Report (2) /rir S rd-c4 `-/
/ S A'rr r-t%pvcf t,7
Inte1fationa, `, xbd :rodu'; L1 C
MAIN FLOOR IWP14268
EVEN BETTER HOMES CROSS PART 4ykg)
111MATERIALS LIST 2Q��
FILENAME: MAIN FLOOR 1 JOIST LAYOUT.dwg GENERATED: 04/08/20140:04:8
Designed By: Sean McCartney- International Wood Products „et ,
01 WITVISOT'
I JOIST WO*
1-JOIST LPI 20Plus X 11 7/8"(31 stick(s)total)
(1/5) (2/6) (4/7) (3/8) (5/11) (1/12) (3/13) (4/14) (2/18) (6/30)
Total Linear Footage=447feet
1 JOIST BLOCK
1-JOIST BLOCK LPI 20Plus X 11 7/8" @ 24" O.C. (23' total)
RIM
RIM 1" Solid Start X 11 7/8" = 176'total
(11/16')
RIM 1 1/4" 1.35E LSL X 11 7/8" =40'total
(2/20')
LP BEAMS**
LP LSL BEAM 1 3/4"X 11 7/8" 1.55E(3 stick(s)total)
(1/4) (2/6)
LP LSL BEAM 3 1/2"X 11 7/8" 1.55E(2 stick(s)total)
(2/5)
GLU-LAM BEAMS
CALVERT GL 3000 BEAM 7"X 14"2.1E(1 stick(s)total)
(1/9)
HANGERS
HANGER Simpson HU 11 (2 total)
HANGER Simpson IUS 2.56/11.88(11 total)
T&G DECKING
APPROX. 34 SHEETS
CONSTRUCTION ADHESIVE
APPROX. 16 TUBES
END LIST
*Multi-ply blocking quantity does not represent the total number of plys.
**Multi-ply beam ply's are added to multi-ply quantity.
Note:
It is the Builders/Contractors responsibility to verify joist lengths.
Blocking panels(if required)are to be cut by the Builder/Contractor.
Web stiffeners(if required)are to be cut and provided by the Builder/Contractor.
Additional non Louisiana-Pacific material may be required.
International Wood Products, LLC.
14421 S.E. 98th Court • P.O. Box 1 750 • Clackamas • Oregon • 97015
(503) 742-8689 • (866) 742-8689 • FAX (503) 657-1843
m 1 r ,
2013.4 Allowable Stress Design
' n LOAD TABLE MSI: 0.70
NOTE: m ' ' 1 LPI 20P,lus DEPTH 11.875" DES/GN CRITERIA VSI: Or.70'i '
1.THIS COMPONENT IS DESIGNED TO SUPPORT ONLY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASE WEB: 0.375" PSI: 0.85
THE VERTICALLOADS SHOWN VERIFICATION OF FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRE( FLANGE 1.50 X 2.50
LOADING,DEFLECTION LIMITATIONS,FRAMING (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER LIVE WAD = 40 PSF
METHODS,WIND AND SEISMIC BRACING,AND OTHER
DEAD LOAD - 12 PSF
LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF TOTAL LOAD = 52 PSF
THE RESPONSIBILITY OF THE PROJECT ENGINEER FT-IN-SX FT-IN-SX
OR ARCHITECT. UNIFORM FLOOR LIVE TOP 80 PLF 00-00-00 30-00-00 1.00 'SPACING = 24.00 IN. C/C
2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD TOP 24 PLF 00-00-00 30-00-00 0.90
LATERAL STABILITY.
DEFLECTION CRITERIA
3.DO NOT CUT,NOTCH OR DRILL LPI FLANGES. WARNING NOTES: LIVE LOAD DEFL: L / 480
4.SHIM ALL BEARINGS FOR FULL CONTACT. TOTAL LOAD DEFL: L / 360
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 USED AS AFLOOR JOIST ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP I-JOISTS IS CODE COMPLIANCES :
7.COMPRESSION EDGE BRACING REQUIRED AT STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW REPORT N
59"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 LADES 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.
PROVIDE ANCHORAGE FOR UPLIFT AT SUPPORTS.ANCHORAGE DETAIL TO BE
PROVIDED BY PROJECT DESIGNER.
