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Customer: SLS CONSTRUCTION
2) CO oo Desc. : Hio RooF addition
0 0 ,-- W RDDRESS: VERIFY
71 In oo z Designed by: BILLY BREESE
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0 co •.
ITW Building Components Group, Inc.
• 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116
Page 1 of l Document ID:I U4U7175Z0702104957
Truss Fabricator: �1- s "'e
Truss Components of Oregon 0
Job Identification: 0910009--SLS CONSTRUCTION -Hip Roof addition -- VERIFY VERIFY, OR r•tv
Model Code: IBC C' �v
Truss Criteria: IBC2006/TPI-2002(STD) 0653
,1‘4
Engineering Software: Alpine proprietary truss analysis software. Version 8.05.
Truss Design Loads: Roof - 42 PSF 9 1.15 Duration;45 PSF D 1.15 Duration
Floor - N/A
Wind - 100 MPH (ASCE 7-05-Closed)
Notes: Seal Date:09/02/2010
1. Deternination as to the suitability of these truss components for the
structure is the responsibility of the building designer/engineer of Garold W.Heal
record, as defined in ANSI/TPI 1. Oregon 19575 PE
2. As shown on attached drawings; the drawing number is preceded by: CAUSR7175
Details: HIPFRAME-
Submitted by GBH 10:49:59 09-02-2010 Reviewer: TSB
$ $
'# Ref Description Drawing# Date
1 93327--SDG 10245013 09/02/10
2 93328--SDG1 10245014 09/02/10
3 93329--SDI 10245015 09/02/10
4 93330--5D2 10245016 09/02/10
5 93331--B 10245017 09/02/10
6 93332--EJG 10245018 09/02/10
7 93333--EJ1 10245019 09/02/10
8 93334--EJ2 10245020 09/02/10
9 93335--A 10245021 09/02/10 1
10 93336--SJ1 10245022 09/02/10
11 93337--SJ2 10245023 09/02/10
12 93338--SJ3 10245024 09/02/10
13 93339--SJ4 10245025 09/02/10
14 93340--SJ5 10245028 09/02/10
15 93341--SJ6 10245026 09/02/10
16 93342--FG1 10245027 09/02/10 1
I
,
kV .V
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Top chord 2x4 DF-L 2400f-2.0E :T2 2x4 DF-L #1&Bet.(g):
Bot chord 2x6 HF SS 100 mph wind, 19.78 ft mean hgt, ASCE 7-05, CLOSED bldg, not located
CAT
within 4.50 ft from roof edge,
Webs 2x4 DF-L Std/Stud(g) II, EXP C. wind TC DL=4,2
Connectors in green lumber BC DL=6,0 psf, psf, wind
(g) designed using NDS/TPI reduction factors.
Roof overhang supports 2.00 psf soffit load.
Special loads In lieu of structural panels use purlins to brace all flat TC w 24"
(Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1,15) OC.
TC- From 65 plf at -1.00 to 65 plf at 7.94
TC- From 65 plf at 7.94 to 65 plf at 12.56 Deflection meets L/360 live and L/240 total load.
TC- From 65 plf at 12.56 to 65 plf at 21.50
BC- From 4 plf at -1.00 to 4 plf at 0.00
BC- From 20 plf at 0.00 to 20 plf at 20.50
BC- From 4 plf at 20.50 to 4 plf at 21.50
TC- 700.00 lb Conc. Load at 7.94,12.56
BC- 178.42 lb Conc. Load at 2.00,18.50
BC- 130.26 lb Conc. Load at 4.00,16.50
BC- 136.67 lb Conc. Load at 6.00,14,50
BC- 377,47 lb Conc. Load at 8.00,10.00,10.50,12.50
.Wind reactions based on MWFRS pressures.
8X8= 8X8=
5
5 r-
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---- <_
_____
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3-7i1.7 12
I 0-4-1
4X8(R) III H0508= o-o
4X12(A7R) = -I
E1 ' 4X12(A7R)
3X10111
L1 '
7 11 4
4-7-8
7 7-11-4
-11-4
4-7-8 7-11-4
20-6-0 Over 2 Supports
R=2843 U=432 W=5.5"
R=2843 U=432 W=5.5"
PLT TYP, 20 Gauge HS,Wave Design Crit: IBC2006/Tp/PI-200,r2r (STD)
Truss Components of Oregon (SO3HS, nim"TRUSSES REQUIRE EXTREME CARE IN FABRICATION FT/RTNG.4%(D%)/Y(0)SHIPPING. INSTALLING AND BRACING. .05.02.07
825 North 4 Street,Cornelius OR REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 210 `�•J• OR/-/1/-/-/R/_ Scale ..34"/Ft.
NORTH LEE STREET, SUITE 312. ALEXANDRIA. VA. 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA. 6300 �v� s
Ottk NTERPRISEI LANCATEDTOP DISON. WI INALLBNA) FORSAPROPERLY ATTACHED STRUCTURAL PRACTICES PRIOR TO PANELS THESE FUNCTIONS.
SSMALLNLESS S TC LL 25.0 PSF REF R7175- 93327
��' .dGIwFFe ��
A PROPERLY ATTACHED RIGID CEILING. allC DL 7.0 PSF
19575 PE, ioiDATE 09/02/10
�.INPORTANT..FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ITW BUILDING COMPONENTS r
- GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS BC DL 10.0 PSFDRW
IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SNIPPING, INSTALLING&BRACING OF TRUSSES. / CAUSR7175 10245013
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AF&PA) AND TPI. ALPINE 02 '10
. BC LL
PLATESTTO EACH EFACEEOFADE OF TRUSS{WDte/UNLESSHOTHERWISEASTM LOCATED3ONRADE THIS4DESIGN. POSITION PERVORANENGS 160A-Z. OREle
,ON
0.0 PSF CA-ENG TSB/GWH
ITN Building Components Group,Inc. ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TP11.2002 SEC.3. /� TOT.LD, 42,O PSF
DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT V- / x'••11 !1��' SEAN- 115717
Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE 9�0~D W.NOP
BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. DUR.FAC. 1 .15 FROM BB
Renewal 8/30!2011 SPACING 24.0"
JREF- 1U4U7175Z07
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Top chord 2x4 DF-L 2400f-2.OE :T2 2x4 DF-L #1&Bet.(g): 100 mph wind, 19.78 ft mean hgt, ASCE 7-05, CLOSED bldg, not located
Bot chord 2x6 HF SS within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=4.2 psf, wind
Webs 2x4 DF-L Std/Stud(g) BC DL=6.0 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors. Roof overhang supports 2.00 psf soffit load.
Special loads In lieu of structural panels use purlins to brace all flat TC @ 24"
(Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) OC.
TC- From 65 plf at 0.00 to 65 plf at 7.48 Deflection meets L/360 live and L/240 total load.
