Plans (2) /t/f S71.o//-OU/moi
l 3Iv Sc,> ,)k
ITW Building Components Group, Inc.
�� D8351 Rovana Circle Sacramento,CA 95828 (916)387-0116
Page 1 of I Document ID:1UED7175Z0610162727
AUG 12 2011
Truss Fabricator: Truss Conponents of Oregon ApRRD
Job Identification: 0811069--PARR LUMBER-H I LLSBORO -Ervin Res Garage add i t i on -- 113f�j � si��
CnTIG
Model Code: DU1L 111
Truss Criteria: CUSTOM/TPI-2007(STD)
Engineering Software: Alpine proprietary truss analysis software. Version 10.02.
Truss Design Loads: Roof - 42 PSF a 1.15 Duration
Floor - N/A
Mind - 100 MPH (ASCE 7-05-Closed)
Notes:
1. Deternination as to the suitability of these truss conponents for the Christian Chappell
structure is the responsibilityofthe building designer/engineer of
2. cscssnioinaondattacneondrrawings; the drawing nunber is preceded by: CAUSR7175
Details: -
Submitted by CMC 16:26:15 08-10-2011 Reviewer: TSB
$ $
# Ref Description Drawi •# Date
1 92557--SDG 11222102 08/10/11
2 92558--B 11222103 08/10/11
3 92559--EJG 11222104 08/10/11
4 92560--EJ1 11222105 08/10/11
5 92561--EJ2 11222106 08/10/11
6 92562--A 11222107 08/10/11
7 92563--SJ1 11222108 08/10/11
8 92564--SJ2 11222109 08/10/11
9 92565--SJ3 11222110 08/10/11
Top chord 2x4 HF #1&Bet. :T2 2x4 DF-L #2(g): 100 mph wind, 19.83 ft mean hgt, ASCE 7-05, CLOSED bldg not located
Bot chord 2x6 HF #2 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=4.2 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 72 plf at -2.00 to 72 plf at 7.94 Deflection meets L/240 live and L/180 total load. Creep increase
TC- From 36 plf at 7.94 to 36 plf at 12.06 factor for dead load is 2.00.
TC- From 72 plf at 12.06 to 72 plf at 22.00
BC- From 4 plf at -2.00 to 4 plf at 0.00
BC- From 7 plf at 0.00 to 7 plf at 18.00
BC- From 14 plf at 18.00 to 14 plf at 20.00
BC- From 4 plf at 20.00 to 4 plf at 22.00
TC- 750.00 lb Conc. Load at 7.94,12.06
BC- 74.39 lb Conc. Load at 2.00,18.00
BC- 111.11 lb Conc. Load at 4.00,16.00
BC- 116.82 lb Conc. Load at 6.00,14.00
BC- 313.73 lb Conc. Load at 8.00,10.00,12.00
Wind reactions based on MWFRS pressures. 5X7--÷--, 4X8
1 .5X3 --J T2 1 .5X3
6 4-3-13
f
6
0-4-3
_- 1111•11110-4-3 EMI
4X8= 4X5= ` 1-
18-0-0
3X14(B5R)
3X14(B5R) _
1-4-2-0-0-->i 1.<--2-0-0--›-I
lE 4-4-14 I_ 3-6-6 4-1-8
ff 7-11-4 >Ic 4-1-8 alc 3-6-6 _i_ 4-4-14
7-11-4 'I
I, 7-11-4
,I- 4-1-8 ,I_ 7-11-4
J
20-0-0 Over 2 Supports
R=2396 U=657 W=5.5"
R=2409 U=649 W=5.5"
PLT TAP, Wave Design Crit: CUSTOM/TPI-2007(STD)
FT/RT=296(096)/4(0) 10.02.01 .1006 73_ QTY:2 OR/-/1/-/-/R/- Scale =.34"/Ft.
Truss Components of Oregon (503)357-YI'Al11M111°_ TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SNIPPING, INSTALLID AND BRACING.
