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Alpine, an ITW Company
8351 Rovana Circle Sacramento,CA 95828 (916)387-0116
Page 1 of I Document ID:1 VPZ7175Z1519164547
Truss Fabricator: Truss Components of Oregon
Jobldentifcat,on: 1115033--PARR FOREST GROVE -Riverside 3382 A roof N -- master master , OR
Model Code: I RC
Truss Criteria: I RC2012/TPI-2007(STD) ,1r0 PROF
EngineeringSoftware: Alpine proprietary truss analysis software. Versions 16.01, .i FSS
Truss Design toads: Roof - 42 PSF • 1.15 Duration �y 4eiNe4. ,OZ
Floor - N/A 19575
Wind - 120 MPH (ASCE 7-10-Closed) r
Notes: 04/9/2016
1. Determination as to the suitability of these truss components for the n OREGON
structure is the responsibility of the building designer/engineer of 'IAN 20, r
record, as defined in ANSI/7P! 1. ROL i NF'
2. As shown on attached drawings; the drawing number is preceded by: CAUSR7175ro � ,ea1
Details: 12030EC1-GBLLETIN-GABRST10-BRCLBSUB-12015EC1-
Submitted by GBH 16:45:07 04-19-2016 Reviewer: PBC
$ $
# Ref Descri.tion Drawin.# Date
1 92333--AGE 16110068 04/19/16
2 92334--A 16110059 04/19/16
3 92335--A1 16110075 04/19/16
4 92336--A2 16110051 04/19/16
5 92337--A3 16110052 04/19/16
6 92338--A3GE 16110053 04/19/16
7 92339--CGE 16110074 04/19/16
8 92340--C 16110081 04/19/16
9 92341--CG 16110056 04/19/16
10 92342--DGE 16110080 04/19/16
11 92343--D 16110079 04/19/16
12 92344--E 16110073 04/19/16
13 92345--EG 16110059 04/19/16
14 92346--BGE 16110076 04/19/16
15 92347--JGE 16110060 04/19/16
16 92348--J 16110069 04/19/16
17 92349--JGEA 16110061 04/19/16
18 92350--H 16110067 04/19/16
19 92351--EJG 16110077 04/19/16
20 92352--EJ1 16110062 04/19/16
21 92353--F 16110065 04/19/16
22 92354--G 16110078 04/19/16
23 92355--G1 16110066 04/19/16
24 92356--SJ1 16110064 04/19/16
25 92357--SJ2 16110063 04/19/16
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&01BENS!ONS)SUBMITTED BY TRUSS MFR.
( 1115033--PARR FOREST GROVE -Riverside 3382 A roof M -- master master , OR - AGE )
Top chord 2x4 HF #2 120 mph wind, 22.85 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x3 HF #2 DL=4.2 psf.
:M12, M13, M14, M15, M16 2x4 HF #2:
Wind loads and reactions based on MWFRS with additional C&C member
Provide lateral wind bracing per ITWBCG wind bracing details or per design.
engineer of record. 2X3 studs require reinforcement at 70%of the length
tabulated for 2X4 studs of the same grade. See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind
bracing requirements.
(a) Continuous lateral restraint equally spaced on member.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live
Deflection meets L/360 live and L/240 total load. Creep increase factor load applied per IRC-12 section 301.5.
for dead load is 1.50.
Truss designed for unbalanced snow load based on Pg=25.00 psf,
Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
5X7
;yr -
3X50 3X5-*
♦ 14
412 13 (a laCa,1416 '1,,,
10-1-3
6 (a) (a)1 \ —1 6
1 y
0-4-3 -
ii - 0-4-3
I3
- - 3 r s 11 Oa i
1 0 lu 8 0 9 s s - - II 1 18-0-0
T e////////////////////////////////////////////////////////////// ///////////////////////////////////////////////////////////// I
3X5(A1)= 5X7 3X5(A1)=
1-6-0 r —0
16-0
L 19-6-0 19-6-0 J
39-0-0 Over 2 Supports >1
R=138 PLF U=0 PLF W=19-6-0
RL=9/-9 PLF R=129 PLF U=6 PLF W=19-6-0
Note: Al I Plates Are 1.5X4 Except As Shown.
Design Crit: IRC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.1. 91'i :FFAps OR/-/1/-/-/R/- Scale =.1875"/Ft.
Truss Components of Oregon (503)357-!118 "WAaNINCI"READ UM FOLLOOALL NOM011 THIS AORM LAONs1 9 d1N@' O TC LL 25.0 PSF REF R7175- 92333
4th B 1 ••IIPnNrNl1•• seal al MS AMMO m aaw.nma I,ImIm,11C ME 1NSTM1FA5. \
825 N 4 Ave,Cornelius O 97 13 (� F,Q
Trusses',qui re extreme car•I n fabrl vat,ng,handling.sni ppl ng, i natal ling �racing.Refer to a.fol I. 1
)for safety practices prior %� TC DL 10.0 PSF DATE 04/19/16
BC DL 7.0 PSF CAUSR7175 16110068
top chord she,I have properl y attached tural sheath,ng anel bottom chord shal I have a properl y att•ched
"bo. ..°"°°" i� DRW
,4 f�L�O N °,, . ,. ",,," Refer ° r.. ,"° ate
ens. .rent t., 0, 19/20 6 BC LL 0.0 PSF CA-ENG RTT/RTT
AN ITW COMPANY
drawl
;:f < 'e r. f t,°,,::"<.�,I"conformance
";�<�"�,4d I,.or for �:,"";""p;l",.ati°" OREGON v TOT.LD. 42.0 PSF SEAN- 30450
A"t <.`.:::::741:
rp a 11:!• AIt Orttli IMI:w.•`=C':r4,12 nr: :".CrilM
°,no°
wtww sl l r..l,p sr ww
narrmb e.sa,�e r
8351R Cirde w.w,,.,.it . <.o ditals.w.ias.�°o r awmi .wt .,, .w..< t r... wr r,,. r. . °. �OLERN P DUR.FAC. 1.15 FROM BB
Secmmeom,CA 95828 .PI NE:w,,,. ° •l<...°..TPI...,..t°l",<. ,,rruu.....,.°�"...«,..°.. «.rms.I.°,.f..org SPACI NG 24.0" JREF- 1VPZ7175Z15
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMI TTED BY TRUSS MFR.
