Plans (4) ITW Building Components Group, Inc.
8351 Rovana Circle Sacramento,CA 95828 (916)387-0116
Page 1 of 1 Document ID:1UQ67175Z0309092524
Truss Fabricator: Truss Conponents of Oregon
Job Identification: 1012064--PARR LUMBER-SALEM -Troxel plan 1263 Lot 22 G -- lot 22
Model Code:: R -�
Atior
Truss Criteria: CUSTOM/TP 1-2007(STD) 5 NG 1 N FF %
Engineering Software: Alpine proprietary truss analysis software. Version 10.02. 1957 •E.
Truss Design Loads: Roof - 42 PSF @ 1.15 Duration
Floor - N/A /401, i
Rind - 100 NPH (ASCE 7-05-Closed)
OREGON
Notes:
'41,AL 20,99*
1. Determination as to the suitability of these truss conponents for the 44OLCI W,0"..
structure is thettachdresponsibilitygof the building designer/engineer of Renew�6J2
Ms
2. oosnoinaon atedndrrawings; the drawing nunber is preceded by: CAUSR7175
Details: A1003005-GBLLETIN-GABRST05-A1001505- Gary W.Heal
Submitted by GIH 09:25:22 10-09-2012 Reviewer: JOB
$ $
L##_ Ref Description Drawing# Date
1 67393--AGE 12283009 10/09/12
2 67394--A 12283010 10/09/12
3 67395--BGE 12283011 10/09/12
4 67396--B 12283012 10/09/12
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
(1012064--PARR LUMBER-SALEM -Troxel plan 1263 Lot 22 G -- lot 22 TIGARD, OR - AGE)
Top chord 2x4 DF-L #1&Bet.(g) 100 mph wind, 22.44 ft mean hgt, ASCE 7-05, CLOSED bldg, Located
Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP C, wind TC DL=4.2 psf, wind BC
Webs 2x3 HF #2 Al, M9, M17 2x4 HF #2: DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction Reactions and chord design based on MWFRS wind pressures.
factors. Web design based on both MWFRS and C&C.
Roof overhang supports 2.00 psf soffit load. Truss spaced at 24.0" OC designed to support 1-0-0 top chord
outlookers. Cladding load shall not exceed 3.00 PSF. Top chord
Truss designed for unbalanced snow load based on Pg=25.00 psf, may be notched 1.5" deep X 3.5" AT 48" o/c along top edge. DO NOT
Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. OVERCUT. No knots or other lumber defects allowed within 12" of
notches. Do not notch in overhang or heel panel.
See gable detail dwgs for additional wind bracing requirements.
See DWGS A10030050109, GBLLETIN0109, & GABRST050109 for more
See gable detail drawings for wind bracing details. requirements.
HF #2 2X3 studs longer than 48" require reinforcement.
Bracing shown or noted is designed only to restrain members Deflection meets L/360 live and L/240 total load. Creep increase
against bucking due to gravity and in-plane wind loads. Provide factor for dead load is 2.00.
lateral wind bracing per GABRST050109 or per engineer of record.
Fasten rated sheathing to one face of this frame.
4X5(R) III
M9
6 6 8-8-4
i
I
0-11-4 ;�" ] b 1
:
I M1 3 ti 0 11-4 `) 18-0-0
/
3X5 III 3X5= 3X5 III
1-6-0
�� 1-6-0
y
15-6-0 15-6-0
Frz 31-0-0 Over 2 Supports
R=118 PLF U=25 PLF W=16-0-0
RL=16/-16 PLF R=111 PLF U=40 PLF W=15-0-0
Note: All Plates Are 1.5X4 Except As Shown.
Design Crit: CUSTOM/TPI-2007(STD)
PLT TYP. Wave FT/RT=4%(0%)/10(0) 10.02.02'CI'
7r. ,�. +OFtc$ OR/-/1/-/-/R/- Scale =.1875"/Ft.
Truss 825 N 4th Ave,Cornelius Oregon R 9U71)137'NORTRNTO BSTR ET(SUITTEN 112. ALEXANDRIA,VA. 2 3114)ANI)INCAB(WOOD D TRUSSI (rHCIL S OOFTEAMER'ICTTUTE.CI630D �` �`Y �i TC LL 25.0 PSF
AGF. p2 REF R7175- 67393
ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TC DL 10.0 PSF DATE 10/09/12
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 1967 -E 7
A PROPERLY ATTACHED RIGID CEILING, I
•
..IRPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 11W BUILDING COMPONENTSGR �/ BCBC DL 7.0 PSF DRW CAUSR7175 12283009
ALPINE _ INOCONFORMANCE UP, INC. �WITH LL OTPT IE ORS FABRICATING, HANDLING, SHNSIBLE FOR ANY IPPING.OM TINSTALLING&HIS DESIGN, ABRACING NY UOF TRUSSES RE TO BUILD THE TRUSS LL 0.0 PSF CA-ENG JMB/GWH
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE 11/09/2012
CONNECTOR PLATES ARE MADE OF 20/18/16.(W.H/SS/K)ASTM A653 GRADE 40/60 (W, K/H.SS)GALV. STEEL.APPLY OREGON TOT.LD. 42.0 PSF SEAN- 371262
PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 1600-Z.
ANY INSPECTION OF PLATES FOLLOWER BY(i)SHALL BE PER ANNEX A3 OF TPII-2002 SEC.3. A SEAL ON THIS C143°4.
41At 20,VOITW Building Components Group,Inc. rITIGSHOWNCATESTHECSUITA IE_g ANOFITIOFATHSGCOMPONENTRF
IOROANV BUILO(NGDISLTHE RESPONSIBILITVWOLNTHE DUR.FAC. 1.15 FROM BB
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. Rp4.b W•N*
SPACING 24.0" JREF- 1UQ67175Z03
Rcncwel 6/30/28-13
I A 1 1
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
(1012064--PARR LUMBER-SALEM -Troxel plan 1263 Lot 22 G -- lot 22 TIGARD, OR - A)
Top chord 2x4 DF-L #1&Bet.(g) (**) 2 plate(s) require special positioning. Refer to scaled
Bot chord 2x4 DF-L #1&Bet.(g) plate plot details for special positioning requirements.
Webs 2x4 DF-L Std/Stud(g) :W2, W4, W5, W7 2x4 DF-L #2(g):
100 mph wind, 22.44 ft mean hgt, ASCE 7-05, CLOSED bldg, Located
Connectors in green lumber (g) designed using NDS/TPI reduction anywhere in roof, CAT II, EXP C, wind TC DL=4.2 psf, wind BC
factors. DL=4.2 psf.
Roof overhang supports 2.00 psf soffit load. Reactions and chord design based on MWFRS wind pressures.
Web design based on both MWFRS and C&C.
(a) Continuous lateral bracing equally spaced on member. Or 2x6
#3 or better "T" brace. 80% length of web member. Attached with Bottom chord checked for 10.00 psf non-concurrent live load.
16d Box or Gun nails (0.135"x3.5",min.) @ 6" OC.
Deflection meets L/360 live and L/240 total load. Creep increase
Truss designed for unbalanced snow load based on Pg=25.00 psf, factor for dead load is 2.00.
Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
5X5=
:e
4X5 4X50
W5
6 8-8-4
1 .5X4 III W7 1 .5X4 III
_I j (a) W2 (a)
0-11-4 I. i l
.. 0-11-4 .. 18-0-0
5X5(**) --- 3X5= 3X5= 3X5= 165,
5X5(**)
1-6-0
y
1-6-0
7-9-0 i_ 7-9-0 i_
10-4-0 7-s-o
10-4-0 'I' _I_
10-4-07-9-0
,i,
15-6-0 15-6-0
Ie 31-0-0 Over 2 Supports
R=1454 U=445 W=5.5" R=1454 U=445 W=5.5"
RL=233/-233
Design Crit: CUSTOM/TPI-2007(STD)
PLT TYP.pWave }'}��W��AAF1 FT/RT=4%(0%)/10(0) 10.02.02.�,et /.2810p� OR/-/1/-/-/R/- Scale =.1875"/Ft.
Truss 825N4thAve,Cos ofrnetusOR9on U71)137 NORTHNLEEBSTR ET, SUITE312.1MALEXANDRA, VA. 22314)AND WTCAB(WOODO TRUSSPCIOUNCILSOOFTEIAMERIA TEC1300 \C NAVitl�� 0....
REF R7175- 67394
Si TC LL 25.0 PSF
iir
ENTERPRISE NDIC, MADISON, WI HALLS) FOR SAFETY PRACTICES PRIOR TO PERFORMING NTHESE FUNCTIONS. UNLESS HAVE ' TC DL 10.0 PSF DATE 10/09/12
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE An 57 .G 'p
A PROPERLY ATTACHED RIGID CEILING. A 1�..
"'IMPORTANTlei" .
•
•"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS Ar' . BC DL 7.0 PSF DRW CAUSR7175 12283010
ir _ GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG JMB/GWH
ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING&BRACING OF TRUSSES.
11/09/2012
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE
CONNECTOR PLATES ARE MADE OF 20/16/16GA(W,H/SS/K)ASTM A653 GRADE 40/60(W. K/H,SS)GALV. STEEL.APPLY OREGON TOT.LD. 42.0 PSF SEAN- 371256
PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z.
ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS \\...........___..........„..)
� KQITW Building Components Group,Inc. DRAWINGINDICATESACCEPTANCE OFPROFESSIONAL ENGINEERINGRESPD:88111ITYSOLELY FORTMETRUSS COMPONENT - 20,19` AUR.FAC. 1 .15 FROM BB
SaCTamen(O,CA 95828 DESIGN SHOWN. THESUITABILITY AND USEOF THIS COMPONENTFOR ANYBUILDING IS THERESPONSIBILITY OF THE )BUILDING DESIGNER PER ANSI/TPI , SEC. 2. , �O^•o 1N• SPACING 24.0" JREF- 1 UQ67175Z03
xenewdl Gfsu/e(1s
I • 1 1
(1012064—PARR LUMBER-SALEM -Troxel plan 1263 Lot 22 G -- lot 22 TIGARD, OR - BCE) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
Top chord 2x4 DF-L #2(g) 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located
Bot chord 2x4 DF-L #2(g) anywhere in roof, CAT II, EXP C, wind TC DL=4.2 psf, wind BC
Webs 2x3 HF #2 DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction Reactions and chord design based on MWFRS wind pressures.
Web design based on both MWFRS and C&C.
Roof overhang supports 2.00 psf soffit load. Right end vertical not exposed to wind pressure.
Truss spaced at 24.0" OC designed to support 1-0-0 top chord See DWGS A10015050109, GBLLETIN0109, & GABRST050109 for more
outlookers. Cladding load shall not exceed 3.00 PSF. Top chord requirements.
may be notched 1.5" deep X 3.5" AT 48" o/c along top edge. DO NOT
OVERCUT. No knots or other lumber defects allowed within 12" of Bottom chord checked for 10.00 psf non-concurrent live load.
notches. Do not notch in overhang or heel panel.
Deflection meets L/360 live and L/240 total load. Creep increase
Unbalanced snow loads have not been considered. factor for dead load is 2.00.
1.5X4 III
1.5X4lii
4
2-3-15
0-3-15
111..."111
j
1 Fr
r. 9-0-0
2X4(A1)
1.5X4 III 1.5X4 III
�1-6-0�
6-0-0 Over Continuous Support ={
R=115 PLF U=82 PLF W=6-0-0
RL=31/-4 PLF
•
Design Crit: CUSTOM/TPI-2007(STD)
PLT TYP. Wave FT/RT=4%(0%)/10(0) 10.02.02. +10.1E80p OR/-/1/-/-/R/- Scale =.5"/Ft.
Truss Components of Oregon (503)357-21REKERN1NBc51TRUSBSEILDINGU(COMPONENT SAFETYE IINFORMACATII)N PUN:
HANISHED BV HIPPI(RUSSNSPLAT NNAND BECI2 e
825 N 4th Ave,Cornelius OR 97113 �`1S TC LL 25.0 PSF REF R7175- 67395
NORTH LEE STREET, SUITE 312,ALEXANDRIA, VA, 22314)AND WFCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 �5N4(201.41:0.- 0
ENTERPRISEISNDIC, MADISON, OI HAL19)LH FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS
TC DL 1 0.0 PSF DATE 10/09/1 2
OTHERWISE INDICATED TOP CHORD INC. HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE Ys
A PROPERLY ATTACHED RIGID CEILING. 1957 'E Y
• •'IMPORTANT" ♦
FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS , 'f ;011, BC DL 7.0 PSF DRW CAUSR7175 12283011
GIN ROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG JMB/GWH
ALPINE WITHING,
(NATIONAL DESIGNLLING SPEC,&BYNACING AF&PA)OF ANDRTPIES ALPINE 11/09/20121� Cl
CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/S5/K)ASTM A653 GRADE 40/60(N, K/H.SS)GALV. STEEL.APPLY OREGON TOT.LD. 42.0 PSF SEQN- 371269
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160E-Z.
ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS Le%/� 90
• ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPO NEWT 20.�� �✓ OUR.FAC. 1.15 FROM BB
Sacramento,CA 95828 BUILDING NDESIGNERTPER5AN51/NPI r1 SEC USE OF THIS COMPONENT FOR ANV BUILDING IS THE RESPONSIBILITY OF THE
�Q00 yy•0�P SPACING 24.0" JREF- 1UQ67175203
Renewal 6/30/2013
1 r
1 L a
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR.
(1012064--PARR LUMBER-SALEM -Troxel plan 1263 Lot 22 G -- lot 22 TIGARD, OR - B)
Top chord 2x4 DF-L #2(g) 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located
Bot chord 2x4 DF-L #2(g) anywhere in roof, CAT II, EXP C, wind TC DL=4.2 psf, wind BC
Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction Reactions and chord design based on MWFRS wind pressures.
Web design based on both MWFRS and C&C.
Roof overhang supports 2.00 psf soffit load. Right end vertical not exposed to wind pressure.
Bottom chord checked for 10.00 psf non-concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 2.00.
Unbalanced snow loads have not been considered.
1.5X4 III
i
__-----
4I
2-3-15
■
0-3-15 i ■
1 WM
BM
3X5 III
2X4(A1) -
L--1-6-0-->-1
l< 5-8-4 iI
6-0-0 Over 2 Supports
R=385 U=75 W=3.5" R=238 U=58
RL=70/-22
Design Crit: CUSTOM/TPI-2007(STD)
PLT TYP. Wave FT/RT=4%(0%)/10(0) 10.02.02. .! •:=o OR/-/1/-/-/R/- Scale =.5"/Ft.