825 North 4 Street,Cornelius OR ER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BV TPl (TRUSS PLATE INSTITUTE, 216 AFD l'RO/c� TC LL 25.0 PSF
NORTH LEE STREET, SUITE 312, ALEXANDRIA. VA, 22314) AND ITCH (WOOD TRUSS COUNCIL OF AMERICA, 6300 '�� V i_ REF R7 1 7 5- 92557
OTHERWISEE INDICATEDDTOPNCORD SHALLB)HAVERSAFETY PROPERLYPATCTICES TTACHED STRUCTURAIOR TO LLEPANELSDANDHESE ROTTONNCHORDSSHALLNHAVE / 1' N ,- TC DL 10.0 PSF DATE 08/10/11 r
A IHIOPEWLY ATTAGNMD WIBID CEILING.
CC
RH IUPORTANT•,FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS BC DL 7,0 PSF DRW CAUSR7175 11222102
GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN. ANY FAILURE TO BUILD THE TRUSS
Now ALPINE _ IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACING OF TRUSSES. �_ BC LL 0.0 PSF CA-ENG TSB/CWC
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AFNPA) AND TPI. ALPINE �� '
PLAATESCONNECTTO EACHR ES FACEEOFADE OF TRUSS AND.IB/UNLESSWOTHERWISEASTM LOCATED3ONNBTHISDE 4DESIGN, POSITION GALV. STEEL.
1600-2. �� OFC 71 10$9 Q�i' TOT,LD, 42.0 PSF S EQN- 216960
ANY INSPECTION OF PLATES FOLLOWED BY (I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS w
ITVVBuiSaoramg Components 95828 Group,Inc, DESIGN SHOWWCATESTHECSUITABILITY ANDFUSEIOFATHISS COOMPONENTRFOROANYBBUI DINGOISLTHE RESPONSIBILITYY OFNTHE ���� ���� DUR.FAC, 1 .15 FROM BB
Sacramento, BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2.
EXP.12-31-11SPACING 24.0" JREF- 1UED7175Z06
Top chord 2x4 HF #1&Bet. 100 mph wind, 20.35 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=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors. Roof overhang supports 2.00 psf soffit load.
Special loads Deflection meets L/240 live and L/180 total load. Creep increase
factor for dead load is 2.00.
(Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15)
TC- From 72 plf at -2.00 to 72 plf at 10.00
TC- From 72 plf at 10.00 to 72 plf at 22.00
BC- From 4 plf at -2.00 to 4 plf at 0.00
BC- From 14 plf at 0,00 to 14 plf at 6.00
BC- From 114 plf at 6.00 to 114 plf at 14.00
BC- From 14 plf at 14.00 to 14 plf at 20.00
BC- From 4 plf at 20.00 to 4 plf at 22.00
Wind reactions based on MWFRS pressures.
5X5
01111 r
1 .5X3 III
1 .5X3 III
s (—
5-4-3
--i 6
0-4-3
�_ MO 0-4-3
r NM
141444444444418-0-0
5X5= 5X5= =� -TT
5X5(A1) Gs5X5(A1)
L--2-0-0->1 LE---2-0-0->J
5-0-0 >I< 5-0-0 I- 5-0-0
10-0-0 >I-c 5-0-0
5-0-0 '1
L- 10-0-0 -I— 10-0-0
�I
k20-0-0 Over 2 Supports
R=1417 U=425 W=5.5" R=1417 U=425 W=5.5"
RL=177/-177
Design Crit: CUSTOM/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(0%)/4(0) 10.02.01 .100- QTY:13 OR/-/1/-/-/R/- Scale =.34"/Ft.