TC- From 65 plf'at 7.48 to 65 plf at 12.10
TC- From 65 plf at 12.10 to 65 plf at 21.04
BC- From 20 plf at 0.00 to 20 plf at 20.04
BC- From 4 plf at 20.04 to 4 plf at 21.04
TC- 700.00 lb Conc. Load at 7.48,12.10
BC- 178.42 lb Conc. Load at 1.54,18.04
BC- 130.26 lb Conc. Load at 3.54,16.04
BC- 136.67 lb Conc. Load at 5.54,14.04
BC- 377.47 lb Conc. Load at 7.54, 9.54,10.04,12.04
Wind reactions based on MWFRS pressures.
•
•
•
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5 1
i i
i / 3-7-12
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ill I NNW
-
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4X12(63) -= 4X8(R) III H0508sm
4X12(A7R)
3X10 111
7-5-12 > 4-7-8 >I< 7 J
-11-4 'I
Lr 7-5-12 ,), 4-7-8
J- 7-11-4 J
k 20-0-8 Over 2 Supports II
R=2793 U=397
R=2784 U=424 W=5.5"
Design Crit: IBC2006/TPI-2002(STD)
PLT TYP, 20 Gauge HS,Wave FT/RT=4%(0%)/4(0) 8.05.02.07 OR/-/1/-/-/R/- Scale =.375"/Ft.
Truss Components of Oregon (5031))357-21 rTionG"" TRUSSES REQUIRE EXTREME CARE IN FRARICATION. HANDLING. SHIPPING, INSTALLING AND BRACING. ``R4� - Q��
825 North 4 Street,Cornelius OR NORTH LEEBSTREET.BSUITEN312, ALLEXANDRIA. VA.N22314)IAND WTCA(WOOD TRUSSI COUNCIL POFTEAMERICA, 6300 �\(�`V, G IN F� SAO TC LL 25.0 PSF REF R7175- 93328
ENTERPRISE LANE, MADISON. WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS Ili OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE CrW 1 9575 PE TC D L 7.0 PSF DATE 09/02/10
A PROPERLY ATTACHED RIGID CEIL1110. r
""INPORTRNT""FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS
I BC DL 10.0 PSF DRW CAUSR7175 10245014
Emir GROUP. INC.SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS (� /�
ALPINE _ IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING, INSTALLING K.BRACING OF TRUSSES. A' . A BC LL 0.0 PSF CA-ENG TSB/GWH
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AFAPA)AND TPI. ALPINE • •1
CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W. K/H,SS) GALV. STEEL. APPLY g�tQy
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ()1 '441k 20,i995 �, TOT.LD. 42.0 PSF SEQN- 115721
ANY INSPECTION OF PLATES FOLLOWED BY (i)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS '9LY n !I�`
ITW Building Components C nts Group,Inc. DESIGNGSHOWNCATESTHEACCEPTANCE SUITABILITY AND OSE F PROFESSIONAL
THIESGCOMPONENT RESPONSIBILITY
BUILDING ISSOLELTHEFOR THE TRUSS COMPONENTRESPONSIBILITYOF /III
ITW
W �V DUR.FAC. 1 .15 FROM BB
Sacramento.CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2.
Renewal 6/3012011 SPACING 24.0" JREF- 1 U4U7175Z07
I,U IVUuw-- L_a E.UIYaIIYUt.I IUIY Imp nooT aoalclon -- V scIrT vcnlr,, UR - al/I) I . ,
Top chord 2x4 DF-L #1&Bet.(g) :T2 2x4 DF-L #2(g): /
Bot chord 2x4 DF-L #1&Bet.( ) 100 mph wind, 20.20 ft mean hgt, ASCE 7-05, CLOSED bldg, not located
Webs 2x4 DF-L Std/Stud(g) within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=4.2 psf, wind
BC DL=6.0 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind reactions based on MWFRS pressures.
In lieu of structural panels use Roof overhang supports 2.00 psf soffit load.
purlins to brace all flat TC @ 24" OC.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live
Deflection meets L/360 live and L/240 total load.
load applied per IBC-06 section 1607.
Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10,
Ce=1.10, CAT II & Pf=21.17 psf.
•
4X5
4X5= T2
i--
1
1 .5X3
I
1 .5X3*
I �
j \ 5 4-5-12
-,,,, IjI
------
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------\--'1
i 1-'1 -----1::1 .----
0-4 1
T __ HI --- - — \
I i 3X10= 3X5= rat
16=0-0
3X5(A1)
3X5(A1)
k 5-3-8 I_ 4-7-12 >7"$I_ 4-7-12 _I_ 5-3-8
9-11-4 10-6-12
I_ 9-11-4 0-7-
,I-,P 9-11-4
1 20-6-0 Over 2 Supports
R=1018 U=235 W=5.5"
RL=108/-108 R=1018 U=235 W=5.5"
Design Crit: IBC2006/TPI-2002(STD)
PLT TYP. Wave y� FT/RT=4%(0%)/4(0) 8.05.02.07 •CY1 OR/-/1/-/-/R/- Scale =.34"/Ft.
Truss Components of Oregon (503)357-'I'AARNING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, INSTALLING AND BRACING. ``VE RO��C`�
825 North 4 Street,Cornelius OR hNORTH LEE STREET. SUER TO BCSI ITE 312, ALEXANDRIA. VA. 223ENT SAFETY 14)IAND MICA (WOODD TRUSS BY I COUNCIL POFTEAINSTITUTE. 218 MERICA. 6300 Li/
GIN • S/ TC LL 25.0 PSF REF R7175- 93329
OTHERWISE )
SAFETY PRACTICES PRIOR TO
ENTERPE INDICATEDDRIGID CRD SHALLBHAVERPROPERLY ATTACHED STRUCTURALERFORMING PANELS ANDHESE BOTTOMNCHORDSSHALLNLESS HAVE .A/� PE • O� TC DL 7.0 PSF DATE 09/02/10
A PROPERLY ATTACHED RIGID CEILING. 19575 PE �r
••INPORTANT.'FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS / BC DL 10.0 PSF DRW CAUSR7175 10245015
Now GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS
*
ALPINE win IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING. INSTALLING A BRACING OF TRUSSES. i-• if ' BC LL 0.0 PSF CA-ENG TSB/GWH
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AFBPA)AND TPI. ALPINE 6R W
CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,M/SS/K)ASTM A653 GRADE 40/60 (W. K/H,SS)GALV. STEEL. APPLY q
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. 0 *1t 1 VTOT.LD. 42.0 PSF SEQN- 115725
ANY INSPECTION OF PLATES FOLLOWED BY(i) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS 11?.... !.p'
17 W Building menComponents.CAGroup,Inc. DRADESIGNGSIHOWNCATESTHECCEPTANCE OF SUITAB SUITABILITY AND USEOFTHIAL SGINEERING COMPONENTRFOROANYBILITY BUI DINGOISLY FOR THE THE RESPONSIBILITYMOF THE lo W.N DUR.FAC. 1 .15 FROM BB
Sacramento.CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2.