ANCHOR LPI JOIST SECURELY TO BEARINGS OR HANGERS. DEFLECTION ASSUMES COMPOSITE
ACTION WITH GLUED AND
APPLIED LOADS OVER END BEARINGS AND LOADS EXCEEDING 250 LBS OVER NAILED 23/32" APA RATED
INTERMEDIATE BEARINGS MUST BE TRANSFERED DIRECTLY TO SUPPORT BY SHEATHING (48/24 SPAN RATING)
RIM BOARD,BLOCKINGS,SQUASH BLOCKS OR OTHER DEVICE.
I- Vibration Controlled Spans 1SStlme:
Concrete..Lar,gLc None
Concre,a Ihb..kness.
Sheathing Aatenal: .1 31"
Ceiling Material: 'lone
Ceiling Straus 2o'o.c. None
Nov
Bndgina Material: None
Number of Rows:
1
SUPPORT REACTIONS (LBS): 11.875
LeiMAXIMUM BEARING NUMBER �e'
1 2 3 I 2.500
DOWN 565 1978 746
UPLIFT 24 --- ---
CROSS SECTION
MIN BEARING SIZES (IN-SX)
4- 8 3- 8 4- 8
MAXII$7M DEFLECTIONS
CALCULATED ALLCAD4BLE
LIVE LOAD 0.27"(L/730) 0.42" \ 13- 0- 0 \ 17- 0- 0 \
*DEAD LOAD 0.11" \ 30- 0- 0 \
TOTAL LOAD 0.34"(L/586) 0.56" **•THIS DRAWING IS NOT TO SCALE***
Handling&Erection Miscellaneous LP Specifications Software Provided By: 04104/14 IBC 2009
s
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 necessary code 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 applied to the approval and instructions from the designers of the complete structure and 3"for 8d, Nashville,TN 37219
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(Joists except as shown
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 Phare 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 hereon,negates any express warranty of the product and LP FaX 8E6.753.4369
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 lora particular use_
Thedesign and material specified are in substantial camber and 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 •ACOPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR SHEET #
deflection is instantaneous. on-site 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:\IWP14268\WOODE.SPX
2013.4 Allowable Stress Design LOAD TABLE ' MSI: 0.14
NOTE: 1 1 PLY 3.500 X 11.875 LP LSL 1.55E I DESIGN CRITERIA : VSI:u0.10r
1.THIS COMPONENT IS DESIGNED TO S'OPPOIiT OHLVr ` i
NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CAS! RBI: 0.19
THE DEFLECTION
SHOWN VERIFICATION OF FOR PATTERN LIVE LOADING ARE CHECKED AS REQURREI
LOADING,DEFLECTION(IMITATIONS,FRAMING (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER LIVE LOAD = 40 PSF
METHODS,WIND AND SEISMIC BRACING,AND OTHER =
DEAD LOAD 12 PSF
LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LOP TOTAL LOAD = 52 PSF
THE RESPONSIBILITY OF THE PROJECT ENGINEER FT-IN-SX FT-IN-SX
OR ARCHITECT. UNIFORM FLOOR LIVE TOP 600 PLF 00-00-00 05-00-00 1.00
2.PROVIDE RESTRAINTAT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD TOP 180 PLF 00-00-00 05-00-00 0.90 FLA LEFT SPAN CARR. : 11.00 FT
LATERALSTABIUTY. UNIFORM BEAM WEIGHT 13 PLF 00-00-00 05-00-00 0.90 FLR RIGHT SPAN CARR. : 13.00 FT
3.DO NOT CUT,NOTCH OR DRILL LPLSL
4.SHIM ALLBEARINGS FOR FULL CONTACT. WARNING NOTES: DEFLECTION CRITERIA :
5.VERIFY DIMENSIONS BEFORE CUTTING LP LSL LIVE LOAD DEFL: L / 480
TO SIZE. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L•P ENGINEERED WOOD PRODUCTS. TOTAL LOAD DEFL: L / 360
6.THIS LP LSLIS TO BE USED ASA FLOOR BEAM ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP I-JOISTS IS
7.COMPRESSION EDGE BRACING REQUIRED AT STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW CODE COMPLIANCES :
EACH END OF COMPONENT. BY A DESIGN PROFESSIONAL REPORT N
APA PR-L290
MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LSL ICC-ES ESR-2403
BEAM AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, LADBS RR-25783
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS CCMC 13319-R
BEAM IS CAPABLE OF SUPPORTING THE REACTIONS. Florida FL15228
ANCHOR LP LSL FLOOR BEAM SECURELY TO BEARINGS OR HANGERS.