Truss Components of Oregon (503)357-?*f*MARNINN**TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, INSTALLING AND BRACING. t
825N4th Ave,Cornelius OR97113 ER TO RNOORRTH LEEBCSI STREET, SUITENG COMPONENT SAFETY 312,ALEXANDRIA, VA!N22314)ION),AND WTCABLISHED(WOOD BYTPI
COUNCIL PLATE
AMERICA, 6210
30D `r/��,`W0INZ-rrrwww-- '90 TC LL 25.0 PSF REF R7175- 67396
ENTERPRISE LANE, MADISON, WI 53]19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS `�C C . TC DL 10.0 PSF DATE 10/09/12
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE J (_
A PROPERLY ATTACHED RIGID CEILING. * ,
**IMPORTANT**FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS / ,/'�. BC DL 7.0 PSF DRW CAUSR7175 12283012
mw IGN CONFORMANCE
INC. SHALL NOT BE ORSFABRICAE FOR ANY DEVIATIONI . FROM THIS DESIGN, ANY CI GU OF TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG JMB/GWH
ALPINE DESIGN FCONFORNSWWI HTAPPLTCABLERPROVISIONSAOFLNOS(NATIONAL DESIGNLSPEC.XBVRAF&PA)NG OF ANDRTPIES ALPINE 11/09/2012
CONNECTOR PLATES ARE MADE OF 20/18/16CA(W,H/SS/K)ASTM A653 GRADE 40/60 (W, K/H,SS)GALV, STEEL.APPLY OREGON TOT.LD. 42.0 PSF SEAN- 371265
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2.
ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS K���
ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT C '-*•2e, DUR.FAC, 1.15 FROM BB
Sacramento,CA 95 828
DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANV BUILDING IS THE RESPONSIBILITY OF THE
BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. ROLE W.NSP SPACING 24.0" JREF- 1 UQ67175Z03
Renewal 6/30/2013
GABLE STUD REINFORCEMENT DETAIL
ASCE 705: 100 MPH WIND SPEED, SO' MEAN HEIGHT, ENCLOSED, I 1.00, EXPOSURE C Kzt = 1.00
SPACING ABESVERTIC GRADE GROUP A RACE * (1) 2X4 "L BRACE * (2) 2X4 "L" BRACE "* (]) 2X6 'L' BRACE ' (2) 2X6 'L" BRACE `.
BRACE 1X4 "L'
GABLE VERTICAL NO
�' BRACES GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B
W #STUD#2 3 10„ .. 6 1 ,� - 6 1 - 8 8 1' - - - ' , '.
0;; 6 1 7 0' B ] g 0„ 9- 8' _ 9 18 12 6 12 6 14 0 _]4 0 �BRAC7NG GROUPGROUp L;S AND GRADES:
SPF -3 _ 3 1” 6' 10 6 1„ g 1" 8' 1" 9' 8" 9' 8' 1- 7" 12' 7' 14 0 14 0'
JA
6 11 6' 11" 9' 3' 9' 3' 10' 9" 10' 9" _ 14' 0" 14' 0'' SPRUCE-PINE-FIR HEM-FIR
SP
STANDARD 44'3' 0 6 ]0" _ 7 4 8' 1" 8' 9' 9 8 0 5 12 8' 13' 8' 14' 0' 14' 0' 2 ISTANDARDI L z ;STUD -
r-. #2 3 4' 1" 6' 3, 6 3' 8' 1" 8' 3" 9' 8" 10' 2" 12' 8" 12' 10' 14' 0" 14' 0" #� STUD� h3 STANDARD
51 4" 6 10" 7 4'
8 1 8 9 9 8 10' 5" 12 8 13' 8
14 0., 14, 0„
'DOUGLAS FIR-LARCH SOUTHERN PINE
DFL, STUD 4 1" 6 2 6 2 8' 1 8 2 _ 9 8 10' 2" 12' 8" 12' 9. 14' 0" 14 0" tU
0 STANDARD 3' 11" 5' 4" 5' 4" 7' 1" 7' 1" 9' 6" 9' 6" 11' 0" 11' 0" 14' 0" 14' 0' STUD STUD
I ) I #2 6 7' 16" _ 8' 6 9' 3" 9' 36' 1' I 11 1 14 0'` 14 0" STANDARD _STANDARD
11' 1" 1' 4' 14' 0" 4 0' 14' 0" 14' 0" L_
0
� �� STUD 4 5' 7 5' 7 5' _ 14' 0" 14' 0" -
HF
#2 -- - - 14 01 0"
— - - -
_ I1 0" __ 14' 0"
GROUP F3:
STANDARD 5 0" 7 10" 8 9 3" 10 0' 11' 1 111 11 14 0" 14 0" 14' 0" 14' 0' HEM-FIR
1
_ _ 4' 10 7' 10 8 5' 9' 3" 10 0" _ 14 0' 14 0
-1 STUD 4' 8' --8" 7' 7 7 6 9' 3 9' 9" II' 1' 11' 14' 0" 14' 0" 14' 0" 14' 0" — #1
_. '-.. ( 7' 78 ---
T _ 4 6 6 8 8' B, 11' 1" 11 8"
13' 5" 13 0" 14' 0" 14' 0" SOUTHERN PINE DOUGLAS FIR-LARCH
DF
k/-I f , 2 _ 5 0' 8 7 9' 3 9 9 11 1" 11' 4 13' S"_ 13 5" _14'_0' 14' 0" #1 _
_ _ � _STANDARD 4 6" 6' 8 I0� -
6 7
or 51#3 4 10" 8' 7" 8 7" 10' 2" 10' 2, 12' 2„ 12', 2" 14' 0" 14 0, 14' 0" 14' 0" 1 - #- _ .— 42 - _ -
0 I�t STUD 4 10" 8 7" I 8 7" 10' 2" 10 2" 12' 2 12' 2" 14' 0" 14' 0" _ 14 0" 14' 0'
STANDARD 4 10 5" 7 S" 9 9" 9 9" 12' 2' 12' 2" 14' 0" 14' 0" 14' 0" 14' 0" GABLE TRUSS DETAIL NOTES:
_ 12'_2" 13 1' 4' 0 19' 0 14 0 14 0' -
�, r _#3 - 5' 1" 8 7" 8' 10"10�. 10' 2" 11' 0" 12' 2" 13' 1" 14' 0" 14 0 14 0" 14' 0"51 ISVE LOAD DEFLECTION CRITERIA IS L/210.
#_ 5 6" 8 7' 9 3'
STUD Al' 12' 2" 12' 10 _ 14' 0" 14' 0" 14 0" 14' 0' PROVIDE UPLIFT CONNECTIONS FOR 75 PLY OVER
I �" 12' 2 1210 14' 0" 14 0'� 14' 0' 14' 0" CONTINUOUS BEARING (5 PSF TC DEAD LOAD).
1 FL 10' 2' l0 9,
L L. STANDARD 5' 0' 7' l" 777" 10 0" 10.0" 12' 2" I 12' 6' I 14' 0 14 0" I 14' 0 14' 0" ( GABLE END SUPPORTS LOAD FROM 4' 0"
OUTLOOKERS WITH 2' 0" OVERHANG, OR 12"
SYMMIp
PLYWOOD OVERHANG_
_ _ _ - _ ABOUT'
GABLE TRUSS /1 "=
BID
�„ #I
ATTACH EACH L BRACE WITH lOd NAILS.
I �1 (0.128'x3' min)
254 2N OR BETTER FOR I) C' BRACE SPACE NAILS AT 2 O.C.