Renewal S/30/2011 SPACING 24.0" JREF- 1U4U7175Z07
IU IUU7--1_3 I.UIYJIKUL.11U1Y -nip ROOT aoa1Llon -- V rcIrl VLRIrT, UK - ,)ucJ r '
V
Top chord 2x4 DF-L #1&Bet.(g) :T2 2x4 DF-L #2(g): 100 mph wind, 20.20 ft mean hgt, ASCE 7-05, CLOSED bldg, not located
Bot chord 2x4 DF-L #1&Bet.(g) within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=4.2 psf, wind
Webs 2x4 DF-L Std/Studg ) BC DL=6.0 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind reactions based on MWFRS pressures.
Roof overhang supports 2.00 psf soffit load.
In lieu of structural panels use purlins to brace all flat TC @ 24" OC.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live
Deflection meets L/360 live and L/240 total load. load applied per IBC-06 section 1607.
Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10,
Ce=1.10, CAT II & Pf=21.17 psf.
4X5= 4X5=
•
T2 •
__
CM Mm-
5 1
1 .5X3I 1 .5X3
\
I
/, '•
I
/% i ----- �� 5 4-5-12
j / \-\�� I ----- / \�
�� V 0-4-1
0-6-5 I+/ - • \ __k__
_ n _
3X5(B2) --iik-------- 7._
= 3X10= 3X5= 18-0-0
3X5(A1)
t .1 '
4-10-0 4-7-12 J 7"8i. 4-7-12 5-3-8
F( 9-5-12 T 10-6 12 '1
L 9-5-12 7-
- _ 9-11-4 J
20-0-8 Over 2 Supports
R=932 U=203 R=996 U=232.W=5.5"
RL=96/-96
Design Crit: IBC2006/TPI-2002(STD)
PLT TYP. Wave FT/RT=4%(0%)/4(0) 8.05.02.07 '``ff11 ..� t OR/-/1/-/-/R/- Scale =.375"/Ft.
Truss Components of Oregon (503)357-2hIH RNING•. TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. �tyv rF -
825 North 4 Street,Cornelius OR NORTH LEE STREET. SUIER TO BCSI TEN332. ALEXANDRIA. VA. 2233 G COMPONENT SAFETY 4)IAND WTCAON). B(WOODD TRUSS BY I COUNCIL POFTEAMERICAUTE. 6300ENTERPLESS ,'. ��218
�G IN �`S..1 TC LL 25.0 PSF REF R7175- 93330
OTHERWISE/INDICATED DTOP NCHORD SHALL BHAVE) RPROPERLY SAFETY PATTTACHED STRUCTURAL ACTICES PRIOR TO EPANELSRANDHBOTTOM ESE NCHORDSSHALL RHAVE
W� 1 9575 PE TC D L 7.0 PSF DATE 09/02/10
A PROPERLY ATTACHED RIGID CEILING.
"IRIPCUMBrf•.FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS / BC DL 10.0 PSF DRW CAUSR7175 10245016
GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS I /' BC -
mow ALPINE _ IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACING OF TRUSSES. I 44'1 *r 'DESIGN LL 0.0 PSF CA-ENG TSB/GWH
CONNECTORRFORMS PLATESNITH ARE MADEI OFBLE PROVISIONS OF NOS 20/18//16GA (W.H/SS/K)(ASTMOAA6L DESIGN 653 GRADE 40/60 (W.C. BY AK/H,SS)AND
GALV. STEEL. APPLYALPINE
^
PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. V" 20,'t TOT.LD. 4 2.0 PSF SEQN- 115729
n� ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS �9 P _
ITWBuilding Components Group,Inc. DDRAWING
SINDICATESTHACCEE PTANCE
SUITABILITY OF
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RETHE
TRUSS
Y COMPONENTOBOLD W.N� DUR.FAC. 1 .15 FROM BB
THE
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. RenewalG13Ol2011
SPACING 24.0" JREF- 1U4U7175Z07
, •
I
•
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Top chord 2x4 DF-L #1&Bet.(g) 100 mph wind, 20.26 ft mean hgt, ASCE 7-05, CLOSED bldg, not located
Bot chord 2x4 DF-L #1&Bet.(g) within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=4.2 psf, wind
Webs 2x4 DF-L Std/Studg ) BC DL=6.0 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind reactions based on MWFRS pressures.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Roof overhang supports 2.00 psf soffit load.
applied per IBC-06 section 1607. Deflection meets L/360 live and L/240 total load.
Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10,
Ce=1.10, CAT II & Pf=21.17 psf.
4X5 •
--
MI
1 .5X3 1 .5X3 of
5 % \ it 5 4-7-5
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All fa,
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3X5(A1I)
I�
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I�10-3-0 1 10 3 0�3-0 10 3 00
f< 20-6-0 Over 2 Supports >{
R=942 U=236 W=5.5" R=942 U=236 W=5.5"
RL=111/-111
Design Crit: IBC2006/TPI-2002(STD)
PLT TYP. Wave FT/RT=4%(0%)/4(0) 8.05.02.07 OR/-/1/-/-/R/- Scale =.34"/Ft.
Truss Components of Oregon (503)357-7'�' RNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING. INSTALLING AND BRACING. �`�`�` Op-..,s,.,, TC LL 25.O PSF
825 North 4 Street,Cornelius OR ER TO BCS/ (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 ` REF R7175- 93331
NORTH LEE STREET, SUITE 312. ALEXANDRIA, VA. 22314)AND RICA (WOOD TRUSS COUNCIL OF AMERICA, 6300 sy 001h1,4..
1G Ih1FF 02 TC DL 7.0 PSF DATE 09/02/10
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A PROPERLY ATTACHED RIGID CEILING. ,
"INPRT
GANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITR BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR7175 10245017
GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS A mow ALPINEBC
1... IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING. INSTALLING A BRACING OF TRUSSES. 4 .-.1;!, ' 0 LL 0.0 PSF CA-ENG TSB/GWH *
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFAPA)AND TPI. ALPINE ." G W
CONNECTOR PLATES ARE MADE OF 20/1R/16GA (W,H/SS/K) ASTIR A653 GRADE 40/60 (W. K/H,SS) GALV. STEEL. APPLY �,t_QI TOT.LD. 42.0 PSF S EQN- 115732
ANYPLATES TO EACH INSPECTION OFCE OF PLATESRUSS AND.FOLLOWED BYN(I)SSHALL BESE PEROANNEX A3 OFATED ON THIS
TPI1-2002 SEC.GN. U. PER DRAWINGS
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ITR'Building Components Group,Inc. DRADRAWINGSINDICATESTHACSUITABILITY E OF PROFESSIONNAL LNE GINEERING NGTRES0.ANYBILITY BUILDING SOLELY
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Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. Renewal 0/30/2011
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Top chord 2x4 DF-L #2(g) ' •
Bot chord 2x4 DF-L #2(g) Special loads
(Lumber Dur.Fac.=1.15 tate5ula -11TC- romat -1.00 ofipfat1.9
Connectors in green lumber (g) designed using NDS/TPI reduction factors.