J
-`F
11.875
SUPPORT REACTIONS (LBS):
MAXIMUM BEARING NUMBER al
1 2 T3.500
DOWN 1983 1983
UPLIFT --- --- CROSS SECTION ,
MIN BEARING SIZES (IN-SX)
3- 8 3- 8
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LORD 0.01"(L/3840) 0.12"
*DEAD LOAD 0.01" Nk 5- 0- 0 55
TOTAL LOAD 0.02^(L/2904) 0.16" •••THIS DRAWING IS NOT TO SCALE*"
Handing 8 Erection Miscellaneous Information LP LVL,LP LSL and CTR,LP I-Jdst Specifications Software Provided By: 04/04/14 IBC 2009
Temporary and pemlanent 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 fomes shall be designed and complete structure.Obtain all the necessary code compliance •Common nails driven parallel to glue lines shall be spaced a minimum of 4"for 104 414 Union Street,Suite 2000
installed by others. No loads are to be applied to the approval and Instructions from the designers of the complete structure and 3'for 8d. Nashville,TN 37219
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 shown
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 I-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 hereon,negates any express warranty of the product and LP Fax 866.753.4369
Desi Criteria approved as shown in this drawing based on data provided by the disclaims all implied warranties including the implied warranties of merchantability
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 camber and 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
deflection is instantaneous. on-site inspection.This drawing must have an Architect's or SHEET #
Engineers seal affixed to be considered an Engineering document. LP is a registered trademark of Louisiana-Pacific Corporation.
File:J:\IWP14266\WOODE.SPX
2013.4 Allowable Stress Design LOAD TABLE r MST: 0.07
NOTE: i , r I 1 PLY 1_750 X 1?.875 LP LSL 1.55E J DESIGN CRITERIA : VSIa 0.06
1.THIS COMPONENT IS DESIGNED TO SUPPORT ONLY r NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE
THE VERTICAL LOADS SHOWN VERIFICATION OF (1). OTHER LOAD CASI FSI: 0.21
FOR PATTERN
LOADING,DEFLECTION LIMITATIONS,FRAMING LIVE LOADING ARE CHECKED AS REQUIRE!
=
METHODS.WIND AND SEISMIC BRACING.AND OTHER =(DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER LIVE LOAD40 PSF
DEAD LOAD 12 PSF
LATERAL BRACING THAT ISAUNAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD IMF TOTAL LOAD = 52 PSF
THE RESPONSIBIUTY OF THE PROJECT ENGINEER FT-IN-SX FT-IN-SX
OR ARCHITECT. UNIFORM FLOOR LIVE TOP 112 PLF 00-00-00 03-11-08 1.00
2.PROVIDE RESTRAINT AT SUPPORTSTO ENSURE UNIFORM FLOOR DEAD TOP 34 PLF 00-00-00 03-11-08 0.90 FLR LEFT SPAN CARR. : 1.58 FT
LATERALSTABIUTY. UNIFORM BEAM WEIGHT 7 PLF 00-00-00 03-11-08 0.90 FLR RIGHT SPAN CARR. : 4.00 FT
3.DO NOT CUT,NOTCH OR DRILL LP LSL CONCENTRATED FLOOR LIVE TOP 262 LBS 00-00-05MINBRG 3.00" 1.00
4.SHIM ALLBEARINGS FOR FULL CONTACT. CONCENTRATED FLOOR DEAD TOP 78 LBS 00-00-05MINBRG=3.00" 0.90 DEFLECTION CRITERIA :
5.VERIFY DIMENSIONS BEFORE CUTTING LP LSL CONCENTRATED FLOOR LIVE TOP 262 LBS 01-10-12MINBRG 3.00" 1.00 LIVE LOAD DEFL: L / 480
TO SIZE. CONCENTRATED FLOOR DEAD TOP 78 LBS 01-10-12MINBRG=3.00" 0.90 TOTAL LOAD DEFL: L / 360
6.THIS LP LSLIS TO BE USED ASA FLOOR BEAM ONLY CONCENTRATED FLOOR LIVE TOP 262 LBS 0 3-11-04MINBRG=3.00" 1.00
7.COMPRESSION EDGE BRACING REQUIRED AT CONCENTRATED FLOOR DEAD TOP 78 LBS 03-11-04MINBRG=3.00" 0.90 CODE COMPLIANCES :
EACH END OF COMPONENT, REPORT #
WARNING NOTES: APA PR-L280
ICC-ES ESR-2403
THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS. LADBS RR-25783
USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP I-JOISTS IS • CCMC 13319-R
STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW Florida FL15228
BY A DESIGN PROFESSIONAL.
PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY.
MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LSL
BEAM AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER,
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS
BEAM IS CAPABLE OF SUPPORTING THE REACTIONS.
ANCHOR LP LSL FLOOR BEAM SECURELY TO BEARINGS OR HANGERS.
L J
SUPPORT REACTIONS (LBS): 11.875
MX:MUM BEARING NUMBER T.
1 2 I 1.750
DOWN 817 804
UPLIFT --- --- CROSS SECTION '
MIN BEARING SIZES (IN-SX)
2- 8 2- 8
/
MAKDIUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD 0.01"(L/7817) 0.09"
*DEAD LORD 0.00" \ 3-11- 8
TOTAL LOAD 0.01"(L/5885) 0.13" ***THIS DRAWING IS NOT TO SCALE***
Handing 8,Erection Miscellaneous Information LP LVL,LP LSL and CTR,LP I-Joist Specifications Software Provided By:
04GIn4TBC 2009
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 necessary code compliance •Common nails driven parallel to glue lines shall be spaced a minimum of 4"for 10d 414 Union Street.Slate 2000
installed by others. No loads are to be applied to the approval and instructions from the designers of the complete structure and 3"for 8d. Nashville,TN 37219
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 shown
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 Pete 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 hereonnegates any express warranty of the product and LP Fax 8E6.753.4369
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 Hoists ere made without and fitness for a particular use.
The design and material specified are in substantial camber and 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
deflection is instantaneous. on-site inspection.This drawing must have an Architect's or SHEET #
i Engineer's seal Mixed to be considered an Engineering document. LP is a registered trademark of Louisiana-Pacific Corporation.
File:J:\IWP14268\WOODE.SPX
_ _ MSI: 0.11
LOAD TABLE 1 PLY 1.750 X 11.875 LP LSL 1.55E I DESIGN CRITERIA VSI y 0.13
1.THIS COMPONENT IS DESIGNED TO SUPPORT ONLY r , R.BI: 0.13
THE VERTICALLOADS SHOWN VERIFICATION OF, , NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASE
LOADING,DEFLECTION LIMITATIONS.FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REOUiREI
METHODS,, WIND AND SEISMICMITAONS,FRAMING
OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER LIVE LOAD 40 PSF
DEAD LOAD = 12 PSF
LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF TOTAL LOAD = 52 PSF
THE RESPONSIBILITY OF THE PROJECT ENGINEER FT-IN-5X FT-IN-SX
OR ARCHITECT. UNIFORM FLOOR LIVE TOP 80 PLF 00-00-00 06-01-00 1.00
2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD TOP 24 PLF 00-00-00 06-01-00 0.90 FIR LEFT SPAN CARR. : 2.00 rr
LATERAL STABILITY UNIFORM BEAM WEIGHT 7 PLF 00-00-00 06-01-00 0.90 FLR RIGHT SPAN CARR. : 2.00 Fr
3.DO NOT CUT,NOTCH OR DRILL LP LSL CONCENTRATED FLOOR LIVE TOP 566 LBS 01-03-00MINBRG=3.00" 1.00
4.SHIM ALLBEARINGS FOR FULL CONTACT. CONCENTRATED FLOOR DEAD TOP 170 LBS 01-03-00MINBRG=3.00" 0.90 DEFLECTION CRITERIA :
5.VERIFY DIMENSIONS BEFORE CUTTING LP LSL LIVE LOAD DEFL: L / 480
TO SIZE. WARNING NOTES: TOTAL LOAD DEFL: L / 360
6.THIS LP LSLIS TO BE USED ASA FLOOR BEAM ONLY.
7.COMPRESSION EDGE BRACING REQUIRED AT THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS. CODE COMPLIANCES :
EACH END OF COMPONENT. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP I-JOISTS IS REPORT 8
STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW APA PR-L280
BY A DESIGN PROFESSIONAL. ICC-ES ESR-2403
LADES RR-25783
PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY. CCMC 13319-R
Florida FL15228
MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LSL
BEAM AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER.
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS
BEAM IS CAPABLE OF SUPPORTING THE REACTIONS.