( 1115033--PARR FOREST GROVE -Riverside 3382 A roof M -- master master , OR - A )
Top chord 2x4 HF #2 120 mph wind, 22.85 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC OL=6.0 psf, wind BC
Webs 2x4 HF #2 :W1, W7 2x4 HF Std/Stud: DL=4.2 psf.
(a) Continuous lateral restraint equal I y spaced on member. Wind loads and reacti ons based on MY/FRS with additional C&C member
desi gn.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load
applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total I oad. Creep increase
factor for dead load is 1.50.
Truss designed for unbal anced snow Ioad based on Pg=25.00 psf, Ct=1.10,
Ce=1.10, CAT II & Pf=21.17 psf.
5X7
1, 7-
3X5-1-: ��� 3X5
3X5% 3X5
1.5X4$ '. / 1.5X4,
10-1-3
6 ,--
�, (a) (a) / —, 6
W1N\V \
0-4�3 W
0-4-3 I
�I_ W - +18-0-0
3X5= 6X8= 3X5=
3X10(63)= 3X10(63)
1,=6-0 1-6-0
-..•
I 6-10-
50 0 4 6-3-13
13 �9-5-12 3-13 c 6-3-13 9-5-12 6 T 3
10-0-64-10-5
0-0 4 10-5
L 19-6-0 _I, 19-6-0 J
39-0-0 Over 2 Supports >1
R=1799 U=60 W=5.5" R=1799 U=60 W=5.5"
RL=181/-181
Design Crit: IRC2012/TPI-2007(STD) . . =.1875"/Ft.
PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.i.' 1 •Flap OR/-/1/-/-/R/- Scale
Tnms Com Dwts oft)regon 503357--4118 ••WARNINCI••READ AND MELON ALL NOTES ON RD S DRAM NGI 9 GINE S'% TC LL 25.0 PSF REF R7175- 92334
po ••11PONmMf•• ..wt MS AWING TO ALL INCLLEI NO THE IM ULLEN.
825 N 4th Ave,Comedos O 97 13 C2 !� l�,Q
Trusses redid re extreme < 'earl CA)r 49575 r TC DL 10.0 PSF DATE 04/19/16
.bo°r o41111. ,-„, BC DL 7.0 PSF DRW CAUSR7175 16110059
A f>,EEq N I „n.• , .,. • ^_ •„<°°° 19 6 BC LL 0.0 PSF CA-ENG RTT/RTT
1„ l°;.nr..r„.nn OREGON v TOT.LD. 42.0 PSF SEQN- 30451
AN ITW COMR4NY I n<°I. o' r...n.rr<%nw•nar •n<.arn..I:.. r%,7":„°vvl a.'°
An.wl9w ..Ing or cover
rw pope
listing tM.A,..I ng.IMlwtw....p..mN of profess.an.l•.aBin.,I 1
rwwn.l.11 Tty w1.1 r.r shown. The wltwllltr•n.use c
the d.lon.r..r ANw/RI t sw.:. drool.„ fee ens structure . 91Q ^. to �.•i DUR.FAC. 1.15 FROM BB
8351R C�k w+lMMere OI & •0
sammmm,Rome
9se38 ALPINE:.....�,,na<...•..TPI:elm.<;��.<°er;...�A........�..� ,..,..I«.....I n<,.... , a. SPACING 24.0” JREF- 1VPZ7175Z15
N
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DI MENSI ONS)SUBMITTED BY TRUSS MFR.
( 1115033--PARR FOREST GROVE -Riverside 3382 A roof M -- master master , OR - Al )
Top chord 2x4 HF #2 120 mph wind, 22.85 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #1&Bet. anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x4 HF #2 •W1, W7 2x4 HF Std/Stud: DL=4.2 psf.
:Lt Wedge 2x4 HF Std/Stud:
(a) Continuous lateral restraint equally spaced on member.
Wind loads and reactions based on MWFRS with additional C&C member
design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live
load applied per IRC-12 section 301.5.
Deflection meets L/360 live and L/240 total load. Creep increase factor
for dead load is 1.50. Truss designed for unbalanced snow load based on Pg=25.00 psf,
Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
Truss supports 200# mech unit; unit centered at 24-6-9; supported by BC;
unit width 2-0-0; supported by 3 trusses.
5X5=
3X5-. T
\ 3X5
3X5 -
6
\ 3X5
r. ' 1.5X4 Di
1.5X40 e. / �',
10-1-3
� �/ 6
W1\�
0-5-13 :, �.
-. 18-0-0 1
T 4X8(B2)= 3X5 6X8m 3X5=
4X8(83)
1-6-0
6-7-19-9-0
9 0 6-3-13 9-5-1V-13 J_ 6-3-19-5-12
5 12_I. 6-3-13 -1-
10-0_64-10-5
19-2-12 I 19-6-0
38-8-12 Over 2 Supports
R=1717 U=50 R=1876 U=61 W=5.5"
RL=170/-165
Design Crit: I RC2012/TPI-2007(STD) 0 PROF
PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.8. 5 P FiS,s. OR/-/1/-/-/R/- Scale =.1875"/Ft.
7mss componn1tsofOregoa 5033357-Sus •aWARNIm GI••KAo Am MAW ALL NOTES ON TITS ONION NM � aCi1NFt� bZ TC LL 25.0 PSF REF R7175- 92335
825 N 4th AvF COmf11US 0 97 13 ••IIPoRfNIf•• mNwl Ng TO ALL CONTRACTORS 1 NOUNS xN LIE (�
a s� A4:
��� �, TC DL 10.0 PSF DATE 04/19/16
( i BC DL 7.0 PSF DRW CAUSR7175 16110075
A 11__L=)[1
1 LL)U^ I E se en•,•..• . •r-•` - for a•.• [Ions. M1° 19/20 6 BC LL 0.0 PSF CA-ENG PBC/GWH
I� ' V .° Refer be OREGON
AN ITW COMPANY �'..:1".%77.',.A ereo7ng ru•m.m truss,n conformance al tm ANSI?PI 1.mr°for nano,I ng,ani PP,ng. J
....I.m..i.=Z741: t1m.W.:=4":=:: ..��.ma.P. ° •� ye TOT.LD. 42.0 PSF SEQN- 34520
elstxwNgc I. r»Pmm•i.1 T Buil m per ANSI 1Sog:. r r trP P. "OL' NW' DUR.FAC. 1.15 FROM BB
Secmm®m,CA 95826 •��^'•g SPACING 24.0" JREF- 1VPZ7175Z15
A�Pi xE.•v..ai mi n.,<..cmm,'rP,. P,...g,ncA...m.sec,nau r mm, icc.a...i cm..r.. g Ammws WWWMT
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
(1115033--PARR FOREST GROVE -Riverside 3382 A roof M -- master master , OR - A2)
Top chord 2x4 HF #2 :T4 2x4 DF-L #1&Bet.: 120 mph wind, 22.85 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 :B3 2x4 HF #1&Bet.: anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
:B4 2x4 HF SS: DL=4.2 psf.