BC- From 4 plf at -1.00 to 4 plf at 0.00
BC- From 20 plf at 0.00 to 20 plf at 7.94
100 mph wind, 18.53 ft mean hgt, ASCE 7-05, CLOSED bldg, not located BC- 29.62 lb Conc. Load at 2.00
within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=4.2 psf, wind BC- 54 IConc. Load at 4.00
BC DL=6.0 psf. BC- 144..11 7 l Ib Conc. Load at 6..00
0
Roof overhang supports 2.00 psf soffit load.
Wind reactions based on MWFRS pressures.
Deflection meets L/360 live and L/240 total load.
•
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k 7-11-4 Over 3 Supports 1
R=184 U=55 W=5.5"
. R=178
PLT TYP. Wave Design Crit: IBC2006/TPI-2002(STD)
Truss Components of Oregon (503)357-1a FT/RT=4%(0%)/4(0) 8.05.02.07 �R�� OR/-/1/-/-/R/-
1 ER TO BCSI WINING.. TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, INSTALLING AND BRACING. ` Scale =.75"/Ft.
825 North 4 Street,Cornelius OR NORTH LEE STREET, SUITE ALEXANDRIA. VAAFETY IN22314)IAND WTCAON). B(WOOD TRUSSLISHED BY I COUNCIL POFTEAMERICAUTE, 623 `y�` GIN S TC LL 25.0 PSF
ENTERPRISE LANE, MADISON. WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS (.7 �E. O REF R7175- 93332
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 9• 95 755.E r/
A R►ERLY ATTACHED RIGID CEILING. TC DL 7.0 PSF DATE 09/02/10
""IMPORTANT""FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS / BC DL 10.0 PSF DRW CAUSR7175 10245018
ALPINE ROCONFORMANCESHALL
WITHOT TPBE ORRESPONSIBLE
FABRICATING. HANDLING. FRNG.T IINSTALLING'BANY
BRACING OF TRUSSES. THE TRUSS /
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFBPA) AND TPI. ALPINE j 0 BC LL 0.0 PSF CA-ENG TSB/GWH
CONNECTOR PLATES ARE MADE OF 20/18/16GA(W.H/SS/K) ASTM A653 GRADE 40/60 (W. K/H.SS) GALV. STEEL. APPLY �S g
PLATES TO EACH FACE OF TRUSS AND„ UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. 0 2G,1`. - P� TOT.LD. 42.0 PSF
ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS 1 SEQN- 115697
ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
Sacramento.CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE 1/11
°I. W N� DUR.FAC. 1 .15 FROM BB
BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2.
Renewal 6130/2011
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Top chord 2x4 DF-L #2(g) '
Bot chord 2x4 DF-L #2(g) 100 mph wind, 18.94 ft mean hgt, ASCE 7-05, CLOSED bldg, not located
within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=4.2 psf, wind
Connectors in green lumber (g) designed using NDS/TPI reduction factors. BC DL=6.0 psf.
Wind reactions based on MWFRS pressures.
Roof overhang supports 2.00 psf soffit load. Bottom chord checked for 10.00 psf non-concurrent bottom chord live
Deflection meets L/360 live and L/240 total load, load applied per IBC-06 section 1607.
Truss designed for unbalanced snow load based on Pg=25.00 psf,
Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
R=152 U=42 19 8-2 1
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I< 7-11-4 Over 3 Supports ;{
R=329 U=49 W=5.5"
RL=67 R=130
PLT TYP. Wave Design Crit: IBC2006/TPI-2002(STD)
FT/RT=4%(0%)/4(0) 8.05.02.07 OR/-/1/-/-/R/-
Truss Components of Oregon (503{))357-2'IR RNING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING. INSTALLING AND BRACING.ER TO `(T�V -0,.. ..,s, Scale =.75"/Ft.
825 North 4 Street.Cornelius OR NORTH LEE BSTREETCSI (SUITEBUILDI(BUILDING
NNDRIAT E VATY . 22314) D WTCA (WOODD TRUSS BY I COUNCIL PLATE
FTEAMERICpUTE. 6300 .�Vc` n S, TC LL 25.0 PSF
ENTERPRISE LANE. MADISON. WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS GIM`�� ,� REF R7175- 93 3 3 3
OTHERWISE INDICATED TOP CHORD SHALLNHAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE TC D L 7.0 PSF DATE 09/02/10
A PROPERLY ATTACHED RIGID CEILING. 19575 P - /
..IUPGRTANT•.FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS / A BC DL 10.0 PSF DRW CAUSR7175 "10245q 19
GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS
�r ALPINE _ IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACING OF TRUSSES. Sep 02 0 BC LL 0.0 PSF CA-ENG TSB/GWH
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AF&PA) AND TPI. ALPINE OREGON
CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/X) ASTM A653 GRADE 40/60 (W, X/H.SS) GALV. STEEL. APPLY
ANYPLATES TO EACH I INSPECTION OFCE OF PLATESBUSS AND.FOLLOWED BUNLESS
(I)SHALLRWESE PERBANNEX A3 OFATED ON ITPIT-2002 SECGN. 1310N PER DRAWINGS ONBTHIS TOT.LD. 42.0 PSF SEQN- 115701
C 20 10'
IT V Building Components Group,Inc. DRAWING
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Sacramento.CA 95828 �R�l�W.NSP DUR.FAC. 1 .15 FROM BB
BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2.
Renewal 8/30/4017 SPACING 24.0" JREF- 1U4U7175Z07
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Top chord 2x4 DF-L #2(g) 100 mph wind, 19.36 ft mean hgt, ASCE 7-05, CLOSED bldg not located
Bot chord 2x4 DF-L #2(g) within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=4.2 psf, wind
Connectors ingreen lumber BC DL=6.0 psf.
(g) designed using NDS/TPI reduction factors.
Wind reactions based on MWFRS pressures.
Roof overhang supports 2.00 psf soffit load. Bottom chord checked for 10.00 psf non-concurrent bottom chord live
Deflection meets L/360 live and L/240 total load. load applied per IBC-06 section 1607.
Truss designed for unbalanced snow load based on Pg=25.00 psf,
Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
R=210 U=73 20-6-2
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X4(A1)
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7-11-4 Over 3 Supports
R=414 U=65 W=5.5"
RL=96 R=137
Design Crit: IBC2006/TPI-2002(STD)
PLT TYP. Wave y� FT/RT=4%(0%)/4(0) 8.05.02.07 �00,4 .ROPE OR/-/1/-/-/R/- Scale =.75"/Ft.
Truss Components of Oregon (503)357-2 WARNING" TRUSSES REQUIRE PEXTREME ACAERTYE IN FFABRICATION. HANIDLINDG, SHIPPING,SINSTL.ALLING AND BRACING.