DIAGONAL BRACE OPTION' / 1. -F IN 18" END ZONES AND 4" O.C. BETWEEN ZONES.
1-" '" . ' ' '' l' . lIIIIMIlIMllMlMTIMMMMlIMMMMl.11.11MII.M.IMl.l.lIMlIlIl.IIII.MIIM1IIIlIlII1.
VERTICAL LENGTH MAY BE **FOR (2) li' BRACES- APACE NAILS AT 3" O.C.
DOUBLED WHEN DIAGONAL 18 * IN 18" END ZONES AND 6" 0.C. BETWEEN ZONES.
BRACE IS USED. CONNECT ./ 1
DIAGONAL BRACE FOR 5604
I.
1V "L" BRACING MUST BEA MINIMUM OF 80% OF WEB
AT EACH END. MAX WEB � / BRACE MEMBER LENGTH.
TOTAL LENGTH IS 14'. 5" t ** 1
W254 STUD, 43 OR -���1 GABLE VERTICAL PLATE SIZES
BETTER DIAGONAL I- hV� VERTICAL LENGTH 1 NO SPLICE_
VERTICAL LENGTH SHOWN /W BRACE; SINGLE 18" * LESS THAN 4' D IX4 OR 2X3
IN TABLE ABOVE. ,1/ , OR DOUBLE CUT UI
L 1 GREATER THAN 4 0 BUT
(AS SHOWN) AT ��— _1 U o-_• Lt. 11 EATER THANII 6 2X4
UPPER END_ ... - ■. Iv GR11 6 2.554
-511 / / / / CONTINUOUS BEARING /� W / + REFER TO COMMON TRUSS DESIGN FOR
PEAK, SPLICE AND HEEL PLATES.
CONNECT DIAGONAL AT REFER TO CHART ABOVE FOR MAX r'M,, =- ,ENGTII
MIDPOINT OF VERTICAL WEB. -- - -
**WARNING HEAD AND FOLLOW ALL NOTES ON THIS SHEET. ..P vtG1�F�Vut rr�� _
Trusses G extreme care fabricating,handling sh pp ginstalling 1 bracing. R f t d follow / REF A.SCE'7_�J_('a.QU100 30
r BCSI (Building C mponent Safety Information, by TP] and WTCA)P safety/ I , thes [ t' Installers shall p d temporary brae practices priortperforming
chord --
/ //'' v g h Rsh 01 notedotherwise, p1957 •E r DATE
ha77 h p p rty attached st t ]panels and bottom chord shall h a properly attached gid D A T E 1/1/09
•
////
ITWI g. L tins shown for p ant lateral restraint of webs shall have bracing Installed per BCSI R� r
”I OOTAO to build COPS job'ssections B3&B7. See this general DESnotIGN
page INSforTALLATION
moreONTRInformationD C 410030050109
PORTANT FURNISH COPY OF THIS DESIGN PO INSTALLATION CONTRACTOR. I IIO9�2O12
BUIIdIngColnpOnenlSGfoupinC. B Id g Components Group Inc.(ITWBCG)shall not be responsible for any Lev[ation from this design, I Ct 11: ( 2
Yin conformance with TPI,or fabricating,handling shipping.metalling& '
bracing of trusses. ITWBCG connector plates d f 20/18/16GA(W N/S/K)ASTM A653 grad 3//40/80 "/� z
(H/W/H )g l steel Apply plates L each f f truss,positioned h above and on grade
L Details. V� ���I
A seal thisd ee and engineering ���` MAX. 'POT. Lll. 60 YSF
g page indicates-L acceptance professional
for theL g - g respons b'It} solely
mp t d sig t Th tabinty and use of thiscomponenl.for any building is the �CQ w_N
espi nn b l ty of LI Building U per ANI' TNI 1 Sec 2.s
r�,�,.itr,b TPI I Icor I1It.1 e
Earth City,MO 63045 ITN' FINN ,n - 1�n= r.�*-f�.-I h�strr c,u ICC. r�nf� safe ors Renewal Q�30f 033
CWa0 (1 _ie --Ju 1' (
For -et-H We rt call Gable Truss Plate Sizes
Akiout 1� Refer to appropriate iAG gable detail for
minimum plate sizes for vertical studs.
__,j I �� Refer to Engineered truss de sign for peak,
..,,,,r/
splice, web, and heel plates,
+ C)If gable vertical plates overlap, use a
single plate that covers the total area of
the overlapped plates to span the web,
® , Gable
al
a Length Example,
2X4 p�
I 2X4 i 2X8
"T" RelnPorcement Attachment Detail
M
cin9 "T" Reinf a-
cngr / ember Member
7J'// or-,all - Or - End
-nail�
To convcrt From L to "T reinforcing members,
Provide connections for uplift specified on the engineered truss design. multiply 'T" increase by length Chased on
Attach each "T" reinkorcing mer" er with appropriate ]7W gable detail).
Fend Driven Nails Maximum allowable 'T" reinforced gable vertical
10d Common 00.148"x 3.",min) Nails at 4" o . plus length Is 14' from top to botton chord,
(4) Halls in the top and bottom chords.
1" rein Porting member material must vetch size,
l R4o1 She athing Toena led Nails. specie, and grade of the L" reinforcing memr
be ,
- un 0074
8"x3",min) ?oenails at 4" o c. plus
"ails 4) toe ails In the top and bottom chords Web Length lncrecsr w/ "1" Brace
Th;s do°tai to be used with the a "1- Relnf-W T"
d appropriate lTW gable detail for ASCE
minload. _ Mbr Size Increase
Rein rC,ng d
Member I x4 30 /
ASCE 7-98 Gable Detail Drawings
A13015980109, A12015980109, A11015980109, 410015980109 Example 'x6� 0
l
11 A13030980109, A12030980109 A11020980109, A10030980109 ASCE ;-10 Wind Speed = 120 mph
Cabl-w Nai,s ASCE /-02 Gable Detail Drw s
. s Sp -ed Ata9- Mean Roof Height 30 ft k_t = 100
A11015020109, Alt 1La 1109 I1015020109, 41001502010 , A14015020109, Gable Vert'col = 4'o.c, SP 43
A 1030020 09, A10:030020109, A11030020109, 4100 0020109, 4140.30020139 V Rear fak ting Member S rc = 20,4
ASCE 7 N` GaPle D l Drawings
T Bro increase (From Above) 0% = 1.30
11.3015 0 09 41 15050109, A11015050109, A1001500109 A140103050109, (1) 2x< Rraca moth 8 7
A 30.3 0S010J A12030050109, A11030050109, A10030050109, A14030050109 Maximum T Reinforced Gak,l" ler tical Length
ASCE 7-10 Gable Detail Drawings 1.30 x 8' 7 = IP 2"
A11515ENC100P12, A13015ENC100212 A14015ENC10021P, A16015ENC100212, - - -
-1 A18015E NC100212, A20015ENC100212, A20015END100212, A20015PED100212,
1 4 Nai[s 1__
A11530ENC100212, A12030ENC100212, A14030ENC100212. A16030ErNC100212,
Ceding 418030E NC100212, A20030ENC100212, A20030AND100212, 4200305 rr p.•
l See Appropriate lTW gable detail for maximum unrein Forced . ,,e3,W. i0P - eth.
&
� tM WrRNIN n READ AND FOLLOW ALL NOTE'ON T11S DROWINGl C4 l
REF -. - L
RRIBI
,..