Webs 2x4 HF #2 :W1, W6 2x4 HF Std/Stud:
Wind loads and reactions based on MWFRS with additional C&C member
Calculated horizontal deflection is 0.25" due to live load and 0.27" desi gn.
due to dead load.
(a) Continuous lateral restraint equally spaced on member.
Bottom chord checked for 10.00 psf non-concurrent bottom chord I i ve load
applied per I RC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
Truss desi gned for unbal anced snow load based on Pg=25.00 psf, Ct=1.10,
Ce=1.10, CAT II & Pf=21.17 psf. JT PLATE LATERAL CHORD
No SIZE SHIFT BITE
[24] W4X8 S 1.25
5X5=
3X5% r 3X5
3X5 6
�� 3X5*
1.5X4 " .. 4X8[24]
. . (a (a) /, W6 ' e 10-1-3
N' T4
. (a)
W1'\\\\ \\\ WM
0-5-13
I
SX5(B1OR)% 3X5= 6X8=— 6X10=--- 63 3SS0715= 3 B4 �\ +18-0-0
3X12(F2)
1-6-0
6-7-1
9 9 0 -I- 6-3-13 19 5 12 3-13 IE 5 51$_�r 6-11-4 X410 6 7-3-0 30
I 19-2-12 19-6-0
24-8-4 6-9-8 7-3-0
38-8-12 Over 2 Supports
R=1670 U=49 R=1796 U=61 W=5.5"
RL=170/-165
Design Crit: IRC2012/TPI-2007(STD) p PRO
PLT TYP. 18 Gauge HS,`Wave FT/RT=2%(0%)/4(0) 16.01.FA .5 P . -_ Ffia4ap OR/-/1/-/-/R/- Scale =.1875"/Ft.
Truss Components of Oregon (503)357./118 eeWARNI NDI••READ MO roues ALL IMES OS TNS ORM MGI �� aV1h Ffi TC LL 25.0 PSF
825 N Ota Ave,Comehus OR 97113 ••1 •' raxwl am nus mwrxxro ALL CONTRACTORS lllollDlw TM INSTALLERS. (� d%76 ,Q yREF R7175— 92336
to performl ng these functi,Trusses',dui re extreme care in f•Orl oat!ng.hand/Ing.shi ppi ng. I nstal I I ng and',cool ng•riefer co and foi1O•
I,° - r, TC DL 10.0 PSF DATE 04/19/16
Idilibb„ top chord.al 1 have proper!y attached structural Shallthi no and bottom chord shal I have a properl y attached
B
•�„ a nstal I ors•hal I provi de t•nporary Israel mg per BLS,. WI es•noted otherwi•••
�44011C DL 7.0 PSF DRW CAUSR7176 16110051
0' 19/2016
A IL�O N[ C LL 0.0 PSF CA-ENG PBC/GWH
Al::�� 'C:<ie�"" ..�,�.�.�.�.I „e„I .•..r a... ,oe OREGON J
AN ITW COM{YVJV ,.., .. ,.ure t..,..,,,, "•'1n`^^r•men.e.�,.ANSI?PI 1..r for heal yea,,el„�.,. K TOT.LD. 42.0 PSF SEAN- 34534
A^NAla17 •Am•'m er t, a MM=!°tyle 11=f1 IM ex^•ae e•Irn rf me1MN np•IAmrIA. 9� n.20,10 G I
rmrelId I I.,.r.,eer .,M`�;cr. . .I. O(9 W.N DUR.FAC. 1.15 FROM BB
x351 Roma CimR w•.1 sl Ilex or ue m,l ralm wlRm` r Axes ml`t UR.. re er z c.
Savameab,CA 95828 A.xE.•�. ••i...Lenformati on SPACING 24.0” JREF- 1VPZ7175Z15
A Tri me.<,i..i.ore.RrcA.....,ecl nau r .•. Icc.v.e.i,..,r,.ore Rmew.0302o17
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMI TTEO BY TRUSS MFR.
(1115033--PARR FOREST GROVE -Riverside 3382 A roof M -- master master , OR - A3)
Top chord 2x4 HF #2 :T3 2x4 DF-L #1&Bet.: 120 mph wind, 22.85 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 :B3 2x4 HF #1&Bet.: anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
:64 2x4 DF-L #1&Bet.: DL=4.2 psf.
Webs 2x4 HF #2 :W1, W2, W3, W8 2x4 HF Std/Stud:
Wind loads and reactions based on MWFRS with additional C&C member
Calculated horizontal deflection i s 0.20" due to live load and 0.22" design.
due to dead load.
(a) Continuous lateral restraint equally spaced on member.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load
applied per I RC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead I oad i s 1.50.
Truss desi gned for unbal anced snow load based on Pg=25.00 psf, Ct=1.10,
Ce=1.10, CAT II & Pf=21.17 psf. JT PLATE LATERAL CHORD
No SIZE SHIFT BITE
# [ 3] W4X5 2.25 R 2.75
[ 4] W3X5 S 1.25
[20] W5X5 3.00 R 1.25
5X5
L
3X5% 3X5
,..: 3X5
6 r- ,
r 5X5[20]
3X5[4] ., 10-1-3
a) (a) / W8 6
1.5X4111 's
(a) T3
- I W W3 N .
A
‘*\ / /
1-11-1 (a)
_ W1 a — '• •o B3 3SS0612= 3 B4 +18-0-0 Y
4X5(R)[3] III 3X5= 5X7= 6X8=
3X10(F1)
1-6-0
L 3-6-16-10-8
6 16-10-8 6-5-8
-58 ...1...9-5-12 6-3-13 al' 5535182 6-11-4 1410-8 7-3-0
16-4-4 __ 19-6-0
21-9-12 I 6-9-8 7"
35-10-4 Over 2 Supports
R=1540 U=61 R=1678 9=72 W=5.5"
RL=149/-158
Design Cri t: I RC2012/TPI-2007(STD) ,EO PROP
PLT TYP. 18 Gauge HS,Wave FT/RT=2%(0%)/4(0) 16.01 + 1'•F F`S i. OR/-/1/-/-/R/- Scale =.1875"/Ft.
