Including the implied warranties of merchantability
Design Criteria customer. LP LVL,LP LSL and CTR,LP Hoists are made without and fitness fora particular use.
The design and material specified are in substantial camberand will deflect under load.Wood in direct contact with DWG #
conformity with the latest revisions of NDS.'Dead load concrete must be protected as required by code.Continuous lateral
deflection includes adjustment factor for creep.Total load support is assumed(wall,floor beam,etc.).LP does not provide *A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR SHEET #
deflection is instantaneous. onsile inspection.This drawing must have an Architect's or
Engineeys seal afixed to be considered an Engineering document. LP is a registered trademark of Louisiana-Pacific Corporation.
File:J:\Adair Homes 2.0 2014\1952\1952 IG REV\HOR CALCS AND LAYOUT\WOODE.SPX
NOTE: `u io.i nirowame mroas unaiyn LOAD TABLE
1.THIS COMPONENT IS DESIGNED TO SUPPORT ONLY 1 PLY 1.750 X 9.500 LP LSL 1.55E DESIGN CRITERIA MSI: U.16 �+
VSI: 0.16
THE VERTICALLOADS SHOWN VERIFICATION OF NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASES RSI: 0.78 '♦
LOADING,DEFLECTION LIMITATIONS,FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED.
METHODS,WIND AND SEISMIC BRACING,AND OTHER _ _
(DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) 35 PSF
DEAD LOAD = 17 PSF
LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF LABEL TOTAL LOAD = 52 PSF
THE RESPONSIBILITY OF THE PROJECT ENGINEER FT-IN-SX FT-IN-SX
OR ARCHITECT. UNIFORM FLOOR LIVE TOP 735 PLF 00-00-00 03-03-00 1.15 ROOF LEFT SPAN CARR. 4.00 FI
2.PROVIDE RESTRAINTAT SUPPORTSTO ENSURE UNIFORM FLOOR DEAD TOP 357 PLF 00-00-00 03-03-00 0.90 ROOF RIGHT SPAN CARR. 38.00 FT
LATERAL STABILITY. UNIFORM BEAM WEIGHT 5 PLF 00-00-00 03-03-00 0.90
3.DO NOT CUT,NOTCH OR DRILL LPLSL. DEFLECTION CRITERIA
4.SHIM ALLBEARINGS FOR FULL CONTACT. WARNING NOTES: LIVE LOAD DEFL: L / 360
5.VERIFY DIMENSIONS BEFORE CUTTING LP LSL TOTAL LOAD DEFL: L / 240
TO SIZE. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS.
6.THIS LP LSLIS TO BE USED ASA ROOF BEAM ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP IJOISTS IS CODE COMPLIANCES
MAKE PROVISION FOR ADEQUATE DRAINAGE. STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW REPORT k
7.COMPRESSION EDGE BRACING REQUIRED AT BY A DESIGN PROFESSIONAL. APA PR-L280
EACH END OF COMPONENT. ICC-ES ESR-2403
MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LSL LADES RR-25783
BEAM AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, CCMC 13319-R
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS Florida FL15228
BEAM IS CAPABLE OF SUPPORTING THE REACTIONS.
ANCHOR LP LSL ROOF BEAM SECURELY TO BEARINGS OR HANGERS.
THIS LSL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED
LOAD ACTING OVER 2.5 X 2.5 FT(6.25 SQ FT)
ns »s
12
357357OI F
9.500
SUPPORT REACTIONS (LBS):
MAXIMUM B E A R I NG NUMBER
1 2 T1 1.750
DOWN 1783 1783
UPLIFT --- --- CROSS SECTION
MIN BEARING SIZES (IN-SX)
1- 8 1- 8
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD 0.02"(L/2320) 0.10"
*DEAD LOAD 0.01" 3- 3- 0
TOTAL LOAD 0.02"(L/1554) 0.16" •'•THIS DRAWING IS NOT TO SCALE•"•
Handling&Erection LP®SoiidStart®LSL LVL and I-Joist Specifications User Notes(User is responsible for the accuracy of time notes) Software Provided By: 07/29n5
IRC 2012
Temporary and permanent bracing for holding component Do not cut,notch,drill or alter LP SolidStart LSL,LVL and IJoisls except es shown LP Engineered Wood Products
plumb and for resisting lateral forces shall be designed and in published material from LP.Any use of LP SolidStart LSL,LVL and IJoists contrary 414 Union Street,
Su
installed by others.No loads are to be applied to the to the limits set forth hereon,negates any express wanantyof the product and LP Nashville,TN 37219
Suite 2000
component until after all the framing and fastening are disclaims all implied warranties including the implied warranties of merchantability
completed.At no time shall loads greater than design and fitness for a particular use. Phone 800.515.7570
loads be applied to the component. Fax 866.753.4369
A COPVl7F THIS DRAWING IS TO BE GIVEN W THE INSTALLING CONTRACTOR.