N
VERT
pDRTAN I. FURNISH Tau DRAWING TE AL CON RAn DRS INCLUDING R INSTALLERS
,
Trusses
Co8
M1957 E �PWrequire ( rar-g, handling installing and bracing R Fer to and PATE 6/12th t edition F HSI atPo F ty I f r TPI and wrcfor safety / F�/�� practices P t performing i o f ct Installers h [I provide te o bracing tlreess noted hervose P chord shall V properly att h d structuralh th g .d botton � ,/r DRWG GBLLETINO21
os 2ch d shall h properly attached rigid ons shown forP estra,ntof webs kr-acing installed pACV sections A3 67 or 610 o applicable Apply Plates toh of truss and Ptshown the Gant Details „mess noted otherwise QC of './Z2
Building Components Group Inc. Reeer to drawings 1604 ZFor standard prate portions
FW Building C pr- i,s Group lshall
ha II of b responsible f
r deviate., Bromthisc drawing
any - uu9�� - 20,1J
V MAX TOTLD GO
PSTfel z bind the i nANSI/TPI re + handling hpp g �R N��br , e s g rage this d oacres _e °L.0 W• 11 I- rAi
Renewal6/30/2013Earth City,MO 63045
_--
ASCE 7 05 EXPOSURE C
COMMON RESIDENTIO GOO END WIND B RACING REQUIREMENTS - STIFFENERS
100 MPH, 30FT. MEAN HGT, ASCE 7-05, CLOSED H LESS THAN 4'6" — NO STUD BRACING REQUIRED
BLDG, LOCATED ANYWHERE IN ROOF, CAT II, EXP C,
Kzt = 1.00, WIND TC DL=5.0 PSF, WIND BC DL=5.0 PSF. H GREATER THAN 4'6" TO 7'6" IN LENGTH
PROVIDE A 2X6 STIFFBACK AT MID—HEIGHT AND BRACE STIFFBACK
LATERAL CHORD BRACING REQUIREMENTS TO ROOF DIAPHRAGM EVERY 6'0" (SEE DETAIL BELOW OR
TOP: CONTINUOUS ROOF SHEATHING REFER TO DRAWING A1003005).
BOT: CONTINUOUS CEILING DIAPHRAGM
H GREATER THAN 7'6" TO 12'0" MAX:
SEE ENGINEER'S SEALED DESIGN REFERENCING THIS DETAIL PROVIDE A 2X6 STIFFBACK AT MID—HEIGHT AND BRACE
FOR LUMBER, PLATES, AND OTHER INFORMATION NOT SHOWN TO ROOF DIAPHRAGM EVERY 4'0" (SEE DETAIL BELOW OR
ON THIS DETAIL. REFER TO DRWG A1003005).
NAILS: 10d COMMON (0.148"x3") OR BOX (0.128"x3",MIN) NAILS * OPTIONAL 2X LE REINFORCEMENT ATTACHED
OR GUN (0.125"X 3.",r in) NAILS. TO STIFFBACK WITH 10D BOX OR GUN
(0.128" X 3", MIN.) NAILS C 6" O.C.
�I
//A 2X4 BLOCKING
' NAILED TO
/� I 45° SHEATHING AND4* ----,,,,
--111.- 24" MAX ►E -
EACH TRUSS (Tvp)
2X4 STUD, #3 — -- C 7 I �� "
H/2 DIA BETTER
BRACE I 1 \\
1 I I ATTACH EACH END
FOR 560#. EEEE--EEE-
1 OHO
L �1 O �0 L. h �_ L ,
-
7
j / / / ONTINUOUS BEARING // %�/O
�– 2X6 #2 STIFFBACK
ATTACHED TO EACH
STUD W/ (4) 10 D BOX OR GUN (0.123" X 3", MIN.) NAILS. 0-c0-& PRO e
"WARNNG READ AND FOLLOW ALL NOTE ON r1FlS SHEFT. `! �^`�e�eS'S�
T s q - xtreme care f b t- handling ERZ,,,,,,g L Ilin and br ac Refer toJ V F�
/ -_�. BCSI(BuildingiC mponent Safely Jrf tg by TPI and WTCA)forsafety practice, p t performing
llow p PSIS' REF GE WHALER
se functions Installers hall provide temporary bracing perBM. Unless noted otherwise,top chord 1957
// / J :be
II n' p p rly tt h 1 structural panels and bottom chord mall have e prop ly tt had'gid �j.�,. DL PSI' DATE 1/1/09 AI
// / / ding. Lo tions h f r permanent lateral restraint of webs shall have bracing installed per SCSI
L
sections B3&B7- Seethisjobs general notes page for ( m t ona.
'"IMPORTANT FURNISH COPY OF THIS DESIGN'10 INSTALLATION CONTRACTOR.
for
OC / /Ztrtl/;rr 2
I C DL PSF DRWG
GABRST050109
Building Components GroupInc. any Building C mp t Group Inc.cconformance snail not b responsible( any deviation from anis design. C LL PSF
any failure to bind the truss n onformance with TPI or fabricating,handling,shipping. stalling& /'i
bracing of t ITWBCG connector plates d of 20/18/600(W,11/S/1{)ASTM A653
s-po I l t �I[r.-tb l=B I I rPg I D IAA r'll 1 1 _'r m.Irx«n Icc ata a grade 3
7/40/60
•
NTONet
T. LD. --- PSF
(K/B/OS)g l steel Apply plates toI f of truss.positioned showbeveandnJintDetailsCII .2Q 1O A seal thisdrawing page indicates acceptance d professionalengineeringsolelY 4RGf r thet component design h The d f thishnbt any building y the pO N
DI TR. FAC.
Earth City,M063045 u¢-❑r ,° ` pin. r
aenewah6/�o/zaia �Lsl I'1; i 'C -
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t
GABLE STUD REINFORCEMENT DETAIL
2X4 �) 1X4 L' BSPEED, 15 MEAN HEIGHT, ENCLOSED I 1.00, EXPOSURE C Kzt
BRACE —_
i i� 7�
E
MPA WIND �C * (I) 2X4 "L" BRACE '1(2) 2X4 E' BRACE ** (1) 2X6 I," BRACE * (2) 2X6 "L" BRACE •"
GABLE VERTICAL NO
#1-# SPACING SPECIES GRADE \ BRACES GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B
#1 / #2 4' 2" 7' 3" 7' 5" 8' 7" 13' 5" 13' 10" 14' 0" 14' 0" BRACING GROUP SPECIES AND GRADES
8 9 10' 2" 10 6 BR4C �
up
STANDARD 4 1" 6' 9 6 9 8• 7" 8 7" 10' 2' 10' 2 13' 5' 13 5'� 14' 0' 14' 0" - - -
6 90 8 7" 8' 7' 10' 2' 0' 2' 13' 5" 13' 5' 4 0" 14' 0" GROUP A:
9" 6 9'
SPRUCE-PINE-FIR HEM PIE
7' 8" 7' 8'• 10' 2 10' 2' 11' 11" 11' 11" 14' 0" 14' 0'• - - --- -
P 4' 6 7 3 7'
9' 8'
7.. 9' 3. 10. 2 11' 0' 13' 5.. 14'
0.• 14. 0' 14' 0., / 2 STANDARD #2 STUD
#3 4 6 7 3
#2 #3 STUD #3 STANDARD
7 9' 8 7" 9' 3" 10' 2 _ ]1' 0 13' 5" 14 0" 14' 0•' 14' O'
6 11' 6' 11" 8' 7" 9 0'• 10' 2' 10 9 13 5' 14' 0" 14' 0' 14' 0" DOUGLAS FIR-1•ARCH SOUTHERN PINE
L STUD#2 4' 10" 8 11 ' 101'' ''.10" 1' 10 10 2 10' 6 13. 5'. 14' 0 14 0" 14 0' - 3 _
DFL 8 7" 9' 0
STANDARD 4 2' 5 11' 1"