Tmiss Componmts of Oregon (503)357-!118 "WARN!NG''n READ.ND RUM ALL NOM ON 11115 Lw NG! ‘4,C F
825 N 4th Ave,Comehus OR 97113 ••ImVnANr•• FURNISH Txls COMIC>D ALL cwmaer.ns INm1DIX0^<INSTALLERS. 19576 4' 9 IC LL 25.0 PSF REF R7175- 92337
Trusses require ex eeeee care In fabricating,handiing,shipping.installing and the latest edition of BCSI (Building Component Safety I Ion,by TIN and to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise.
^>%cing.Refer co and folios r, TC DL 10.0 PSF DATE 04/19/16
top chord shall have properly attached structural sheathing end bottem chord shall have a properly attached 1- % DL
BC
B10,as sppl icabl•. Apply above,".°" 7.0 PSF DRW CAUSR7175 1611D052
0 19/20 6
A IL�B N ° ion Building ° ,,,.,„„ OREGON BC LL 0.0 PSF CA-ENG PBC/GWH
ANITWCOMRNW ° . ..°” �. „, . .°,,.,bulid the t.°„I�conformance with ;.';:°�e:'„...���.'";„P;;..:"" .9R'be.20, � TOT.LD. 42.0 PSF SEQN- 34536
A".. :::::7.:
.I M.r.w. ..M I ,,,e •tr.I.Oi I M^w s....p^1.:..>�.>..N.n.l.Ml,l..il n
vstxw,.,c�de . .LII > r too N isono.o s!!No low MG 1 Soo,.. w... ...I ... >.... ... . OL a 1jN.IA'''
DUR.FAC. 1.15 FROM BB
SammoRo.CA 9se2R .�PIRE.....,> .�..information .....,I".�.°,,Nr<......,n.„.. these eel,«............ . Ron.w.erawaolT SPACI NG 24.0" JREF- 1VPZ7175Z15
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
(1115033--PARR FOREST GROVE -Riverside 3382 A roof M -- master master , OR - A3GE)
Top chord 2x4 HF #2 120 mph wind, 22,85 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x3 HF #2 DL=4.2 psf.
:M12, M13, M14, M15, M16 2x4 HF #2:
Wind loads and reactions based on MWFRS with additional C&C member
Truss desi gned to support 1-0-0 top chord outl ookers and cladding load desi gn.
not to exceed 5.00 PSF one face and 24.0" span opposite face. Top chord
may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT Provide lateral wind bracing per ITWBCG wind bracing details or per
OVERCUT. No knots or other I umber defects allowed within 12" of notches. engi neer of record. 2X3 studs requi re rei nforcement at 70% of the
Do not notch in overhang or heel panel. length tabul ated for 2X4 studs of the same grade.
See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind (a) #3 or better scab reinforcement. Same size & 80% length of web
bracing requi rements. member. Attach with 10d Box or Gun nails (0.128"x3",mi n.) 0, 6" OC.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase
applied per IRC-12 section 301.5. factor for dead load is 1.50.
Truss desi gned for unbalanced snow load based on Pg=25.00 psf, Ct=1.10,
Ce=1.10, CAT II & Pf=21.17 psf. 5X5
T
.
6 r
I.
•
3X5,-
13jA14 15' « .
a) a)�a):a)M16-(a) 10-1-3
.- 6
. \
1-11-1
/ 3 - I I I t 0 0 - 0 0 " J 3 R 11 - I - 18-0-0
//////////////////4//////////////////////////////////)/////////////////////////////////////////////////////////////// or
5X5
3X5(A1)
1-6-0
L- 16-4-4 _I� 19-6-0 J
Ec 35-10-4 Over Continuous Support >1
R=124 PLF U=5 PLF W=35-10-4
RL=5/-5 PLF
Note: All Plates Are 1.5X4 Except As Shown.
Design Crit: IRC2012/TPI-2007(STD) ,EO PROgF
PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01IL
. Mt..? `p%co OR/-/1/-/-/R/- Scale =.1875"/Ft.
Tnsss Components ofOregoo (503)357-!118 •nativlRol—REPO Alm FOLLOW ALL ON THIS ORM ICI N I. TC LL 25.0 PSF
Refer to anti fel I ow
825N4th Ave,Co=OR97113 •Ilsom'vrt• Furl al nlls°wl"°'°"u '"auR'xc TM INSTALLERS.
dgg� �Q REF R7175- 92338
Trusses regul re extreme the I atest mei ti on of IICSI<re 1n fabrl esti handl I shi pal «>r% r, TC DL 10.0 PSF DATE 04/19/16
60 .' BC DL 7.0 PSF DRW CAUSR7175 16110053
A L,F1 N( nt Dotal I s.uni,ss noted. Refer to drawl ngs 180A-2 for standard pl ate pos.tl one,
:ra:, O. 19/20
OREGON BC LL 0.0 PSF CA-ENG PBC/GWH
AN ITWCOMRSNY P" 8:e:fs f trusses,
`""„ "'2.n.ts o":�.;":�«ANSI/,.I 1,or n."°el e;��,°".n'o;�",:°" ,9R..*4.20,190
m xo tor° �� TOT.LD. 42.0 PSF SEAN- 34539
:..::::,.°:,1'1"4,
..:�..:,ull,anal',r«.•a:.a IIrA.r•rnln.•tri. ttm IMIa••••r•��.na •f�r�f..•I•n.IrC."°.,In.•TInt,. O&R W•N DUR.FAC. 1.15 _FROM BB
8351 Roma Cock r••.o.•Iml • f m.Oul no w•l.n•r nr w61RM t a•.i.•• w.. e • r.l r y ti
Sacramento,CA 95828ALPINE.mow.III"rl.r....:T.I.ww...nl".r. •..TGA.,w..s,.l"d"„r,..°•. I«.•.•.I...af,.o, Row wam1011 SPACING 24.0” JREF- 1VPZ7175Z15
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 1115033--PARR FOREST GROVE -Riverside 3382 A roof M -- master master , OR - CGE )
Top chord 2x4 HF #2 120 mph wind, 22.72 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #1&Bet. anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x3 HF #2 :W1, W3 2x4 HF Std/Stud: DL=4.2 psf.
:W2, W4, M13, M14 2x4 HF #2:
Wind loads and reactions based on MFRS with additional C&C member
Provide lateral wind bracing per ITWBCG wind bracing details or per design.
engineer of record. 2X3 studs require reinforcement at 70% of the length
tabulated for 2X4 studs of the same grade. Right end vertical not exposed to wind pressure.