825 North 4 Street,Cornelius OR NORTH LEE STREET. SUITEN312, ALEXANDRIA. VA. 223314)IAND WTCAB(WOOD TRUSS1 COUNCIL POFTEAMERICAUTE, 6300 ••,(,...)` . IN Sd> TC LL 25.0 PSF REF R7175- 93334
ENTERPRISE LANE. MADISON, NI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS �� � '
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE •19575 P TC DL 7.0 PSF DATE 09/02/10
A PROPERLY ATTACHED RIGID CEILING.
ir..(•PORTANT."FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR7'175 10245020
GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS i /
milw ALPINE _ IN CONFORMANCE WITH TPI, OR FABRICATING, HANDLING. SHIPPING. INSTALLING 8 BRACING OF TRUSSES. 0 BC LL 0.0 PSF CA-ENG TSB/GWH
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AFAPA)AND TPI. ALPINE O C W'•
CONNECTOR PLATES ARE MADE OF 20/10/16GA (R,H/SS/K)ASTM A653 GRADE 40/60 (W, K/H,SS) GALV. STEEL. APPLY �',( TOT.LD.LD. 42.0 PSF SEQN-
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. G QN- 115703
ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS
ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT �R�LD W•NSP DUR.FAC. 1 .15 FROM BB
Sacramento,CA 95828 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. RenRYYW1613012011
SPACING 24.0" JREF- 1U4U7175Z07
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Top chord 2x4 DF-L #1&Bet.(g) ' •
Bot chord 2x4 DF-L #2(g) 100 mph wind, 19.78 ft mean hgt, ASCE 7-05, CLOSED bldg, not located
Webs 2x4 DF-L #2(g) within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=4.2 psf, wind
BC DL=6.0 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind reactions based on MWFRS pressures.
Right end vertical not exposed to wind pressure.
Roof overhang supports 2.00 psf soffit load.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live
Deflection meets L/360 live and L/240 total load.
load applied per IBC-06 section 1607.
Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10,
Ce=1.10, CAT II & Pf=21.17 psf.
2X4 ID
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51
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7-9-8 1"1.z
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R=489 U=82 W=5.5" R=377 U=100
RL=127
PLT TYP. Wave Design Crit: IBC2006/TPI-2002(STD)
FT/RT=4%(0%)/4(0) 8.05.02.07 OR/-/1/-/-/R/- Scale =.5"/Ft.
Truss Components of Oregon (503)357-2"�AARR1Rc " TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, INSTALLING AND BRACING. ��Tevi ' la FS
825 North 4 Street,Cornelius OR NORRER TH TO HCSI REET`BSILDING12.COMPONENT
LEXANDRIA. VA!N223R14)INFORMATION).
WTCA PUBLISHED
BYTRUSSTPI
COUNCIL PLATE
A ERICA INSTITUTE,
6300 S TC LL 25.0 PSF _
OTHERWISEENTERPE INDICATEDBTOPN. WI CHORD SHALLB)HAVERSAFETY PROPERLYPRACTICES PRIOR TO ATTACHED STRUCTURALEPANELSNANDNESE BOTTOMNCHORDSSHALLNHAVE P� �G 1 5 PE11/ /Ov TC DL 7.0 PSF DATE R7 1 09/02/10 5
A PROPERLY ATTACHED R1010 CEILIRO. a� 19575 PE 9
'IrPORTArIT""FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS C DL 10.0 PSF DRW CAUSR7175 10245021
mow "GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS
ALPINE minIN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING, INSTALLING B BRACING OF TRUSSES. Se.,(44,4:,) /BC LL 0.0 PS F CA-ENG TSB/GWH
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFAPA) AND TPI. ALPINE OREG
CONNECTOR PLATES ARE MADE OF 20/10/16GA (W,H/5S/K) ASTM A653 GRADE 40/60 (B. K/H,SS)GALV. STEEL. APPLY �/ q
PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. C -v)( kyr TOT.LD. 42.0 PSF S EQN- 115705
ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC . A SEAL ON THIS �R
ITW Building Components Group,Inc. DESDRAIIGNGSHOWNCATESTHECSUITABILI CEPTANCE OTY AND FESEIOFATHIL SGCOMPON NTINEERING RFOR ANVBILIITY LDING ISLTY FOR HE RESPONSIBILITYTHETRMOFNTENT HE OLD W•NFROM BB
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2.
A. SP DUR.FAC. 1 .15
Renewal 613012011 SPACING 24.0" JREF- 1 U4U7175Z07
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Top chord 2x4 DF-L #2(g) 100 mph wind, 18.53 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 DL=6.0
Connectors ingreen lumber psf.
(g) designed using NDS/TPI reduction factors.
Wind reactions based on MWFRS pressures.
Roof overhang supports 2.00 psf soffit load. Bottom chord checked for 10.00 psf non-concurrent bottom chord live
Deflection meets L/360 live and L/240 total load. load applied per IBC-06 section 1607.
Truss designed for unbalanced snow load based on Pg=25.00 psf,
Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
•
5
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• R=42 U=15 18-10-2
i
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4 1-1-10
0-4-1
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I
— R=30 ----
18-0-0 L_._
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I
2X4(A1)
1-0-0 1-10-15 _1
I- .1-11-4 Over 3 Supports .
R=216 U=43 W=5.5"
RL=39
Design Crit: IBC2006/TPI-2002(STD)
PLT TYP. Wave FT/RT=4%(0%)/4(0) 8.05.02.07
Truss Components of Oregon (503)357--' 'nr OR/-/1/-/-/R/- Scale =1"/Ft.
ERRTOR SCSI TRV(BUILD REQUIRENG COMPONENN SAFETY I INFORMATION),IPUBLISHED BY SHIPPING.
PI(TRUSS INSTALLING
INSTITUTE.BRACING.
\i fl
825 North 4 Street,Cornelius OR NORTH LEE STREET. SUITE 312, ALEXANDRIA. VA. 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 \� G I4/ IC
SSTC LL 25.0 PSF REF R7175- 93336
ENTERPRISE LANE. MADISON. WI 53]19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS C7 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE DL 7.0 PSF DATE 09/02/10
A PROPERLY ATTACHED RIGID CEILING.I/PORTANT'•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTSGRBC DL 10.0 PSF DRW CAUSR7175 10245022
ALPINE MEM INOCONFORMANCEALL NOT BE REPONSIBLE FOR ANY OEVIATION WITH TPI ORS FABRICATINGHANDLINGSHIPPING TINSTALLING AIS DESIGN: A BRACING OF TRUSSESNY FAILURE TO BUILD THE TRUSSR" BC LL 0.0 PSF CA-ENG TSB/GRH
ginir DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AFAPA) AND TPI. ALPINE
CONNECTOR PLATES ARE MADE OF 20/10/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W. K/H.SS) GALV. STEEL. APPLY /�
. UNLESS
RWISE
D ON THIS
DRAWING PLATES PECTIONTOFEACH CPOF LATESTFOLE OFUSS PROFESSIONAL LENGINEERINGBERESPONSIBILITY D--200. POSITION PER 2OSEC.3. THE TAUSEAGS 160A-Z.LOONOTHIS V O , TOT.LD. 42.0 PSF SEQN- 115674
ANY INSPECTION OF PLATES FOLLOWED BY SHALL BE PER ANNEX A3 OF TPI1-2002 SOLELY
A SEAL ON THIS '9�1 SP'
ITN Building Components Group,Inc. DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE LD W.0 DUR.FAC. 1 .15 FROM BB
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC, 2. ReneWai6/30I2011
SPACING 24.0" JREF- 1U4U7175Z07
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Top chord 2x4 DF-L #2(g) '
Bot chord 2x4 DF-L #2(g) 100 mph wind, 18.94 ft mean hgt, ASCE 7-05, CLOSED bldg, Located
anywhere in roof, CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=6.0
Connectors ingreen lumber psf.