10' 2" 10' 6" 12' 2" 12' 2" STUD
_
14' 0' 14' 0
STUD
H �� �� #1 11' 8 12' 0" 14' 0" 14' 0' 14' 0" 13' 0 - STANDARD
3 } 8 8 3" 3" 9 9" 9 9" 11' 8" 11 8 14 0" 14 0 sR ANDA ED
# 14 0" 14 0,.
–
1 1 ., 14 0" - -- - _
14 0" 14 0' - - - -
7' 1" 7'
10. 1 STANDARDSTUD
4 8• 8 3a 8 111;' 9 9 7� 4., 11 8 12' 7 14 0, 14. 0" 140'. 14' 0"
GROUP B:
11. 8 11' 8 14. 0
r- 11 8' 11' 8 14' 0
D 4 8 8 3' 8 3 9 9' g g
14' 0" 14 0" 14 0•• HEM-FIR
�� #3 4' 11'• 8 3" 8' 6" 9' g 11 8" 12 7" 14 0" 14 0" 14 0 14 0" hl BTR
10 4
DFL STUD 4' 11" 8 3" 8 �5 9' 9" 10' 4• 11' 8" 1"• 4 14' 0" 14 0" 14' 0" 14' 0"
11' 8" 12' 4 14' 0' 14 0" 14' 0" 14' 0" SOUTHERN PINE #1 DOUGLAS FR-LARCH
STANDARD 4' 10" 1 3'• 7 3" 9 7" 9' 7' 11' 8" 12' 0 14' 0 14' 0" !tt_ 14' 0" 14' 0' 1— #1 5_ 1
STUD 5 2" 9' 1' 9 1" 10 9' 12 10 12_ 10 0 14 0' 14 0 14 0 #2
ASCE, #1 � #2 5 3 9 1' 9 4" ]0 9 10 9' ]2' 10' 12' IO 19 0 - 14 0 14 0' 14 0"
�- r � d3 � 2 9 1 9 1 10 9" 10 9
11 1 1�' 10 13 9 14
0 �4 .' 4 0 14 0 14' 0" 14 0'
10 9 11' 7' 12' 10 13 10 14' 0 14 0• 14' 0 14' 0" GABLE TRUSS DETAIL NOTES:
� � 91P 5 9' 9 1" 9 10' T0 14' 0' 14' 0" 14 0"
(� #3 _ 5 5" 9 110 9 11 7' 12' 10 13' ]0'; 14LIVE LOAD DEFLECTION CRITERIA IS L/24o.
_ STANDARD 2 8' 2" 8 2 10' 9' 10' 9" 10 12' 10 14'
DFLSTANDARD0 _ 14 0' 14' 0" 14' 0"
1' S 7" 10' 9" 11' 4" 12' 10 13' 14' 0 14' 0" 14' 0" PROVIDE UPLIFTSCONNECTIONS FOR 60 DAOVER
5' 3" 8' 0' 14 0' 14 D 14 0" CONTINUOUS BEARING (5 YSF TC DEAD LOAD).
TUU � 5 9 1' 9' 7"' 10' 9" 11 4 12' 10" 13 8 14' 0" 14' 0 19 0"
14' 0' GABLE END SUPPORTS LOAD FROM 4' 0'
OUTLOOKLRS WITH 2' 0" OVERHANG, DR 12"
SYMMT Y'0
I(' PLYWOOD OVERHANG.
1 _ __ _ _ _ BOU
III ATTACH EACH "I BRACE WITH 104 NAILS.
L/GABLE 'TRUSS (0128••x3 min)
�� 1 2X4 #8N OR BETTER * FOR (1) 1 BRACE_ SPACE NAILS AT 2" 0-C.
DIAGONAL BRACE OPTION: !-
VF;RnCAI LENGTH MAY BE /jz IN 18" END ZONES AND 4. O.C. BETWEEN ZONES.
500B1.ED WHEN DIAGONAL ) 18" * **FOR (2) t BRACES: SPACE NAILS AT 3" O.C.
BRACE IS USED. CONNECT - � � � � �� � (}�
IN IB" CND ZONES AND 6" O.C. BETWEEN ZONES.
DIAGONAL BRACE FOR 480# L "L" BRACING MUST DEA MINIMUM OF 80% OF WEB
AT EACH END. MAX WEB /II/ BRACES MEMBER LENGTH.
TOTAL LENGTH IS 14'. / ` - *8 - -
2X4 STUD, #3 OR VERTICAL
VERTICAL PLATE SIXES
•
-1-- � + GRLATERI THANNO SPLICE
BETTER DIAGONAI. 8 * - -- ESS THAN LENGTH 101 OA 2X3VERTICAL _
SINGLE ] S THAN 4 D
DOUBLE an 4 0•, BUT
SHOWN) AT - --• - �- 0E22. GREATER THAN I I' 6 2X4
� a oo�
LENGTH SHOWN / BRACE;
IN TABLE ABOVE. OR DO
/ (AS ( 1
f UPPER END. 2.514
44442 -41„/ I/1 /CONTINUOUS BEARING/ L j + REFER TO COMMON TRUSS DESIGN FOR
L PEAK, SPLICE, AND HEEL PLATES.
CONNECT DIAGONAL AT NiN
MIDPOINT OF VERTICAL WEB. REFER TO CHART ABOVE FOR MAX GA- pp r'ICfAL LENGTH.
'"WARNING.READ AND FOLLOW ALI.NOTES ON THIS SHEET! 4L. PROF`1.41
Trus q extreme care fabricating,handling shipping, Lalling and bracing Refer to and follow `., �A _
( . —..