Truss Components of Oregon (503j1)357.. RNI110" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING. OD PROpt
tt` Sir
825 North4 Street,Cornelius OR INSTITUTE. 215
NORTH LEE STREETREFER TO SCSI `BSUITE0312,AAEXANDRIA,ONENT SAFETY
INFORMATION),
WTCA (WOODD BY TRUSSI COUNCIL PLATE
OF AMERICA. 6300 q{�`"��y,NL�Sir TC LL 25.0 PSF REF R7175- 92558 _
ENTERPRISOTHERWISE INDICATEDDTOPNCORD SHALLB)HAVERSAFETY PRACTICES P PROPERLY ATTACHED STTIOR TO RUCTURALEPANEELLS ANDING HESE BOTTOMNCHORD SHALL HAVE ERI �/ 1 4e .' VeMPTC DL TIONS. UNLESS
10.0 PSF DATE 08/10/11
A PROPERLY ATTACHED W10111 MUM. CC
" tuumpiTANT"on1RNI5H A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. I11N BUILDING COMPONENTS BC DL 7.0 PSF DRW CAUSR7175 11222103
GROUP, INC, SHALL NOT RESPONSIBLE T BEFOR DEVIATION FROM THIS DESIGN; ANY FAILURE TO L0 THE TRUSS -�
:C LL 0.0 PSF CA-ENG TSB/CWC
Now ALPINE OR OMN
LO CONFORMANCE WITH TPI; FABRICATING. MAN HANDLING, SHIPPING. INSTALLING A BRACING OF TRUSSES. -.
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE .`�_ - r—V ----
CONNECTOR PLATES ARE MADE OF 20/18/1506 (W,H/SS/K) ASTM A653 GRADE 40/50 (W. K/H,50) GALV. STEEL. APPLY 'y Ofd ',598 TOT.LD. 42.0 PSF SEQN- 217007
PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. 9���ANW,CP
ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS fT i
ITW Buildingacr Componentsen,CAGroup,Inc. DDRAESIIGN SINDICATES
THECSUITABILITY ATANCE OF NDFUSEIONAL OF THISGCOMPONEENNTRESPONSIBILITY
ANY BUI DING SSOLELY
THE RESPONSIBILITY OFCOMPONENT
THE OUR,FAC. 1 .15 FROM BB
SaDrnment(3,CA95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2.
EXP. 12-31-11 SPACING 24.0" JREF- 1 UED7175Z06
Top chord 2x4 DF-L #2(g) Special loads
Bot chord 2x4 OF-L #2(g) (Lumber Dur.Fac,=1.15 / Plate Dur.Fac.=1.15)
TC- From 72 plf at -2.00 to 72 plf at 1.85
Connectors in green lumber (g) designed using NDS/TPI reduction factors. BC- From 4 plf at -2.00 to 4 plf at 0.00
BC- From 14 plf at 0,00 to 14 plf at 2.00
BC- From 7 plf at 2.00 to 7 plf-at 7.94
100 mph wind, 18.31 ft mean hgt, ASCE 7-05, CLOSED bldg, not located BC- 16.87 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- 22.61 lb Conc. Load at 4.00
BC DL=4.2 psf. BC- 66.92 lb Conc. Load at 6.00
Wind reactions based on MWFRS pressures. Roof overhang supports 2.00 psf soffit load.
Deflection meets L/240 live and L/180 total load. Creep increase factor Unbalanced snow loads have not been considered.
for dead load is 2.00.
R=49 U=9
+18-11-12
6 I 1-3-4
I i
0-4-3 //
0
4 +0110- -3-8 18-0-0 4
2X4(A1)
(< 2-0-0 >L 1-10-3---->i
l7-11-4 Over 3 Supports
R=340 U=123 W=5.5" R=74 U=16
Design Crit: CUSTOM/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(0%)/4(0) 10.02.01 .100c- QTY:4 OR/-/1/-/-/R/- Scale =.75"/Ft.