(g) designed using NDS/TPI reduction factors.
Wind reactions based on MWFRS pressures.
Roof overhang supports 2.00 psf soffit load. Bottom chord checked for 10.00 psf non-concurrent bottom chord live
Deflection meets L/360 live and L/240 total load. load applied per IBC-06 section 1607.
Truss designed for unbalanced snow load based on Pg=25.00 psf,
Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
I
0
19-8-2 -3-13
R=115 U=44
5
1-11-10
0-4-1 4
Ir -- R=57 U=14 18-0-0
i EWA
i
2X4(A1)
—1-0-0 >1‹ 1-11-4 -.1
I< 3-10-15 Over 3 Supports
R=258 U=48 W=5.5"
RL=67
Design Crit: IBC2006/TPI-2002(STD)
PLT TYP. Wave FT/RT=4%(O%)/4(0) 8.05.02.07 `r�-l.�7�
Truss Components of Oregon (503)357-21 AARNING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. �..• OR/-/1/-/-/R/- Scale =1"/Ft.
825 North 4 Street,Cornelius OR kNOOkRTH LEEER TO BCSI STREET, SUITTENG 312,COMPONENT
LEXANDRIA; VA!N22311O)IAND MICA(WOODD BY TRUSSI COUNCIL PENTERPISLATE
AMERICAUTE 6300 ���aG t N Zc�Ssp REF R7175- 93337
TC LL 25.0 PSF
OTHERWISEE INDICATEDDTOPNCHORD SHALLBHAVE) RSAFETY PROPERLYPRACTICES PRIOR TO ATTACHED STRUCTURALEPANELSNANDHESE BOTTOMNCHORDSSHALLNLESS
HAVE ��/� 9575 P• TC D L 7.0 PSF DATE 09/02/10E
9/02/1 0
A PROPERLY ATTACHED RIOD CEILING.
`�
IBC DL 10.0 PSF DRW CAUSR7175 10245023
••IMPRTANT••FVRNIA COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS
now GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS
ALPINE _ IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING 1.BRACING OF TRUSSES. BC LL 0.0 PSF CA-ENG TSB/GWHDESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AF&PA)AND TPI. ALPINE
CONNECTOR PLATES ARE MADE OF 20/1B/16GA (W,H/SS/K)ASTM A6S3 GRADE 40/60 (W, K/H,SS) GALV. STEEL. APPLY ^PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA-Z. G �, TOT.LD. 42.0 PSF SEQN- 115678
ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THISITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT \\\*.:11:11*///1
� DUR.FAC. 1 .15 FROM BB
Sacramento.CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE
BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. RMlwB1813O12O11
SPACING 24.0" JREF- 1U4U7175Z07
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Top chord 2x4 DF-L #2(g) 100 mph wind, 19.36 ft mean hgt, ASCE 7-05, CLOSED bldg, not located
Bot chord 2x4 DF-L #2(g) within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=4.2 psf, wind 1
Connectors ingreen lumber BC DL=6.0 psf.
(g) designed using NDS/TPI reduction factors.
Wind reactions based on MWFRS pressures.
Roof overhang supports 2.00 psf soffit load. Bottom chord checked for 10.00 psf non-concurrent bottom chord live
Deflection meets L/360 live and L/240 total load. load applied per IBC-06 section 1607.
Truss designed for unbalanced snow load based on Pg=25.00 psf,
Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
20-6-2 0-3-13,-----------:- 11 i
/� •
--5 R=178 U=69
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R=144 U=49
1
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f< 5-10-15 Over 3 Supports 'I
R=265 U=40 W=5.5"
RL=96
Design Crit: IBC2006/TPI-2002(STD)
PLT TYP. Wave y� FT/RT=4%(0%)/4(0) 8.05.02.07 OR/-/1/-/-/R/- Scale =.75"/Ft.
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••IMPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR7175 10245026
GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS
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Truss Components of Oregon (503)357-2h'AARNINO* TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SNIPPING, INSTALLING AND BRACING. �� ...
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mmir GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS
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ri:kl.i•Olf tliro-FqiPi--;.•111.11it-SA-ii10 3,1"-",-44M-1 [II:MaIi"„fiNfrtiltliti4 pm.i-gill . g
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i— 1— NH il— 11— H •*.':. 111-7- '1--: HI: •i 1: f2M1 = RIM BOARD
LL !Li- 11- HU- 1•1-• IL !Li- i ILL 1.1- r
FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIA,
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& TUSS 1COMPANY
•
ilkl‘taa...s.l. 1),,gyre or-
NMI MIMI 0
MiTekr
• POWER TO PERFORM."
MiTek Industries, Inc.
• 7777 Greenback Lane
Suite 109
Citrus Heights,CA,95610
Telephone 916/676-1900
Re: PL10-2 1 5_UPPER Fax 916/676-1909
ALBA UGH ADDITION
The truss drawing(s)referenced below have been prepared by MiTek Industries, Inc. under my direct supervision
based on the parameters provided by Pacific Lumber & Truss Co..
Pages or sheets covered by this seal: R32I29484 thru R32129486
My license renewal date for the state of Oregon is June 30, 2012.
Important Notice: If visually graded lumber is used for the trusses covered by these designs,
see "SPIB Important Notice,Dated July 28, 2010" (reprinted at www.mii.com) before use.
MiTek does not warrant third-party lumber design values.
y,Lt PROf:6-
gaGlN Sim
16890PE c
cn
U R E I4"lNo) ..
E PIRATIC}N DATE/000112 ,
September 1,2010
Tingey, Palmer
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
• responsibility of the building designer, per ANSI/TPI-1995 Sec. 2.