Design Criteria
The design and material specified are in substantial LP and SolidStart are registered trademarks of Louisiana-Pacific corporation. DWG #
confonnitywith the latest revisions of NDS'Dead load
deflection includes adjustment factor for creep.Total load Cal.Prop 65 Warning:Use of this product maymault in exposure to wood dust,known SHEET #
deflection is instantaneous. to the Slate of California to cause cancer.
File:J:1 Adair Homes 2.0 2015\1952\1952 IG REV\HDR CALCS AND LAYOUT\WOODE.SPX
[uia.i rnowau�n annss vesiyn MSI: U.1b
�.
NOTE: LOAD TABLE 1 PLY 1.750 X 9.500 LP LSL 1.55E DESIGN CRITERIA VSI: 0.09
1.THIS COMPONENT IS DESIGNED RI SUPPORT ONLY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASES RSI: 0.31
THE DING,DEFLECTIOOADSN
SHOWN VERIFICATION OF FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED.
LOADING,DEFLECTION LIMITATIONS,FRAMING (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) LIVE LOAD = 35 PSF 'I
METHODS,WIND AND SEISMIC YS REQUIRED
OTHER DEAD LOAD = 17 PSF
LATERAL BRACING THAT T ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF LABEL TOTAL LOAD - 52 PSF
THE RESPONSIBILITY OF THE PROJECTENGINEER FT-IN-SX FT-IN-SX
OR ARCHITECT. UNIFORM ROOF LIVE TOP 105 PLF 00-00-00 06-03-00 1.25 ROOF LEFT SPAN CARR. 4.00 FT t
2.PROVIDE RESTRAINTAT SUPPORTSTO ENSURE UNIFORM WALL DEAD TOP 70 PLF 00-00-00 06-03-00 0.90 ROOF RIGHT SPAN CARR. 2.00 FT
LATERAL STABILITY. UNIFORM ROOF DEAD TOP 51 PLF 00-00-00 06-03-00 0.90
3.DO NOT CUT,NOTCH OR DRILL LPLSL. UNIFORM BEAM WEIGHT 5 PLF 00-00-00 06-03-00 0.90 DEFLECTION CRITERIA
4.SHIM ALLBEARINGS FOR FULL CONTACT. LIVE LOAD DEFL: L / 360
5.VERIFY DIMENSIONS BEFORE CUTTING LP LSL WARNING NOTES: TOTAL LOAD DEFL: L / 240
TO SIZE.
6.THIS LP LSLIS TO BE USED ASA ROOF BEAM ONLY. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L•P ENGINEERED WOOD PRODUCTS. CODE COMPLIANCES
MAKE PROVISION FOR ADEQUATE DRAINAGE. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP IJOISTS IS REPORT #
7.COMPRESSION EDGE BRACING REQUIRED AT STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW APA PR-L280
EACH END OF COMPONENT. BY A DESIGN PROFESSIONAL. ICC-ES ESR-2403
LADES RR-25783
MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LSL CCMC 13319-R
BEAM AS DESIGNED,IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, Florida FL15228
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS
BEAM IS CAPABLE OF SUPPORTING THE REACTIONS.
ANCHOR LP LSL ROOF BEAM SECURELY TO BEARINGS OR HANGERS.