Truss Components of Oregon (503)357-21r N6'• TRUSSES REWIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. t 4D'RUF
825North 4Street,ComeliuR0 NORTH LEE STREET, SUITE ALNNENT SIA. VA. 22314)RATIAND WTCABLISHED BY(WOOD TRUSSI COUNCIL PLATE OF AMERICA,
6218
300 ti`����� �' . TC LL 25.0 PSF REF R7175- 92559
ENTERPRISE UNE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL NAVE E(/ I TC DL 1 0.0 PSF DATE 08/10/11
A PROPERLY ATTACHED RIGID CEILING. Q'
/► BC DL 7.0 PSF DRW CAUSR7175 11222104
A-IRTANT"'FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITA BUILDING COMPONENTS011
_
vow
GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION HN PING THIS DESIGN. ANY INGFAILURE BUILD THE TRUSS BC LL 0.0 PSF CA-ENG TSB/CWC
nor ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING. INSTALLING A BRACING OF TRUSSES.
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AFAPA)AND TPI. ALPINE C� • V
CONNECTORLATO PLATES EACH FACEEOF TRROF USS AND,IB/UNLESSWOTHERWISEASTM LOCATED3GRADE ON THIS DESIGN,POSITION PERVDRAWINGS 1160A-Z. / QFC,> >9��QQ A TOT.LD. 42.0 PSF S EQN- 216947
ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS �'T71M W./.��•
1TW Buildingunomen 0,CA
fs 95828 inc. DRAWING DESIGN SHOWNCAT�THECCEPTANCE OF SUITABILITY AND USEIOFAL THISCOMPONENTRFOR ANVIBILITY BUI BUILDLELY ING THEOR THE RESPONSIBILITVUSS HOFNTHE
�IVIFI n C OUR.FAC. 1 .15 FROM BB
.Sacramen o,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2.
EXP.12-31-11 SPACING 24.0" JREF- 1UED7175Z06
Top chord 2x4 DF-L #2(g) 100 mph wind, 18,81 ft mean hgt, ASCE 7-05, CLOSED bldg, Located 1
Bot chord 2x4 DF-L #2(g) anywhere in roof, CAT II, EXP C, wind TC OL=4.2 psf, wind BC DL=4.2
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 live load.
Deflection meets L/240 live and L/180 total load. Creep increase factor Unbalanced snow loads have not been considered. -
for dead load is 2.00.
R=107 U=40 +19-11-12
6 ( 2-3-4
0-4-3 ,,,--
) 0-3-8
6
0-3-8
I —` 18-0-0 4 d
2X4(A1)
I.c 2-0-0 > c 3-10-3 ai
7-11-4 Over 3 Supports 3.I
R=392 U=88 W=5.5" R=111
RL=96/-42
Design Crit: CUSTOM/TPI-2007(STD)
PLT TYP. Wave FT/RT=296(096)/4(0) 10.02.01 .1.0. . .. n QTY;4 OR/-/1/-/-/R/- Scale =.75"/Ft.
Truss Components ofOregon (503)357-ArIM aN SI TRU S IDEA ICOMPDNENT SAFETY I NFABRITC TI N PUBLIDSNED BY TP P I(TRUSISSTALLI NST TUTEC 2 B t4"� ���7 TC LL 25.0 PSF
825 North 4 Street,Cornelius ONORTH LEE STREET, SUITE 312. ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 1y� _kV" REF R7 1 7 5- 92560 _
ENTERPRISE LANE. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS '
OTHERWISE INDICATED TOP CHORD SWILL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE e TC DL 10.0 PSF DATE 08/10/11
A PROPERLY ATTACHED'IOW CEILING.