See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Bottom chord checked for 10.00 psf non-concurrent bottom chord live
bracing requirements. load applied per IRC-12 section 301.5.
(a) Conti nuous lateral restraint equal I y spaced on member.
Deflection meets L/360 live and L/240 total load. Creep increase factor 4X5= -7 6
for dead load is 1.50.
4%1
a —
Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, 11
Ce=1.10, CAT II & Pf=21.17 psf. 2X4 III
JT PLATE LATERAL CHORD 3X50 1
No SIZE SHIFT BITE
[12] W1.5X4 S 2.50
1114
951
+16-0-0
1.5X4[12] III r/ /
3X5(A1)= 3X5= 2X4 III
1� l
r 6-6-0 + 5-11-8 s 7-4-12 'l
L.- 19-0-0 0l io�4
20-0-0 Over 2 Supports
R=823 W=5.5" R=258 PLF U=20 PLF W=7-0-0
RL=225/-45
Note: All Plates Are 1.5X4 Except As Shown.
Design Cri t: I RC2012/TPI-2007(STD) ,EO PROgF
PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.0. s li. .94., OR/-/1/-/-/R/- Scale =.25"/Ft.
Truss Com D®is of Oregon 503 357?118 •'WARMI NDI••BEAD AMD FOLLOW ALL NOTES ON NIS DRAMNGI & 061 6t V TC LL 25.0 PSF
po '•I meow- RAM NN TNS mum NO TO ALL CONTRACTORS INOMA N•TIE INSivams.
825N 4tL Ave,Comellus0 9703 O 1957 •' Z REF R7175— 92339
ons"I natal I ars shal I prey.de temporary braci no per CSI.Unl*se noted other.sii.
r, TC DL 10.0 PSF DATE 04/19/16
top chord shai I hare proper!y attached structurai sheet.ng and bottom chord shal I have a proper!y attached
41111 i BC DL 7.0 PSF DRW CAUSR7175 16110074
,4 fLPp N OREGON BC LL 0.0 PSF CA-ENG PBC/GWH
AN IrW COMhVJV P";.:f. e .. no AAAA,,., "„�°`""•�"'°°°""`"""s'"",."�•,•"•"°"",."'"�"�"'. . oe TOT.LD. 42.0 PSF SEAN— 30430
A, waai...".-:::72.,°:_.u•..• uro ai•a.s„Ri Ir .e.m•.I ro•i Aro .Iw
'VA.. n.Y0,40 4.,
87sl Rovme rude r••R•,,.1N,i . . • thing o,. ,,.r •:..MA;s:• ..�,.,,..:rnn....I„ .,,..,,..I. .. pLN WAN OUR.FAC. 1.15 FROM BB
Smmwb,CA 95828
olNr. TM .t "•,. . *eh«.si......... . SPACING 24.0" JREF- 1 VPZ7175Z15
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 1115033--PARR FOREST GROVE -Riverside 3382 A roof M -- master master , OR - C )
Top chord 2x4 HF #2 120 mph wind, 22.72 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x4 HF Std/Stud :W4, W5 2x4 HF #2: :W6 2x6 HF #2: DL=4.2 psf.
:Rt Bearing Leg 2x6 HF #2:
Wind loads and reactions based on MWFRS with additional C&C member
(a) Continuous lateral restraint equally spaced on member. design.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Right end vertical not exposed to wind pressure.
applied per IRC-12 section 301.5.
Deflection meets L/360 live and L/240 total load. Creep increase
Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, factor for dead load is 1.50.
Ce=1.10, CAT II & Pf=21.17 psf.
JT PLATE LATERAL CHORD
No SIZE SHIFT BITE 5X5= -,6
[12] W3X7 2.25 R 1.25
[18] W3X5 S 2.00 y, 4X5 I
1.5X4 111 /
i
3X5,#
0:I W5
W6 7-1-11
3X51,- i W4/ (a) I 9-10-3
IF
P 3X7=
/1 x! 20-0-0
0
I _0_18-0-0 _L
(r 1.5X4 III 3X7[12]
3X5(Al)= 3X5(R)[18] III
w
ii"1.'
. 6-6-0 5-11-8 6-6-8 B
f 6-6-0 + 5-11-8 7-6-0 I
L- 19-0-0 0 l J6
I< 20-5-0 Over 2 Supports
R=995 U=24 W=5.5" R=893 U=100 W=5"
RL=218/-48
Design Crit: 1 FT/RT 2%10% /4(STD) 16.01. s'gyp PRDpFS
PLT TYP. Wave ( ) ( ) iv S OR/-/1/-/-/R/- Scale =.25"/Ft.
••WARMI MGI••READ AND FOLLOW ALL■OHS OR THIS DSM MGI , F TC LL 25.0 PSF
Truss Com n®ts of Oregon 503 357-;116 G
po ••I IEDRFANr•' FORM wI TII E OWINo TO ALL faNinlClOaT IMCLLg1M:THE 825 N4tlI Avq Comdms0 9713 C9 1�.� °p Z REF R7175- 92340
Trusses nage!re extrema care I n faerl cat1 ng.handl I ng.an1ppl ng. I nstal ling Refer to a.fol low
the I atest edi tl on of BOSI Mil I d1.Component Safety Inform/Ai on.by TPI a.to porter...th.•funeti ons. I natal I era shal I provl.temporary braci ng per BCSI. WI es*net.otherwi si,
G>ract `, TC DL 10.0 PSF DATE 04/19/16
i BC DL 7.0 PSF
,.."B5a" " . „ ,.. "." ana en top chord shall have proparl y attached structural sheethi ng and bottom chord shal I have a proper!y attach.
I DRW CAUSR7175 16110081
A L,I��N[ 19/20 6 BC LL 0.0 PSF CA-ENG PBC/GWH
AN ITW COMPANY ° "" ,. ,,% "t,.;;°7�"2 fe.:1%i t.aaa r;;;.L",f",.,^.[7:;,71°;;:e:"" OREGON J
•"• trusses..'W l.e y ...«..,i .o.,.»I»a".pl...rlp ',A 40.20,+o# �: TOT.LD. 42.0 PSF SEAN- 30431
IBMRomaC e ....»iII...ftn..lsoil:M•°a.:`:,,:r°pe:A i411Sec�':"°"....`°».,» ., .."" ",.i. "' 0LDW.N DUR.FAC. 1.15 FROM BB
Sacramento,CA 95828 web si tom:
ALPINE.... TPI.....t,�",t. e.wre. ....s tr,.t ice.,...,cc„f,. a RoomsmEw]elT SPACING 24.0” JREF- 1VPZ7175Z15
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DI MENSI ONS)SUBMI TIED BY TRUSS MFR.