BM (Building Component Safety Information.by TPI and WTCA)for safety practices prior to performing J V ` '
RIFE 000 05 CAB10015
/ shall
functions. Installers shall provide temporary nd brad g perBshI Unless noted y attached
se dor chord 1957 E DATE 1/1/09
/I/ // // f all h properly o attached structural panels and bottom chord shall have i attached rigid "
Ili g 1 anon h f permanent let ] restraint of webs shell h e bracing installed per BC SI
eat s Tit
lnbe gene,al nates page mr mare inrorm DRWG Al 0015050109
/ "IMPORTANT"` FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR- — - — - - -
a'TW Building Components Group Inc.(1TWBCG)shall not be responsible for any deviation from this design. Od0/11. O�12
Building Components Group Inc. y failureto build the truss 111 conformance with TPI.or fabricating,handling.shipping. - LII-g& DR
bracing f trusses. ITWB G t plates are made of 20/18/16GA(W,H/S/H)ASTM A663 g d 37/40/60 ORE ON
PSE* (E/N/E S)galv.steel.galApply plates to each face of truss,positioned as shownb d on Joint Details.suitability _ 2J,
LMAX. TOT. LD. 60
seal thisdrawing pageindicates pt and professional engineering responsibility solely �fovcomponent design h Th L tlity a d f this component[ - building is the . `'espc b1 f R I Designer perANt-Tz TPI I Set 2
'LAID,n� rvbc,t omllc � WA ,wwiidore www iEarth City,M063045
Renewal 6/30/2013 X19\ '1 C'L':{' 2.1 U
BeamChek v2009 licensed to:Dennis Troxel/Troxel's Home Design Reg#8101-1403
#1263(GOFFMOORE) GREAT RM
BEAM#1 Date: 9/20/12
Selection 5-118x 10-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=6.3 in2 R2=6.3 in2 (1.5) DL Defl= 0.08 in Recom Camber=0.11 in
Data Beam Span 10.5 ft Reaction 1 LL 3203# Reaction 2 LL 3203#
Beam Wt per ft 13.08 # Reaction 1 TL 4072# Reaction 2 TL 4072#
Bm Wt Included 137# Maximum V 4072#
Max Moment 10688'# Max V(Reduced) 3393#
TL Max Defl L/240 TL Actual Defl L/478
LL Max Defl L/360 LL Actual Defl L/673
Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl
Actual 94.17 53.81 0.26 0.19
Critical 53.44 21.21 0.53 0.35
Status OK OK OK OK
Ratio 57% 39% 50% 53%
Fb(psi) Fv(psi) E (psi x mil) Fci_(psi)
Values Reference Values 2400 240 1.8 650
Adjusted Values 2400 240 1.8 650
Adjustments Cv Volume 1.000
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL:610 Uniform TL: 763 =A
Uniform Load A
R1 =4072 R2=4072
SPAN= 10.5 FT
Uniform and partial uniform loads are lbs per lineal ft.
s •
BeamChek v2009 licensed to:Dennis Troxel/Troxel's Home Design Reg#8101-1403
#1263(GOFFMOORE) GREAT RM
BEAM#2 Date: 9/20/12
Selection 1-3/4x 11-7/8 1.9E TJ Microllam LVL Lu =0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=2.2 in2 R2=2.2 in2 (1.5) DL Defl= 0.01 in
Data Beam Span 6.5 ft Reaction 1 LL 1288# Reaction 2 LL 1288#
Beam Wt per ft 5.34# Reaction 1 TL 1628# Reaction 2 TL 1628#
Bm Wt Included 35# Maximum V 1628#
Max Moment 2645'# Max V(Reduced) 1132#
TL Max Defl L/240 TL Actual Defl L/>1000
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl
Actual 41.13 20.78 0.05 0.03
Critical 12.19 5.96 0.33 0.22
Status OK OK OK OK
Ratio 30% 29% 15% 16%
Fb (psi) Fv(psi) E (psi x mil) Fci.(psi)
Values Reference Values 2600 285 1.9 750
Adjusted Values 2604 285 1.9 750
Adiustments CF Size Factor 1.001
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL:396 Uniform TL: 496 =A
Uniform Load A
R128
R2 = 1628
.li
SPAN=6.5 FT
Uniform and partial uniform loads are lbs per lineal ft.
•
BeamChek v2009 licensed to:Dennis Troxel/Troxel's Home Design Reg#8101-1403
#1263(GOFFMOORE) PORCH
BEAM#3 Date: 9/20/12
Selection 6x 8 DF-L#2 Lu=0.0 Ft
Conditions NDS 2005,Wet Use
Min Bearing Area R1=2.3 in2 R2=2.3 in2 (2.0) DL Defl= 0.11 in
Data Beam Span 10.25 ft Reaction 1 LL 692# Reaction 2 LL 692#
Beam Wt per ft 10.02# Reaction 1 TL 974# Reaction 2 TL 974#
Bm Wt Included 103# Maximum V 974#
Max Moment 2496'# Max V(Reduced) 855#
TL Max Defl L/180 TL Actual Defl L/509
LL Max Defl L/240 LL Actual Defl L/924
Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl
Actual 51.56 41.25 0.24 0.13
Critical 34.72 6.56 0.68 0.51
Status OK OK OK OK
Ratio 67% 16% 35% 26%
Fb(psi) Fv(psi) E(psi x mil) Fc_i_(psi)
Values Reference Values 750 170 1.3 625
Adjusted Values 863 196 1.3 419
Adjustments CF Size Factor 1.000
Cd Duration 1.15 1.15
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 0.67
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL: 135 Uniform TL: 180 =A
Uniform Load A
0
R1 =974 R2=974
SPAN= 10.25 FT
Uniform and partial uniform loads are lbs per lineal ft.
BeamChek v2009 licensed to:Dennis Troxel/Troxel's Home Design Reg#8101-1403
#1263 (GOFFMOORE) GARAGE DR
BEAM#4 Date: 9/20/12
Selection 5-1/8x 15 GLB 24F-V4 DF/DF Lu =0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 12.3 inz R2= 12.3 in2 (1.5) DL Defl= 0.34 in Recom Camber=0.50 in
Data Beam Span 16.5 ft Reaction 1 LL 5115# Reaction 2 LL 5115#
Beam Wt per ft 18.68# Reaction 1 TL 7992# Reaction 2 TL 7992#
Bm Wt Included 308# Maximum V 7992#
Max Moment 32965'# Max V(Reduced) 6781 #
TL Max Defl L/240 TL Actual Defl L/270
LL Max Defl L/360 LL Actual Defl L/498
Attributes Section (in3) Shear(int) TL Defl (in) LL Defl
Actual 192.19 76.88 0.73 0.40
Critical 164.83 42.38 0.83 0.55
Status OK OK OK OK
Ratio 86% 55% 89% 72%
Fb(psi) Fv(psi) E (psi x mil) Fci_(psi)
Values Reference Values 2400 240 1.8 650
Adjusted Values 2400 240 1.8 650
Adjustments Cv Volume 1.000
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL:620 Uniform TL: 950 =A
Uniform Load A
Z .
R1 =7992 R2 =7992
- SPAN= 16.5 FT
Uniform and partial uniform loads are lbs per lineal ft.
BeamChek v2009 licensed to:Dennis Troxel/Troxel's Home Design Reg#8101-1403
#1263(GOFFMOORE) GARAGE
BEAM#5 Date: 9/20/12
Selection 5-1/8x 18 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 13.6 in2 R2=9.8 in2 (1.5) DL Defl= 0.27 in Recom Camber=0.41 in
Data Beam Span 20.0 ft Reaction 1 LL 6288# Reaction 2 LL 4713#
Beam Wt per ft 22.42# Reaction 1 TL 8811 # Reaction 2 TL 6400#
Bm Wt Included 448# Maximum V 8811 #
Max Moment 39829'# Max V(Reduced) 7349#
TL Max Defl L/240 TL Actual Defl L/321
LL Max Defl L/360 LL Actual Defl L/505
Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl
Actual 276.75 92.25 0.75 0.47
Critical 206.37 45.93 1.00 0.67
Status OK OK OK OK
Ratio 75% 50% 75% 71%
Fb(psi) Fv(psi) E(psi x mil) Fc (psi)
Values Reference Values 2400 240 1.8 650
Adjusted Values 2316 240 1.8 650
Adjustments Cv Volume 0.965
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads
Par Unif LL Par Unif TL Start End
690 H =953 0 11.25
370 I =463 11.25 20.0
H
R1 =8811 R2=6400
SPAN=20 FT
Uniform and partial uniform loads are lbs per lineal ft.