BC DL 7.0 PSF DRW CAUSR7175 11222105
**imine riusv,FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ITW BUILDING COMPONENTSATP
_=iv ALPINE _ NGROCONFORMANCEP, INC. ALL WITHOT TPIE OR FABRICATING. HANSIBLE FOR NDLINNG, ION SHIPPPROM THIS DESIGN.ING, INSTALLING&ANY BRACINGURE TO BUILD OF TRUSSES. THE TRUSS BC LL 0.0 PSF CA-ENG TSB/CWC
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFAPA) AND TPI. ALPINEn V
CONNECTOR PLATES ARE MADE OF 2O/16/16GA (W,H/SS/K) ASTM A663 GRADE 40/60 (W. K/H.SS) GALV, STEEL, APPLY y9 Oc .7,'�9 t TOT.LD. 42.0 PSF S EQN- 216949
PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 180A-2. /W,/' /���
ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL RE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS ,�•AN w.C DUR.FAC. 1 .15 FROM BB
ITW BuildingaComponents,CA9Group,Inc. DRAWING OESIGN SHOWN,ATISTHEACCEPTANCE
SUITABILITY ANDUSEOFL THISCOMMPONENTRESPONSIBILITY
FOR ANY BUILDING ISSOLELY
THEFOR
RESPONSIBILITY USS COMPONENT
SMcrumenfo.CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP.12-31-11 SPACING 24.0" JREF- 1 UED7175Z06
- - - -Yy u
Top chord 2x4 DF-L #2(g) 100 mph wind, 19,31 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=4.2 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 live load.
Deflection meets L/240 live and L/180 total load. Creep increase factor Unbalanced snow loads have not been considered.
for dead load is 2.00.
��
_4_20-11-12
R=175 U=75
6 �-- 3-3-4
__L_ 0-3-8
0-4-3 i _i__�- 4 - 18_o-0 _ _ ,
2X4(A1) =
--2-0-0 ›.J< 5-10-3 >1
1 7-11-4 Over 3 Supports >{
R=458 U=101 W=5.5"
RL=131/-47 R=117
Design Crit: CUSTOM/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(0%)/4(0) 10.02.01 .100T••A /�}(. QTY:4 OR/-/1/-/-/R/- Scale =.5"/Ft.
Trusty Components of Oregon (503)357-2 REFERITOINBCSI TRU(UE LDIREQUIRE
EXTREME
ENT SAFETY IN NFORMA ONON PUBLIHANDLING,
HED BV PSHIPPING.
(RUSS PLATE NS7 TU LAE C 218
�FY PRvrc IC LL 25.0 PSF
825 North 4 Street,Cornelius OR NORTH LEE STREET, SUITE 312. ALEXANDRIA. VA. 22314) ANO WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 `� s REF R7175- 92561
ENTERPRISETHISLANE,IMADISON, OI 53719) FOR SAFETY RL PATTAIHED PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS k��1�• g�1; TC DL 1 0.0 PSF DATE 08/1 0/1 1
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED SRUCNRAL PANELS AND BOTTOM CHORD SHALL HAVE
A PROPERLY AT7ACNEB RIOIB CEILING.
IV 1-•IRPORTANT'"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITR BUILDING.COMPONENTS BC DL 7.0 PSF DRW CAUSR7175 11222106
GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS
mow ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING A BRACING OF TRUSSES. / BC LL 0.0 PSF CA-ENG TSB/CWC
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE �y
CONNECTOR PLATES ARE MADE OF 20/1B/SBGA (R.H/SS/K) ASTM A653 GRADE 40/BO (W, K/H.SS) GALA. STEEL. APPLY ^-yjj� Q 9
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 1BOA-Z. 7 4.� 1g1� �' TOT.LD. 42.0 PSF S EQN- 216951
ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS N W Q
ITW Building Components Group,Inc. DRADRAWING N INDICATESTNAACCEPTANCE
CEITANIEIOF PROFESSIONAL LNINNGIINEERINGTRESPONSIBILITY
ANY ILILDING IESOLELY
YHE RETTHE
ENTRUISICO COMPONENT
/ '" ,�� DUR.FAC. 1 .15 FROM BB
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/PI 1 SEC, 2.
EXP.12-31-11 SPACING 24.0" JREF- 1 UED7175Z06
kvvI Ivvv--I fin1\ LvmVLn-11IL16JVVmV -L1 V 111 1n6> 'OOI OIVO 04411.1 VII -- 11JUv >VI 00.1114 OVC I - P1,
Top chord 2x4 HF #1&Bet. 100 mph wind, 19.83 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 IC DL=4.2 psf, wind
Webs 2x4 DF-L Std/Stud(g) BC DL=4.2 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 live load.