THIS LSL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED
LOAD ACTING OVER 2.5 X 2.5 FT(6.25 SO FT)
105 105
70 2 70
51 51
SUPPORT REACTIONS (LBS): 9.500
MAXIMUM BEARING NUMBER �c
1 2 I 1.750
DOWN 723 723
UPLIFT --- --- CROSS SECTION
MIN BEARING SIZES (IN-SX)
1- 8 1- 8
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD 0.02"(L/3408) 0.20"
*DEAD LOAD 0.04" 6- 3- 0
TOTAL LOAD 0.05"(L/1547) 0.31" "'THIS DRAWING IS NOT TO SCALE•••
Handling 8 Erection LP®SolidStart®LSL,LVL and 1-Joist Specifications User Notes(User is responsiole for the accuracy of these notes) Software Provided By: 07/30/15 IRC 2012
Temporary and permanent bracing for holding component Do not cut,notch,drill or alter LP SolidStaA LSL,LVL and IJoists except as shown LP Engineered Wood Products
plumb and for resisting lateral forces shall be designed and in published material from LP.Any use of LP SolidStart LSL,LVL and IJoists contrary
installed by others. No loads are to be applied to the to the limits set forth hereon,negates any express warranty of the product and LP Nashville,TN 414 Union SVeet, te 21700
K Suite
component until after all the framing and fastening are disclaims all implied warranties Including the implied warranties of merchantability
completed.Al no time shall loads greater than design and fitness for a particular use. Plane 800.515.7570
loads be applied to the component. Fax 866.753,4369
Design Criteria A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR.
The design and material specified are in substantial LP and SolidStart are registered trademarks of Louisiana-Pacific Corporation. DWG #
conformity with the latest revisions of NDS'Dead load
deflection includes adjustment factorforcreep.Total load Cal.Pmp 65 Waning:Use of this product mayresult in exposure to wood dust,known
deflection is instantaneous.
to the State of California to cause cancer. SHEET #
File:J:\-Adair Homes 2.0 2015\1952\1952 IG REV\HDR CALCS AND LAYOUT\WOODE.SPX
r.nowdue acraas uaaign
NOTE: LOAD TABLE MSI: V.7L
1 PLY 1.750 X 9.500 LP LSL 1.55E DESIGN CRITERIA VSI: 0.34
1.THIS COMPONENT IS DESIGNED SUPPORT ONLY
THE VERTICALLOADS SHOWN VERIFICATION OF NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1�. OTHER LOAD CASES RSI: 0.60
LOADING,DEFLECTION LIMITATIONS,FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. y LOAD = 35 PSF f
METHODS,WIND AND SEISMIC BRACING,AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DEAD LOAD = 17 PSF
LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF LABEL TOTAL LOAD = 52 PSF
THE RESPONSIBILITY OF THE PROJECT ENGINEER FT-IN-SX FT-IN-SX
OR ARCHITECT. UNIFORM FLOOR LIVE TOP 665 PLF 00-00-00 05-02-00 1.15 ROOF LEFT SPAN CARR. 2.00 FT
2.PROVIDE RESTRAINTAT SUPPORTSTO ENSURE UNIFORM FLOOR DEAD TOP 323 PLF 00-00-00 05-02-00 0.90 ROOF RIGHT SPAN CARR. 36.00 FP
LATERALSTABIUTY UNIFORM WALL DEAD TOP 70 PLF 00-00-00 04-11-00 0.90
3.DO NOT CUT,NOTCH OR DRILL LPLSL. UNIFORM BEAM WEIGHT 5 PLF 00-00-00 05-02-00 0.90 DEFLECTION CRITERIA
4.SHIM ALLBEARINGS FOR FULL CONTACT, LIVE LOAD DEFL: L / 360
5.VERIFY DIMENSIONS BEFORE CUTTING LP LSL WARNING NOTES: TOTAL LOAD DEFL: L / 240
TO SIZE.
6.THIS LP LSLIS TO BE USED ASA ROOF BEAM ONLY. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS. CODE COMPLIANCES
MAKE PROVISION FOR ADEQUATE DRAINAGE. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP]JOISTS IS REPORT #
7.COMPRESSION EDGE BRACING REQUIRED AT STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW APA PR-L280
EACH END OF COMPONENT. BY A DESIGN PROFESSIONAL. ICC-ES ESR-2403
LADES RR-25783
MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LSL CCMC 13319-R
BEAM AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, Florida FL15228
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS
BEAM IS CAPABLE OF SUPPORTING THE REACTIONS.