Job Truss Truss Type Qty Ply I ALBAUGH ADDITION
PL10-215 1
UPPER FT1 FLOOR TRUSS 832129484
5
-L Job Reference(optional)
Pacific Lumber&Truss Co.,Hillsboro,Ore 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Sep 01 14:05:34 2010 Page 1
I D:nJiepXUR6_dczyoPCTEvK3yhyZe-_K_I2EHpIrvf9UC7NibDgN2sQfPaQKmmopElAyhyBV
I- 2-6.0 2-2-1 1-2-0 1 i 1-2-3
•
Scale.1:34.6
• 15x3 II 3.10= 16.3 II 3.4 1.5x3 II 1.553 II 3.4= 3.6 FP=- 1.5x3 II 3.10= 1.5x3 II
1 23 4 5 6 7 8 9 10 11
1 7 17 16 15 11 13
3.6=
3.12= 3.6 FP= 3x4- 3.4- 3.12= 3.6=
3.6 5P=
10-0-9 -141N):091(11
70.L911L-Z_9� 20-3-4
10.0.9 _..0;70 0-7A 9-0-11
Plate Offsets(X,Y): f14:0-1-8,Edge),(15:0-1-8,Edge)
LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.42 15-17 >575 480 MT20 185/148
TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.67 15-17 >362 360
BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.10 12 n/a n/a
BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight:87 lb FT=0%F,0%E
LUMBER BRACING
TOP CHORD 4 X 2 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 4 X 2 DF 2400F 2.0E end verticals.
WEBS 4 X 2 HF Stud/Std'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
2-18.2-17,4-17,10-12,10-13.7-13:4 X 2 DF No.1&Btr
- REACTIONS (lb/size) 12=1108/0-4-12 (min.0-1-8),18=1108/0-4-12 (min.0-1-8)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-4119/0,3-4=-4119/0,4-5=-5322/0,5-6=-5322/0,6-7=-5322/0,7-8=-4115/0,8-9=-4115/0,9-10=-4115/0
BOT CHORD 17-18=0/2416,16-17=0/5072,15-16=0/5072,14-15=0/5322,13-14=0/5069,12-13=0/2410
WEBS 6-14=-322/51,2-18=-2608/0,2-17=0/1838,4-17=-1029/0,4-15=-194/681,10-12=-2601/0,10-13=0/1841,
9-13=-259/0,7-13=-1030/0,7-14=-143/671
NOTES
1)Unbalanced floor live loads have been considered for this design.
2)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks
to be attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
�C�5t N �i
• y
+ -57
/-,, , d'
',,=' 0 ,s* '0t'' ,c
`(-? S =4\�
EXPIRATION DATE:06/30/12 j
September 1,2010
t3'AHWSY9t"s-Vey q-,densgss panwnetem,wrd}6.Fsh..yyonfS ON MIS AAa' 'NCI,JF?. ,.h,I..i -......'.4.`ERU.UI9U-E,AVA MI-747V re,10•'(0.itEl,OLT;Ut.>T;.
Design valid for use only with Milek connectors.This design is based only upon parameters shown.and is for an individual building component. MilE•
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown
is for lateral support of individual web members only. Additional temporary bracing 10 insure stability during construction is the responsibillity of the MiTek'
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding -
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,D5B-89 and BCSI Building Component POWe�a en.
7777 Greenback Lane,Suite 109
Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314.
-- - _ _ Citrus Heights,CA,95610
[Job Truss Truss Type qty Ply ALBAUGH ADDITION 1
1PL10-215_UPPER FT2 FLOOR TRUSS 5 1 832129485
I Job Reference(optional) J
Pacific Lumber&Truss Co.,Hillsboro,Ore 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Sep 01 14:05:34 2010 Page 1
ID:nJiBpXUR6_dczyoPCTEvK3yhyZe-_K 12EHpIrvf9UC7NibDeN2rUfPyQKznmopElAyhyBV
2-6-0 I t 1-10-3 I I 1-2-0 I I 1-2-3 I
Scale=1'.34.1
r
1 5x3 II 300 1.5x3 II 3x4= 1 50 II 15x3 II 3x4= 1.5x3 II 300= 1.5x3 II
1 2 3 4 5 6 7 8 9 10
MINVMMil
/ —'
- -- � o - - -,
b= -1 r— =or-1 ---------
163x6= 15 14 13 12
AM
3x12= 3,4-- 3.44= 3x12= 3x6=
10-10-11
i 9-8-11
9-8-11 10.70 3 t01 19-11-6 1
- 10-7-0 I 9A-11
Plate Offsets(X,Y): f13:0-1-8,Edge).114:0-1-8,Edgef
LOADING(psf) SPACING 2-0-0 CSI DEFL in (toc) 1/defl L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.41 14 >582 480 MT20 185/148
TCDL 10.0 Lumber Increase 1.00 BC 0.53 Vert(TL) -0.64 14-15 >369 360
BCLL 0.0 Rep Stress lncr YES WB 0.40 Horz(TL) 0.09 11 n/a n/a
BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:86 lb FT=0%F,0%E
LUMBER BRACING
TOP CHORD 4 X 2 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 5-9-15 oc purlins, except
BOT CHORD 4 X 2 DF 2400F 2.0E end verticals.
WEBS 4 X 2 HF Stud/Std*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
2-16,2-15,4-15,9-11,9-12,7-12:4 X 2 DF No.1&Btr
REACTIONS (lb/size) 16=1090/Mechanical,11=1090/0-4-12 (min.0-1-8)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-4030/0,3-4=-4030/0,4-5=-5152/0,5-6=-5152/0,6-7=-5152/0,7-8=-4028/0,8-9=-4028/0
BOT CHORD 15-16=0/2372,14-15=0/4938, 13-14=0/5152,12-13=0/4939,11-12=0/2368
WEBS 6-13=-293/58,2-16=-2560/0,2-15=0/1790,4-15=-980/0,4-14=-192/626,9-11=-2556/0,9-12=0/1792,8-12=-255/0,
7-12=-984/0,7-13=-161/620
NOTES
1)Unbalanced floor live loads have been considered for this design.
2)Refer to girder(s)for truss to truss connections.
3)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks
to be attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
0) PRores
109.9P E . �-
MF IrG .. /
•
ofE9fv
'viR - 1\
EXPIRATION DATE: 06/30/12
September 1,2010
kti.4teM7IvY3' b'er tory�xrRr.gn Pat c,r.<;ta+ an and fit.*:fiP.1 fFiDTd:.',ON MS.tx.�INFy1,INCLUDED ,1:?:.e KbkX:..'st'L PAGE BPfI•i'47D ria. Y(t.'r r;3 i)ft)kSi MSS.