(1115033--PARR FOREST GROVE -Riverside 3382 A roof M -- master master , OR - CG)
Top chord 2x4 HF#2 Ti: 2x4 DF-L 2400f-2.OE:
Bot chord 2x6 DF-L 2400f-2.OE 2 COMPLETE TRUSSES REQUIRED I t
Webs 2x4 HF Std/Stud :W1 2x4 DF-L Std/Stud: Nall Schedul e:0.120"x3", min. nal Is
:W3, W4 2x4 HF#2: :W6 2x4 HF#1&Bet.: :W7 2x4 DF-L 2400f-2.OE: Top Chord: 1 Row 012.00" o.c.
:W8 2x6 HF SS: Bot Chord: 2 Rows 0 2.50" o c. (Each Row)
:Rt Bearing Leg 2x6 HF#2::Lt Wedge 2x4 HF Std/Stud: Webs : 1 Row 0 4" o.c.
Use equal spacing between rows and stagger nails
Speci al I oads i n each row to avoid splitting.
(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) 4" o c. spacing of nails perpendicular and parallel to
TC- From 72 plf at 0.00 to 72 pi at 19.00 grainrequi red In area over bearings greater than 4"
TC- From 72 pi at 19.00 to 72 pi at 20.42
BC- From 7 pIf at 0.00 to 7 pif at 19.96 (••) 1 pl ate(s) require special positioning. Refer to scaled
BC- 1717.41 l b Conc. Load at 2.06, 4.06, 6.06, 8.06 pl ate pi of detail s for speci al posi ti oni ng requl rements.
10.06,12.06,14.06,16.06
BC- 1669.83 Ib Conc. Load at 18.06.19.94 120 mph wind, 23.10 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
anywhere i n roof, RI SK CAT I I, EXP B, wi nd TC DL=6.0 psf, wi nd BC DL=4.2
Wind Ioads and reactions based on MY/FRS. psf.
Right end vertical not exposed to wind pressure.
(a) #3 or better scab rei nforcement. Same siee & 80%length of web
member. Attach with 10d Box or Gun nal I s (0.128"x3",mi n.) 0 6" OC. 8X8(00)/��6
44* T
Deflection meets L/360 Ii ve and L/240 total load. Creep increase factor
for dead I oad i s 1.50. 1.5X4 III • 8X8(R)iG
JT PLATE LATERAL CHORD
00 810
No SIZE SHIFT 81 TE
[ 7] W4X8 S 4.00
[ 7] W6X8 2.50 R 4.00 3X5.--% 1
[ 8] W5X7 4.00 L 1.25
[19] W4X12 2.50 R 4.75 O / W7
5X7[8] 0 00
0 00 (a) 7-1-11 �
6
��� / (a) W8 9-10-3
4X8*' W4 � 0 00
00
4X12=
T1 (a) 0 m
•w, :y zo-o-o
iillill
01111.
11
■ wv __L.18-0-0 _
4X16(B8R)= 4X8[5]11 6X8(R)[7] Ill 1012(R)W 4X12(R)[19] 0
4-5-0 5-7-0 4-6-14 4-5-2 Itt a
4-5-0 5-7-0 I 4-6-14 'I` 5-4-10
L- 19-0-0 °I 1�8
20-5-0 Over 2 Supports
R=8589 U=343 W=5.5" R=10107 9=390 W=5"
Design Cri t: I RC2012/TPI-2007(STD) 00 ',PAN
PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.M G e4:6 l.a OR/-/1/-/-/R/- Scale =.25"/Ft.
Truss Com nems ofOres0o 503 357-!I18 `•WARMI N6I•` o AND MIDI Au NOM ON nils DWI WI
Z TC LL 25.0 PSF
po ••IIWrrAMr•• PM Mc To ALL rnmlmAmnaNs INCLUDING TIE 116TALLFRg.
825N AID Ave,Comdms 0(973)3 19e76 y^ REF R7175- 92341
Trusses requl re extreme care I n fabricating.handl I ng,shi ppi ng.i natal I I ng cl ng.Refer to and fol I ow ,
the I atest.1 tl on of SCSI (Bui I 01 ng Component Safety I nformatl on.by TN and.0 performi ng these Rano.ens, I natal I ere ahel I provi d•temporary breci ng per CSI% , TC DL 10.0 PSF DATE 04/19/16
,Aah, top chord shal I have proper!y attached l sh•athi ng a.bottom chord shal I have a prop•r1 y attached - 4� " BC DL 7.0 PSF DRW CAUSR7175 16110056
A LP1 N oln. .,an other.; . gni eils noted otherwi art.
Refer or,•n. o. ons. f e. 19/20 6
Rui!di responsi 61 a Tor OREGON BC LL 0.0 PSF CA-ENG PBC/GWH
AN ITW COMPANY °:::',".',7:,77,N Nr..ing r tr"....ntrussp I n`conformance•i to ANSI nm 1.or for handl,ng,
allenI n9,an J
•nw9. .Ni.t:::;.,:.;Y_w,nn`I�..I w.m.nts A Inn.'4".1.::::a ore...o.ne l'iQ"bn.2o,1042 w TOT,LD, 42.0 PSF SEAN- 34552
.... ,w......11l ...NI..raw. f•r .,C"ar.i.e.. O(M W. DUR.FAC. 1.15 FROM BB
8351 Rome Cuck re...el.11 > f u.ml Idl,wao»1w,.r pm,'AwM/RI 1 s•c... >
Swnamegb,CA 95828 ALPINE...•.,panel Moon;T.I.•ew to,ns �.org: wn: A......eclnen..ry.cow loo.mow.�....fe.or. w wwaw8e' r SPACING 24.0" JREF- 1VPZ7175Z15
A ,
THI s DWG PREPARED FROM COMPUTER INPUT(LOADS 8 DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 1115033--PARR FOREST GROVE -Riverside 3382 A roof M -- master master , OR - DGE )
Top chord 2x4 HF #2 120 mph wind, 21.72 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x3 HF #2 DL=4.2 psf. ,
Provide lateral wind bracing per ITWBCG wind bracing details or per Wind loads and reactions based on MWFRS with additional C&C member
engineer of record. 2X3 studs require reinforcement at 70% of the length design.
tabulated for 2X4 studs of the same grade.