ANCHOR LP LSL ROOF BEAM SECURELY TO BEARINGS OR HANGERS.
THIS LSL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED
LOAD ACTING OVER 2.5 X 2.5 FT(6.25 SQ FT)
665323 Bas
12 323
of
SUPPORT REACTIONS (LBS): 9.500
MAXIMUM BEARING NUMBER
1 2 11.750
DOWN 2746 2730
UPLIFT --- --- CROSS SECTION
MIN BEARING SIZES (IN-SX)
3- 0 3- 0
MAXIMUM DEFLECTIONS
CALCULATED ALIAWABLE
LIVE LOAD 0.06"(L/935) 0.16"
*DEAD LOAD 0.06" 5- 2- 0 91
TOTAL LOAD 0.10"(L/585) 0.25" "'THIS DRAWING IS NOT TO SCALE"'
Handling 8 Erection LPID SolidStart®LSL,LVL and I-Joist Specifications User Notes(User is responsible for the accuracy of these rotes) Software Provided By: 11/02115 IRC 2012
Temporaryand permanent bracing for holding component Do not cut,notch,drill or alter LP SolidStart LSL,LVL and]Joists except as shown LP Engineered Wood Products
plumb and for resisting lateral forces shall be designed and in published material from LP.Any use of LP SolldStart LSL,LVL and IJoists contrary Suite 2000
Sui,
installed by others. No loads are to be applied to the to the limits set forth hereon,negates any express warranty of the product and LP Nashville,TN 37219
414 Union Street,Sui
component until after all the framing and fastening are disclaims all implied warranties including the implied warranties of merchantability
completed.Al no time shall loads greater than design and fitness fora particular use. Phone 800.515.7570
loads be applied to the component. Fax 866.753.4369
A COPY OF THIS DRAWING IS TUBE GIVEN TO THE INSTALLING CONTRACTOR.
Design Criteria
The design and material specified are in substantial LP and SolidStart are registered trademarks of Louisiana-Pacific Corporation. DWG #
conformity with the latest revisions of NDS'Dead load
deflection includes adjustment factor for creep.Total load Cal.Prop 65 Warning:Use of this product may result in exposure to wood dust,known SHEET #
deflection is instantaneous. to the State of California to cause cancer.
File:J:1 Adair Homes 2.0 20151CUSTOMIWHITTAKER 19521HDR CALCS AND LAYOUTIWOODE.SPX
B3 LPI Blocking at Interior Support Begin Layout
@ 19.2"O.C. ,,-o..
J
UBlocking is required
when I-Joists endai 1'7� I'-I� 1131 14'-01YI6"
support:either
butting or lapping
___ ___ ___ ___ ___ _—_ _ ___
�
Bearing
Wall
align d I I I ! ! ! I I I I I I I I I I I f I I 1 1 j I I I I I j j j I I 1 I I N •--� N
under wallCD
above I I I I I I I I I I I I i I I I I I I I I I 1 I I I I I I I 1 I I 1 I I I U I--I
1 See Note
,V6 below
51 PI18 I 1
—
W
3 71 I-Joist End over
Interior Support
LVL or 058 Rim may 1 1 1 ! ! ! I I I f I I S I I I I I I I 1 I I I I ! ! 1 1 1 1 I I ! ! ! ! ! Q H W
be substituted for
I-Joist Blocking -
Blocking is required
hen I-Joists end at .