Design
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. le I
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek"
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenbacenback L
Gre
Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312.Alexandria,VA 22314. k Lane,Suite 109
— Citrus Heights,CA,95610
Job Truss Truss Type Qty Ply ALBAUGH ADDITION
PL10-215_UPPER FT FLOOR TRUSS 1 1 832129486
IJob Reference(optional)
Pacific Lumber&Truss Co.,Hillsboro,Ore 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Sep 01 14:05:33 2010 Page 1
1 D:n Jib pX U R6_d czyo P CTEvnyhyZe-W 7pwqu GAXXn oXLewp_4_H9Vh 2 F3Zh ufeX84g DkyhyB W
I
2-6-0 I f 2-0-1_--.-..—i 7-2-0 I 1-2-3
Ix
Scale=1:34.4
f
1"5143 II 3x10= 1.5x3 II 3x4= 1.50 II 1.5x3 II 1,0= 3x6 FP= 150 II 3x10= 1.5x3 II
1 2 3 4 5 6 7 8 9 10 11
4 L ___
,..,. ,,....._
------L,,,,_____ .--
,....
,,
1' 17 16 15 14 /3
3x6=
>12= >6 FP= >4= 3x4= >12= 3x8=
378 SP=
•
•
I _ 9-10-9 __x1Qp-93,1,-nf___ -_— 20-1-4
9-10-9 -7-0 9-0-11
Plate Offsets(X,Y): 114:0-1-8,Edgel,(15:0-1-8,Edgel
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.40 15-17 >593 480 MT20 185/148
TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.64 15-17 >375 360
BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.10 12 n/a n/a
BCDL " 5.0 _ Code IBC2006/TPI2002 (Matrix) I Weight:87 lb FT=0%F,0%E
LUMBER BRACING •
TOP CHORD 4 X 2 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 4 X 2 DF 2400F 2.0E end verticals.
WEBS 4 X 2 HF Stud/Std'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
2-18,2-17,4-17,10-12,10-13,7-13:4 X 2 OF No.1&Btr
- REACTIONS (lb/size) 12=1099/0-4-12 (min.0-1-8),18=1099/0-2-12 (min.0-1-8)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-4074/0,3-4=-4074/0,4-5=-5234/0,5-6=-5234/0,6-7=-5234/0,7-8=-4071/0,8-9=-4071/0,9-10=-4071/0
• BOT CHORD 17-18=0/2393,16-17=0/5002,15-16=0/5002,14-15=0/5234,13-14=0/5001,12-13=0/2388
WEBS 6-14=-311/57,2-18=-2583/0,2-17=0/1815,4-17=-1002/0,4-15=-193/654,10-12=-2578/0,10-13=0/1817,
9-13=-258/0,7-13=-1004/0,7-14=-153/647
NOTES
1)Unbalanced floor live loads have been considered for this design.
2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)18.
3)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks
to be attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard •
a PR rafiF5
1
relle '',f• /'k' • ,. /
I.
.•<, ORE C7 fir'
R s.
./1\A
t EXPIRATION DATE; 06/30/12 j
September 1,2010
.zix.✓ �x � U,ut „ 3 i.' s ,? 7Y .n&Y b �`aa"�.`..:yfi� �Oryu o.@c4f:�}a* ik.,t r3.1£.re:`1 �i'b„xN-,.�.,,b r."�fi3,.r,,,.;; E .rsa�,,;::r.
:'
1�'A]2NTri+tr--v'er{ftt design pa.an<-Frrs and YZi AI..?dLD7'7;.:ai ON.73i,.;ANDAND}a`a`::I,tJSJ?# 47x l.ri rvFl T rc F,.:yi.'1.;?AGE bSiT 747a re, fr rtx'.Lk"t}i{is
?3 tf4ti`. M�
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. e
Applicability of design paramenten and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek'
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
POW fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback.,.
Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Greenback Lane,Suite 109
Citrus Heights,CA,95610
Symbols
Numbering y to General SafetyPLATE LOCATION AND ORIENTATION
4--13/4" Center plate on joint unless x,y Failure to Follow Could Cause Property
offsets are indicated. ( 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury
Dimensions are in ft-in-sixteenths. I (Drawings not to scale)
U1 Apply plateslyembed to both sidesteeth, of truss
1. Additional stability bracing for truss system,e.g.
diagonal or X-bracing,is always required. See BCSI.
0.T/ " 2. Truss bracing must be designed by an engineer.For
6 1 2 3 wide truss spacing,individual lateral braces themselves
TOP CHORDS may require bracing,or alternative T,I,or Eliminator
INI-1EllE
bracing should be considered.
��� 4 3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
111611“11111P°
4. Provide copies of this truss design to the building
For 4 x 2 orientation,locate O designer,erectionsupervisor,proerty owner and
plates 0-'%1 ' from outside Ai U allotherinterestedparties.edge of truss. 5. Cut members to bear tightly against each other.
C7-8 C6-7 C5-6 ,-
BOTTOM CHORDS 6. Place plates on each face of truss at each
This symbol indicates the joint and embed fully.Knots and wane at joint
required direction of slots in 8 7 6 5 locations are regulated by ANSI/TPI 1.
Connecta,plates. 7. the eDesignviron assumesnment trussesin willaccord be suitably protected from
* with ANSI/TPI 1.
Plate location details available in MiTek 20/20
software or upon request. 8. Unless otherwise noted,moisture content of lumber
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication.
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
1 PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for
use with fire retardant,preservative treated,or green lumber.
The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
4 x 4 NUMBERS/LETTERS. 10.Camber is a non-structural consideration and is the
width measured perpendicular responsibility of truss fabricator.General practice is to
to slots.Second dimension is camber for dead load deflection.
the length parallel to slots.
11.Plate type,size,orientation and location dimensions
LATERAL BRACING LOCATION
PRODUCT CODE APPROVALS indicated are minimum plating requirements.
ICC-ES Reports: 12.Lumber used shall be of the species and size,and
in all respects.equal to or better than that
r Indicated by symbol shown and/or ESR-131 1,ESR-1352, ER-5243,9604B, specified.
.by text in the bracing section of the 95-43,96-31,9667A . 13.Top chords must be sheathed or purlins provided at
output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design.
if indicated. 95110,84-32,96-67,ER-3907,9432A
14.Bottom chords require lateral bracing at 10 ft.spacing,
BEARING or less,if no ceiling is installed,unless otherwise noted.
15.Connections not shown are the responsibility of others.
111111/111 Indicates location where bearings
(supports) occur. Icons vary but O 2006 MiTekO All Rights Reserved 16.Do not cut or alter truss member or plate without prior
■1•■ reaction section indicates joint
approval of an engineer.
— number where bearings occur. ��@.., 17.Install and load vertically unless indicated otherwise.
18.Use ofreen or treated lumber maypit
—� environmental,health or performance Consult twith
Industry Standards: project engineer before use.
ANSI/TPII: National Design Specification for Metal MI
19.Review all portions of this design(front,back,words
Plate Connected Wood Truss Construction. : and pictures)before use.Reviewing pictures alone
DSB-89: Design Standard for Bracing. M iTeis not sufficient.
BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with
Guide to Good Practice for Handling, POWER TO PERFORM."' ANSI/TPI 1 Quality Criteria.
Installing &Bracing of Metal Plate
Connected Wood Trusses. I MiTek Engineering Reference Sheet:MII-7473 rev. 10-'08