See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load bracing requirements.
applied per IRC-12 section 301.5.
Deflection meets L/360 live and L/240 total load. Creep increase
Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, factor for dead load is 1.50.
Ce=1.10, CAT II & Pf=21.17 psf.
NOTE: If wall top plate is not aligned with ceiling plane, wall
Truss spaced at 24.0" OC designed to support 1-0-0 top chord bracing must be provided to ensure adequate support. See IRC2012 sec.
outlookers. Cladding load shall not exceed 5.00 PSF. Top 2308.9.1. Building owner or building design professional shall
chord may be notched 1.5" deep X 3.5" AT 48" o/c along top be responsible to retain engineer for wall/support bracing design.
edge. DO NOT OVERCUT. No knots or other lumber defects allowed
within 12" of notches. Do not notch in overhang or heel panel.
4X5=
1 1
Z 1
6 S� --1g 3-il-3
0 i 0 0 01 1i
0-0-0
,/ /////////////////////////////////////////////////////////////
2X4(A1)= 2X4(A1)
1.<1-6-0>i 1.<1-6-0-1
I_ 7-0-0 _I_ 7-0-0 J
H14-0-0 Over Continuous Support
R=122 PLF U=6 PLF W=14-0-0
RL=5/-5 PLF
Note: Al I Plates Are 1.5X4 Except As Shown.
TPI-2007
Design Cri t: I R T/RT/%(0%)/4()D) 16.01.0. h ,,,I,.E. ti>O OR/—/1/—/—/R/- Scal a =.375"/Ft.
PLT TYP. Wave
Truss Com naps Of Oregon 503357-!IIB °°NmRMINGI°'TMO MO FOLLOW ALL NOTES ON NIS DRAM NCI 'y TC LL 25.0 PSF
po 3 ••INPORTANT•• SONISN wwING TO CONTRACTOR:INCUR:HNC TE INSTALLERS. 19575 y REF R7175— 92342
825 N 40 Ave,Comdms O 97 13
the I atest edi ti on or SCSI (Elul I d1 rtg Component Safety I nformati on.by TIR and—per-fermi ng th•s•functi ons. Instal I ars shall provi de temporary brew,ng per BCSI. Unl•••not.otharvi se.
»Trusses requi re extreme care I n fahri catl ng.handl ing.shl.1..I natal I I ng ri % TC DL 10.0 PSF DATE 04/19/16
/.* top chord shel I have properl y attach.structural Sheathi ng and bottom chord shed I have a properl y attached r� ....7., BC DL
O s. ecti ons"t """' r - truss , v°"n°"" 0' 19/20 6 7.0 PSF DRW CAUSR7175 16710080
A LF-1]N I OREGON BC LL 0.0 PSF CA—ENG PBC/GSH
AN ITW COMMON Inatal °" r. ";, trusses.`r�;°�;°%"�,e.:;";".I[„ANsI�T°,,."r r.r„."„�n°., °° °:"" 1 ,Sa 20 190` TOT.LD. 42.0 PSF SEAN— 30433
An'nnl'u IM s r'1:II°N�[IM °u;�s;1l 1n° n,oRt„'r"Iri O
at
MI[An r[nvn IutN Atuy[nun H IsnN �
lM o
83sl Rw Cilu[ r..o.".LII it,° [„.s,IINI °.;ANSI COI;:.[`:.•'"""or t„It Ar . r.nT a Iw L W W.t‘`' DURA FAC. 1.15 FROM BB
SoDamo m,CA9sN21
Reno.owawxl] SPACING 24.0” JREF- 1VPZ7175Z15
ALPINE:.... °n.lt.t°. ,c. ...t°i".. ° WOW:...,„.i".",tr,.." I[c ...I..,... °
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 1115033--PARR FOREST GROVE -Riverside 3382 A roof M -- master master , OR - D )
Top chord 2x4 HF #2 120 mph wind, 21.72 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x4 HF Std/Stud DL=4.2 psf.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member
load applied per IRC-12 section 301.5. design.
Deflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf,
for dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
4X5=
6 I— i \� 3-10-3
4X5(R)Ill 3 >
X20-0-0
3 Y
3X5(A1)= 3X5(A1)
L‘1-6-0,,J L1-6-0>J
L 7-0-0 _I_ 7-0-0 J
7-0-0 7-0-0 >
7-0-0 7-0-0
14-0-0 Over 2 Supports D.
R=723 U=44 W=5.5" R=723 U=44 W=5.5"
RL=76/-76
Design Crit: IRC2012/TPI-2007(STD) .PROp
PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.11, - ',Ste OR/-/1/-/-/R/- Scale =.375"/Ft.
"""""'""""`"°"M°FOLLOW ALL
X01 °" "'S°"""G' INT... F� y TC LL 25.0 PSF REF R7175- 92343
Tnus Compoaeats of Oregon (503)357-.118 Ci 1 N F Q`y
825 N 4 Ave,Comdnm OR 97113 "I t• S N M N.TO.0 mRTRACT.R.I
108 IC DL 10.0 PSF DATE 04/19/16
Trusses regui re extreme to performi ng these funCti ons.`nom I Instal CSI. r
�
,4164, top chord'hal I have proper!y attached structural sh•athi ng and bottom chord shal I hav•a properl y attached
- /'4111111BC DL 7.0 PSF DRW CAUSR7175 16110079
r`bdl r _
Al f hl�O N °.,,"::::,:-.0-:b.-:.:::::::°:',::..:,",;::7".:;.." „, 19/20 6 BC LL 0.0 PSF CA-ENG PBC/GWH
dA .„In confo mancemltn N,:IR.I,..r bend!In.,t�PP,n9.
OREGON
AN ITW COMMN/ ,. . ..n r. no.f.r.,,;,” ,n„ .� °°' J. r.� TOT.LD. 42.0 PSF SEAN- 30434
ryrtultt =:7,::::utswr=IIt:IM IV:
IM N argrtlY tc="r I.Ne 9R •R.20.106 v
8751 Roma Crck r..t.n.ltll , rt. i Ltil...l.nor..:ANTAZI1'..'d`;."•"'••'t.,..r r. II. OLi .N OUR.FAC. 1.15 FROM BB
Stotmenb,CA 95818 SPACING 24.0" JREF- 1VPZ7175Z15
ALIN NE.wane.al ti n.i<..cow rnl.ewe.tpl.f.erg,NECA..mm..tol ndustry.con,Ica ewe.I collar..or. R.newsw80/1019
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 1115033--PARR FOREST GROVE -Riverside 3382 A roof M -- master master , OR - E )
Top chord 2x4 HF #2 Full Height Blocking reinforcement required to
Bot chord 2x4 HF #2 prevent buckling of members over the bearings:
Webs 2x4 HF Std/Stud :W2 2x4 HF #2: bearing 1 located at 0.00'
120 mph wind, 23.47 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Wind loads and reactions based on NIWFRS with additional C&C member
anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=4.2 design.
psf.