support I I IL 1 8X39 U" I I I I I I I I I I I I I 1 I I I I I I I I I I I
• I I I 'I
I34I j � 1ti I s/s' I I I I I 7/:18
0
8 X P118 X 9 1/9 CPII8X91/2L2" I I I8/7 LPI]8X911"
butting lapping 1 1 1 1 1 I 1 1 16/38'I 1 1 1 1 1 1 1 1 1 1 1 I I 1 ! 1 1 1 1 I I I
LPI I8 X 9:12"
I l j l l I j j j jy y y
E2 Hanger Detail
Verify capacity and )'-�.{_ 3 1 1I 1 1 1 1 I I I
fastening requirementsOf Alkl
A�ROPP�DPE4
hangers d connectors ADAI DETALPG. 4
I I I I I
,
- ..'�•.� i i i i i i i i i i i i i i I�•��1 Ix i i i i i i i i i i -
13t5' 1 1 1 I o I I 1 I I I 1 1 I 1 I I I 101 1 I I I I I I I I I
I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 z W
04
Be sure to check web I___ __ __ I I I I I I I ! 1 1 1 1 I I I z
filler requirements t t1t 1 I I 1 I I I I I 1 1 I I I 11 11 I I I
for hangers 3 p34" '.4 L�
My I�_1�6� 16 --.– — '-- --- --- -- t� O
Ion" 11 1 6/4'I j I I I I Al
LPII8X9i12" (jPiI8;C91/�" I
]-?
--- -- --- --- -- --- --- --- --- --- -- ^
O
6'1" 12'-0" 6' " 12'-0" II'-6" 22'-6••
-0
N z
Designed By: Sean McCartney-International Wood Products
N/A TYPE QTY. SERIES DEPTH LENGTH
- I-JOIST 2 LP118 91/2" 2'
- I-JOIST 13 LP118 91/2" 4'
- I-JOIST 3 LPI18 91/2" 5'
- I-JOIST 4 LPI18 91/2" 6' U
I-JOIST 5 LPI 18 9 1/2" 15' Z
I-JOIST 3 LPI18 91/2" 24' 0--1
o q 00
I-JOIST 3 LP118 91/2" 33' W
I-JOIST 5 LPI18 91/2" 35' W
� U F, rn
- I-JOIST 8 LPI18 9 1/2" 37' a Z W 3
I-JOIST 13 LPI18 9 1/2" 38' U
N/A TYPE QTY. SERIES DEPTH SPACING Q O W o 7
- I-JOIST BLOCK 167 LF LP118 9 1/2" 19.2" O.C. Q W O
�a Q � HZ
N/A TYPE QTY. SERIES MANUFACTURER N/A `' �
- HANGER 4 ITS2.56/9.5 Simpson - `'�" ¢ �" En
J
U 5
i
O
21
OPfIANAL SHOP SERVICE DOOR �� ^
RT.QUIRES 1 3'4•X 9 1'2"ISL 1.55E 1:3' Y� O
N �
^' N
Q O
-------------- ..-..---..... ---------.... ---------
60 SG 5ro s 5/0 5ro X 5/o bPo SGD NO X 310 `/ �•�
3"BRNG RQD!!! 3"BRNG RQD!!! 3"BRNG RQD!!! 3"BRNG RQD!!! 3"BRNG RQD!!! ^4
LSE 1 3/4O 2'135E T LSL I 34•X 9 1/2-1.5511 6' LSL 1 N4OX 9 112'1,55E 6' LSL 1 3/4OR'L55C T (SL 13/i•X 99 If'_•1.55E 5'
O >
0
0
OATHIS CALCULATION NO
LONGER USED ON THIS
LAYOUT — J
z W (D
0
z
a W a
> x
Qe X
LSL 1 3/i"XO..1.55E 5' - !�
3" RQD!!!
BRNGO z
3e NG ,0
LSL 13/4"x97/2'I.SSE 4' o O
3/0 x 5ro
LSL 1 3/4"X 9112"1.55E 4' LSL 1 3/0•X 9 U2'1.55E 7'6/0
o W
12X21-1-21
Po 6/0 X-
4'-5"
U
Designed By: Sean McCartney - International Wood Products Z C4
� Q M
N/A TYPE QTY. DIMENSIONS GRADE LENGTH" W 00
- LP LSL BEAM 3 1 3/4" X 9 1/2" 1.55E 4' ? U H �
- LP LSL BEAM 2 1 3/4" X 9 1/2" 1.55E 5' v
LP LSL BEAM 3 1 3/4" X 9 1/2" 1.55E 6'
LP LSL BEAM 3 1 3/4" X 9 1/2" 1.55E 7' Q O w o >
**
Multi-ply beam ply's are added to multi-ply quantity.
Q � �D
v) >
I