BeamChek v2009 licensed to:Dennis Troxel/Troxel's Home Design Reg#8101-1403
#1263(GOFFMOORE) GARAGE
BEAM#6 Date: 9/20/12
Selection 5-1/8x 18 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=8.5 in2R2= 11.0 in2 (1.5) DL Defl= 0.24 in Recom Camber=0.36 in
Data Beam Span 20.0 ft Reaction 1 LL 4139# Reaction 2 LL 5370#
Beam Wt per ft 22.42# Reaction 1 TL 5524# Reaction 2 TL 7144#
Bm Wt Included 448# Maximum V 7144#
Max Moment 45518'# Max V(Reduced) 6735#
TL Max Defl L/240 TL Actual Defl L/324
LL Max Defl L/360 LL Actual Defl L/483
Attributes Section (in3) Shear(in2) TL Defl(in) LL Defl
Actual 276.75 92.25 0.74 0.50
Critical 235.85 42.10 1.00 0.67
Status OK OK OK OK
Ratio 85% 46% 74% 75%
Fb (psi) Fv(psi) E (psi x mil) Fc I (psi)
Values Reference Values 2400 240 1.8 650
Adjusted Values 2316 240 1.8 650
Adjustments Cv Volume 0.965
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads
Point LL Point TL Distance Par Unif LL Par Unif TL Start End
3203 B=4072 11.5 200 H =250 0 11.25
1288 C= 1628 13.75 570 I =803 11.25 14.0
200 J =250 14.0 20.0
J
H
Pt loads: B
0 0
R1 =5524 R2=7144
SPAN =20 FT
Uniform and partial uniform loads are lbs per lineal ft.
BeamChek v2009 licensed to:Dennis Troxel/Troxel's Home Design Reg#8101-1403
#1263(GOFFMOORE) GARAGE
BEAM#7 Date: 9/20/12
Selection (2) 1-3/4x 11-7/8 1.9E TJ Microllam LVL Lu =0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=8.5 in2 R2= 1.2 in2 (1.5) DL Defl= 0.32 in
Data Beam Span 20.0 ft Reaction 1 LL 4624# Reaction 2 LL 617#
Beam Wt per ft 10.68 # Reaction 1 TL 6357# Reaction 2 TL 917#
Bm Wt Included 214# Maximum V 6357#
Max Moment 9872'# Max V(Reduced) 6314#
TL Max Defl L/240 TL Actual Defl L/292
LL Max Defl L/360 LL Actual Defl L/476
Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl
Actual 82.26 41.56 0.82 0.50
Critical 45.50 33.23 1.00 0.67
Status OK OK OK OK
Ratio 55% 80% 82% 76%
Fb(psi) Fv(psi) E (psi x mil) Fc (psi)
Values Reference Values 2600 285 1.9 750
Adjusted Values 2604 285 1.9 750
Adjustments CF Size Factor 1.001
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL:26 Uniform TL: 33 =A
Point LL Point TL Distance
4713 B=6400 1.5
Uniform Load A
Pt loads: —1E3--
R1
R1 =6357 R2=917
SPAN =20 FT
Uniform and partial uniform loads are lbs per lineal ft.
BeamChek v2009 licensed to:Dennis Troxel/Troxel's Home Design Reg#8101-1403
#1263(GOFFMOORE) DECK
BEAM#8 Date: 9/20/12
Selection 5-1/8x 12 GLB 24F-V4 DF/DF Lu =0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=3.8 in2 R2=3.8 in2 (1.5) DL Defl= 0.29 in Recom Camber=0.43 in
Data Beam Span 20.25 ft Reaction 1 LL 1860# Reaction 2 LL 1869#
Beam Wt per ft 14.94# Reaction 1 TL 2455# Reaction 2 TL 2467#
Bm Wt Included 303# Maximum V 2467#
Max Moment 14910'# Max V(Reduced) 2272#
TL Max Defl L/240 TL Actual Defl L/280
LL Max Defl L/360 LL Actual Defl L/418
Attributes Section(in3) Shear(in2) TL Defl (in) LL Defl
Actual 123.00 61.50 0.87 0.58
Critical 74.55 14.20 1.01 0.68
Status OK OK OK OK
Ratio 61% 23% 86% 86%
Fb(psi) Fv(psi) E (psi x mil) Fc_L(psi)
Values Reference Values 2400 240 1.8 650
Adjusted Values 2400 240 1.8 650
Adjustments Cv Volume 1.000
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL: 150 Uniform TL: 180 =A
Point LL Point TL Distance
692 B=974 10.25
Uniform Load A
Pt loads: B
0 0
R1 =2455 R2=2467
SPAN =20.25 FT
Uniform and partial uniform loads are lbs per lineal ft.
BeamChek v2009 licensed to:Dennis Troxel/Troxel's Home Design Reg#8101-1403
#1263(GOFFMOORE) DECK
BEAM#9 Date: 9/20/12
Selection 6x 8 DF-L#2 Lu=0.0 Ft
• Conditions NDS 2005
Min Bearing Area R1= 1.6 in2 R2= 1.6 in2 (1.5) DL Defl= 0.06 in
Data Beam Span 10.25 ft Reaction 1 LL 769# Reaction 2 LL 769#
Beam Wt per ft 10.02# Reaction 1 TL 974# Reaction 2 TL 974#
Bm Wt Included 103# Maximum V 974#
Max Moment 2496'# Max V(Reduced) 855#
TL Max Defl L/240 TL Actual Defl L/594
LL Max Defl L/360 LL Actual Defl L/831
Attributes Section (in3) Shear(in2) TL Defl(in) LL Defl
Actual 51.56 41.25 0.21 0.15
Critical 39.93 7.55 0.51 0.34
Status OK OK OK OK
Ratio 77% 18% 40% 43%
Fb(psi) Fv(psi) E (psi x mil) Fc (psi)
Values Reference Values 750 170 1.3 625
Adjusted Values 750 170 1.3 625
Adiustments CF Size Factor 1.000
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
• CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL: 150 Uniform TL: 180 =A
Uniform Load A
0 0
R1 =974 R2=974
SPAN = 10.25 FT
Uniform and partial uniform loads are lbs per lineal ft.
BeamChek v2009 licensed to:Dennis Troxel/Troxel's Home Design Reg#8101-1403
#1263(GOFFMOORE) DECK
BEAM#10 Date: 9/20/12
Selection 6x 10 DF-L#2 Lu =0.0 Ft
Conditions NDS 2005,Wet Use
Min Bearing Area R1=4.2 in2 R2=4.2 in2 (2.0) DL Defl= 0.05 in
Data Beam Span 9.5 ft Reaction 1 LL 1425# Reaction 2 LL 1425#
Beam Wt per ft 12.7# Reaction 1 TL 1770# Reaction 2 TL 1770#
Bm Wt Included 121 # Maximum V 1770#
Max Moment 4204'# Max V(Reduced) 1475#
TL Max Defl L/240 TL Actual Defl L/715
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl
Actual 82.73 52.25 0.16 0.11
Critical 57.66 13.02 0.48 0.32
Status OK OK OK OK
Ratio 70% 25% 34% 34%
Fb(psi) Fv(psi) E (psi x mil) Fc_l_(psi)
Values Reference Values 875 170 1.3 625
Adjusted Values 875 170 1.3 419
Adjustments CF Size Factor 1.000
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 0.67
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL:300 Uniform TL: 360 =A
Uniform Load A
R1 = 1770 R2= 1770
• SPAN =9.5 FT
Uniform and partial uniform loads are lbs per lineal ft.