ANCHOR LP LSL FLOOR BEAM SECURELY TO BEARINGS OR HANGERS.
i
1
ic
SUPPORT REACTIONS (IRS): 11.975
MAXIM(1M BEARING NUMBER �}c' ,..,,j1 2 I 1.750 uoC
DOWN 921 488
UPLIFT --- --- CROSS SECTION
MIN BEARING SIZES (IN-SE)
4- 8 4- 8
MAXIMUM DEFLECTIONS
CALCULATED ALLOCABLE '
LIVE LOAD 0.02"(L/4533) 0.14"
"DEAD LOAD 0.01" N. 6- 1- 0 \
TOTAL LOAD 0.02"(L/3384) 0.19" '••THIS DRAWING IS NOT TO SCALE"'
Handing 8 Erection Miscellaneouslrlformafidn LP LVL,LP LSL and CTR,LP I-Joist Specifications Software Provided By: 04/07/14 IBC 2009
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 tomes shall be designed and complete structure.Obtain all the necessary code 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 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(Joists except as shown Nashville,TN 37219
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(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 hereon,negates any express warranty of 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 Hoists are made without and fitness for a particular use.
The design and material specified am in substantial camber and 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
deflection is instantaneous. on-site inspection.This drawing must have an Architect's or SHEET #
Engineer's seal afized to be considered an Engineering document. LP is a registered trademark of Louisiana-Pacific Corporation.
File:J:U WP142681WOODE.SPX
Client PARR LUMBER Shipping
Roshom RO.YW()on
Project Name: EVEN BETTER Job# IWP14268 Oue-Ally 1 Descrip'ion
B4 Rosboro Big Beam 7.000" X 14.000" - PASSED4/8/2014 2:47 PM
..- Page 1 of 1
Designer:Sean McCartney
' , •
, .
. ,, At f 1 rz
i SPF 2 SPF
.1' 88"
88" /
/
Type: Girder Application: Floor Reactions
Moisture Condition:Dry Design Method. ASD
Brg Live Dead Snow Wind Const
Deflection LL: 480 Building Code: IBC 2012/IRC
1 6382 3539 0 0 0
Deflection TL 360 Load Sharing: No
2 4747 3556 0 0 0
Importance: Normal Wet Use. No
Temperature: Temp<=100°F Deck: 3/4"SPF Plywood Nailed
Vibration Not Checked
Bearings
Bearing Input In Cap. React D/L lb Total Ld.Case Ld Comb.
Analysis Actual Location Allowed Capacity Load Comb.Ld.Case Length Analysis
1 -SPF 5.500" 3.500" 95% 3539/6382 9921 L D+L
Moment 15764 ft-lb 47 13/16" 56751 ft-lb 0 278(28%) D+L L
2-SPF 5.500" 3.000" 93% 3556/4747 8303 L D+L
Shear 6336 lb 15 3/4" 19600 lb 0.323(32°A) D+L L
LL Defl inch 0.032(L/3028) 43 5/16" 0.201(L/480) 0 160(16%) L L
TL Defl inch 0.054(L/1771) 43 9/16" 0.267(L/360) 0.200(20%) D+L L
Design OK.
Design Notes
1 Girders are designed to be supported on the bottom edge only
2 Bottom unbraced.
ID Load Type Location Trib Width Side Dead Live Snow Wind Const. Comments
1 Tie-In 0-0-0 to 8-8-0 (Span)30-0-0 Top 25 PSF 40 PSF 0 PSF 0 PSF 0 PSF TOP FLR SC
2 Tie-In 0-0-0 to 8-8-0 (Span)10-2-0 Top 12 PSF 40 PSF 0 PSF 0 PSF 0 PSF LSC
3 Tie-In 0-0-0 to 8-8-0 (Span)10-0-0 Top 54 PSF 50 PSF 0 PSF 0 PSF 0 PSF RSC-GARAGE
4 Uniform Top 90 PLF 0 PLF 0 PLF 0 PLF 0 PLF WALL
5 Point 1-0-0 Top 0 lb 2000 lb 0 lb 0 lb 0 lb CAR
Self Weight 25 PLF
International Wood Products
14421 SE 98th Ct.,OR
97015
11111,lr II"'
..AI\ .
international'Mod Products,UC
Powered by OiStruct'.13.6.096 ir'i _;,-_,1 CALMAT°steunupso oessGsrs