Deflection meets L/240 live and L/180 total load. Creep increase factor
for dead load is 2.00. Unbalanced snow loads have not been considered.
2X4 III
4-3-13
s (T
0-4-3 J' 4_18-0-0 i
—r
2X4 III
2X4(A1) =
2-0-0--->.1
` 7-9-8 1"12
I" 'l
EC 7-11-4 Over 2 Supports
R=525 U=116 W=5.5" R=314 U=117
RL=169/-53
Design Crit: CUSTOM/TPI-2007(STD)
PLT TYP. Wave FT/RT=296(096)/4(0) 10,02.01 .100• QTY:6 OR/-/1/-/-/R/- Scale =.5"/Ft. _
Truss Components of Coon (5Cornelius
ERNTONBCSI TRUSSES REQUIRE
E(BUILDING ICOMPONENT SAFETY IN FABRICATION, HANDLING,INFORMATION), PUBLISHED BYTPISHIPPING.
(TRUSSSPLA EING AND INSTITUTE,ING.
B t Q PR S. TC LL 25.0 PSF
825 North 4 Street,Cornelius OR NORTH LEE STREET, SUITE 310, ALEXANDRIA, VA. 02314) AND ATCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 \��0 0�A
REF R7175- 92562
ENTERPRISE LANE, MADISON, NI 53718) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS, UNLESS �tz•��,M`• �TC DL 10.0 PSF DATE 08/10/11OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 4/
A PROPERLY ATTACH®RIGID REI LIMO. /� —�
BC DL 7.0 PSF DRW CAUSR7175 11222107
'"A IIN'ORTANT•.FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITA BUILDING COMPONENTS
GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN. ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 0 PSF CA-ENG ENG TSB/CWC
Emir ALPINE N CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING A BRACING OF TRUSSES. OREGON v -
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFAPA) AND TPI. ALPINE L
PLACOATESTOR TO EACHES FACEEOFATRUSS ANDE OF ,18/UNLESSWOTHERWISEALOCATED 011 THISDE 4DESIGN, POSITION PERVDRAWINGS 160A-Z. 44) Oe`.7,te$ Vv TOT.LD. 42.0 PSF S EQN- 216953
ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPII-200U SEC.3. A SEAL ON THIS dS'"4,1W.6Ja4Q DUR.FAC, 1 .15 FROM BB
iTVVBuil aenomemponentsGronp Inc DESDRAIGN SHOWN. THE SUITABILITY ANDING IND I CATES ACCEPTANCE OF FESS USEIONAL OF THISOCOMER I NG MPONENTRFOROANYBIL I TY BUILDINGOISLY THEOR THE RESPONSRUSS IBILTY COMPONENT
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" JREF- 1UED7175Z06
EXP.12-31-11
I
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Top chord 2x4 DF-L #2(g) 100 mph wind, 18.31 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=4.2
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 live load.
Deflection meets L/240 live and L/180 total load. Creep increase factor Unbalanced snow loads have not been considered. -
for dead load is 2.00.
R=-13 Rw=28 U=28
A' 18-11-12
g 1-3-4
I
I
0-4-3 0-3-8
4 +18-0-0 r
OMEN
R=17 Rw=26 U=18
2X4(A1)
<< 2-0-0 6 1-10-3 1
FE-1-11-4 Over 3 Supports
R=343 U=94 W=5.5"
RL=62/-37
Design Crit: CUSTOM/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(O%)/4(0) 10,02.01 .101- QTY:4 OR/-/1/-/.7-/R/- Scale =1"/Ft.
Truss Components of Oregon,(503 357-�YY'�1RNIRo•• TRUSSEIS REWIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING. INSTALLING AND BRACING. ���,0 OF TC LL 25.0 PSF
825 North4Street,CorneliusOR kN�OkR'TH LEE STREET. SUITET312,ALEXANDRIA. VA!N22314)IAND WTCA(WOOD TRUSSi COUNCILCPOF�AMERICA. 6300 'Z� U'' 1 �o. REF R7175- 92563EIR _
OTHERWISEENTERPRISE INDICATED TOPNCHORD SHALLB)HAVERSAFETY PRACTICES PRIOR TO PROPERLY ATTACHED STRUCTURALPANELSANDmING HESE BOTTOM CHHORDSSHALLNLESS HAVE of Nf ae1ti991, 1 TC DL 1 0.0 PSF DATE 08/10/11
A PROPERLY MAORIS■1010 CEILING, DRW -
"IiWORreArr”FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ITV BUILDING COMPONENTS BC DL 7.0 PSF CAUSR7175 11222108
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 TSB/CWC
MOW ALPINE _ IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING N BRACING OF TRUSSES.
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFOPA)AND TPI. ALPINE 1:1 r
CONNECPLATESTTR PLATES TO EACH FACEEOFATRUSS ANDE OF . ESSWOTHERWISEASTM LOCATEO ONRADE 40/60 THIS DESIGN,POSIITION PERVDRAWINGS 150A-Z. �_5I,)7,'���Q� TOT.LD. 42.0 PSF SROM- BC 216941
ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS V W C DUR.FAC. 1 .15 FROM DU
ITW Building Components Group,Inc, DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COWgNENT
BUILDS O�WN.GNERTHER UITIBILITY AND,USSE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE
Sacramento,CA 95828
EXP.12-31-11 SPACING 24.0" JREF- 1 UED7175Z06
Top chord 2x4 DF-L #2(g) 100 mph wind, 18.81 ft mean hgt, ASCE 7-05, CLOSED bldg, Located •
Bot chord 2x4 DF-L #2(g) anywhere in roof, CAT I1, EXP C, wind TC DL=4.2 psf, wind BC DL=4.2
Connectors ingreen lumber psf.
(g) designed using NDS/TPI reduction factors.
Wind reactions based on MFRS pressures.
Roof overhang supports 2.00 psf soffit load. Bottom chord checked for 10.00 psf non-concurrent live load.
Deflection meets L/240 live and L/180 total load. Creep increase factor Unbalanced snow loads have not been considered.
for dead load is 2.00.
4
19-11-19-3-15
4
R=91 U=42
00/01.11100111Vj
6 I 2-3-4
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R=23 Rw=34 U=Z2
2X4(A1)
2-0-0 >lc 1-11-4 ?)
fc 3-10-3 Over 3 Supports :{
R=366 U=91 W=5.5"
RL=96/-42
Design Crit: CUSTOM/TPI-2007(STD)
PLT TYP. Wave FT/RT=296(096)/4(0) 10.02.01 .1ING. `01` QTY:4 OR/-/1/-/-/R/- Scale =.75"/Ft.
Truss Components 4e Cornelius
us 0 1357`TiEFERRTO SCSI TRUSSES REQUIRE
(COMPONENT SAFETY IINFORMAFABRICATION,
ON), PUBLISHED BY TPIIPING.(TRUSS PLATE INSTALLING
UTEAND .218
t4�`� Ort TC LL 25.0 PSF
825 North 4 Street,Cornelius OR NORTH LEE STREET, SUITE 312. ALEXANDRIA, VA. 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 `I? Ql N-4„1111,
REF R7175- 92564
OTHERWISEENTERPRISE INDICATEDTOPMADISON.
CHORD SHALLB)HAVERSAFETY PRACTICES PRIOR TO PROPERLY ATTACHED STRUCTURALEPANEELLSNANDHESE BOTTOMNCHORDSSHALLNLESS HAVE C1Ia 4� �Q� TC DL 10.0 PSF DATE 08/10/11
A PROPERLY ATTACHED R1010 CEILING. �- 'mug
•'iRWORTANT•'FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. I1W BUILDING COMPONENTS ofill, BC DL 7.0 PSF DRW CAUSR7175 11222109 _
GROUP, INC. SHALL NOT NE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS
�� ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACING OF TRUSSES. '•_C• BC LL 0.0 PSF CA-ENG TSB/CWC
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AFAPA)AND TPI. ALPINE /� V
CONNECTOR PLATES ARE MADE OF 20/1B/16GA(W.H/SS/X) ASTM AB53 GRADE 40/60 (W. X/H.SS) GALV, STEEL. APPLY 7� TOT.LD. 42.0 PSF S EQN- 216943
PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. '1.,N W.����Q
ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS IA JJ DUR.FAC. 1 .15 FROM BB
11 W Building ComponentsA9Group,Inc. DRAWING DESIGN SHOWNCATESTHECCEPTANCE OF SUITABILITY AND USE(OFAL THISGINEERING COMPONENTRFOROANYBILITY BUILDINGO ISLY THEOR THE RESPONSRUSS IBILITY OFNTHE
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2, EXP.12-31-11 SPACING 24.0" JREF- 1 UED7175Z06
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Top chord 2x4 OF-L #2(g) 100 mph wind, 19.31 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
BC DL=4.2 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. Bottom chord checked for 10.00 psf non-concurrent live load.
Deflection meets L/240 live and L/180 total load. Creep increase factor Unbalanced snow loads have not been considered.
for dead load is 2.00.
�I 0-11-12-3-15
R=158 U=72
6 3_3_4
0-4-3 i 1.111111111111111AA18-0-0
–1— ►-'.i R=67 U=31 -
2X4(A1) ==
L-2-0-0 1-11-4—a).1
I` 5-10-3 Over 3 Supports
R=379 U=81 W=5.5"
RL=131/-47
Design Crit: CUSTOM/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(0%)/4(0) 10.02.01 .100. QTY:4 OR/-/1/-/-/R/- Scale =.5"/Ft.
Truss Components of Oregon (503)3574ER NTOYBCSITRU`BUILDINGREQUIRE
COMPONENrSAFETYIN NFORMATION)FABRICATION,
PUBLIIHEDBYTPIPIINSTALLING
(TRUSS PLATE NSTITUTE. ZB �
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825 North4 Street,Cornelius OR NORTH LEE STREET, SUITE 312. ALEXANDRIA, VA. 22314)AND MICA (WOOD TRUSS COUNCIL OF AMERICA. 6300 Cs4.A 471,
UMADISON.
ENTERPRISE NE. WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS V TC DL 10,0 PSF DATE 08/10/11
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE ,V 146Allp. . r 1
BI
A PROPERLY ATTACN11010 CEILIRO. N
BC DL 7.0 PSF DRW CAUSR7175 11222110
*.eiVIP0.111/fr..FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITA BUILDING COMPONENTS
GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN. ANY FAILURE TO BUILD THE TRUSS
N BMW ALPINEOREGBC LL 0.0 PSF CA-ENG TSB/CWC
P
IN CONFORMANCE WITH I; OR FABRICATING, HANDLING. SHIPPING. INSTALLING A BRACING OF TRUSSES. w
DESIGN
TORNPU�SWITH
ARE MADEAPPLICABLE
20/16PROVISIONS
(W.HFSS/K)(NATIONAL
3 GRADE 40E60 BY(W.AK&NASS)AND
GATVI STEEL. APPLYALPINE
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PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. "04
��fC7 PQ�� DTUT.LD. 42.0 PSF S EQN- 216945
ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TPI1-2000 SEC.3. A SEAL ON THIS Y �P'II y/
ITA Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT .4//w.CW ,FAC. 1 .15 FR M
Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE
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BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2.
EXP.12-31-11 SPACING 24.0" JREF- 1UED7175Z06
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.- o o Customer: PARR LUMBER-HILLSBORO
JD ao 0 Desc. : Ervin Res Garage addition
0 m00 ADDRESS: 11360 sw 92nd ave
m o z Designed by: BILLY BREESE
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