(a) Continuous lateral restraint equally spaced on member.
Left end vertical not exposed to wind pressure.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live
Deflection meets L/360 live and L/240 total load. Creep increase factor load applied per IRC-12 section 301.5.
for dead load is 1.50.
JT PLATE LATERAL CHORD
No SIZE SHIFT BITE
1.5X4111 [ 1] W4X5 S 2.25
T
s
3X5
7-4-3 \
(a) W2 e
f
4X5(R)III 3
Irig ri
'r_ 2000
T
4X5[1]= 3X5(A1)
1"12 L1-6-0.1
6-10-4 7-0-0
I14-0-0
P 7-0-0
7-0-0
14-0-0 Over 2 Supports
R=594 U=85 W=5.5" R=737 U=15 W=5.5"
RL=-181
Design Crit: IRC2012/TPI-2007(STD)
.PRO .p_
PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.M. -�F OR/-/1/-/-/R/- Scale =.3125"/Ft.
TnssComponemsof Oregon (503)357-!118 "!ARNI NGI••READ AND FOLLOW All NOTES OM 7X13 DRAM Nal REF R7175- 92344
825 N 4N Ave,Comellus OR 97113 "lwwrwr'• MANI al a DAMAO TO ALL axrnAcroas Mawr Ns l MALLERS. `401 N eo 01. TC LL 25.0 PSF
to performing those 12"7,' emporarybracing 41g "r' 19676 r TC DL 10.0 PSF DATE 04/19/16
”l sections BY or b;; abovet Sheen and.per SCSI. Unless noted otherwise.
I. top chord shall have preperls atterhed struttural sheathing and tattoo chord the,hese a properly attached
BC DL 7.0 PSF DRW CAUSR7175 16110073
A f��0 N . " 1920 6 BC LL 0.0 PSF CA—ENG PBC/GWH
.:.:. ..I,.3..°,n,,t°17."..,.....I..,�.�I".. .....r°..; .. OREGON
AN ITWCOMPANY ,.,[ .. ng "t:u ....".,I......r".....�..AM:��.I,..r r....n°�I.R.,.�..�... TOT.LD. 42.0 PSF
A.flI " »IMer..»„»..II*U o I. r.IM.i=';.::
Ml, e..� ».L»,e..wl»..I 9R�n.so.1* &s. f — SEQN— 30435
8351 Roma Curie
r.M..".I elll ey or •snle.�°DRI.""rper AIRl rtri t's'..`i.•° "'"*PCCI•°r" °r.,,y.r» r" ” otow H OUR.FAC. 1.15 FROM BB
sm:mmeov,CA9s3zs
ALPINE:.""..l.lnal...c T.I."...<.l"... M.MreAA.""".,,.I.°".r.<.m. I«,""..I.... SPACING 24.0" JREF- 1VPZ7175Z15
" ••. R
Rene,.0,30/201 7
. r
THIS DWG PREPARED FROM COMPUTER I NPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
(1115033--PARR FOREST GROVE -Riverside 3382 A roof M -- master master , OR - EG)
Top chord 2x4 HE #2 2 COMPLETE TRUSSES REQUI RED I < <
Bot chord 2x6 HE #2
Webs 2x4 HF Std/Stud :W2, W8 2x4 HF #2: Nail Schedul e:0.120"x3", min. nails
Top Chord: 1 Row 812.11" o.c.
Truss designed for unbalanced snow Ioad based on Pg=25.00 psf, Ct=1.10, Bot Chord: 2 Rows 8 3.00" o.c. (Each Row)
Ce=1.10, CAT II & Pf=21.17 psf. Webs : 1 Row 8 4" o.c.
Use equal spacing between rows and stagger nails
Special loads in each row to avoid splitting.
(Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) 4" o.c. spacing of nails perpendicular and parallel to
TC- From 72 pIf at 0.00 to 72 plf at 7.00 grain requi red in area over bearings greater than 4"
TC- From 72 plf at 7.00 to 72 plf at 14.00
BC- From 7 plf at 0.00 to 7 plf at 14.00 120 mph wind, 22.10 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
BC- 1540.15 Ib Conc. Load at 1.94, 3.94, 5.94, 7.94 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
9.94,11.94 DL=4.2 psf.
Wind loads and reactions based on MFRS. Deflection meets L/360 Iive and L/240 total load. Creep increase
factor for dead Ioad is 1.50.
End verticals not exposed to wind pressure. 4X5(R)III
JT PLATE LATERAL CHORD
No SIZE SHIFT BITE6 ii.
[ 4] W5X7 3.00 R 3.00 6
[11] W5X7 3.00 L 3.00 3X50- 3X5�
6X6(R)-- 6X6(R)--
�� /� q 5-10-3
ra /.%'/Y aegiiiii
2-4-3 2-4-3
Mitillikim.-'. I IIMM
M18-0-0
5X7[4]= 6X8= 5X7[11]
3X7 III 3X7 III
r 3-6-0 '1` 3-6-0 + 3-6-0 - 3-6-0
3-6-0 3-6-0 3-6-0 3-6-0 "I
L 7-0-0 -I- 7-0-0 J
14-0-0 Over 2 Supports
R=5217 U=257 W=5.5" R=5135 U=254 W=5.5"
RL=52/-52
Design Cri t: I RC2012/TPI-2007(STD) .PREF
PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.i• "", X • F• OR/-/1/-/-/R/- Scale =.375"/Ft.
TrussComppooDentsofOregou (503)357-Ll18 ••wARDINM.•TMADPAD FouotALL WESONTHIS 1mMm:l aGINNE 'OZ TC LL 25.0 PSF REF R7175- 92345
825 N 4N Avc,comemadi 7113 "I ' •` FURNISH °"'�116 TO i�0°mRi�°�' '""E G
4.Trusses requl re extreme care
e1 n;°� U><< 19575 r TC DL 10.0 PSF DATE 04/19/16
to parlor,.ng th•sw rune.one. I natal!era shai I prowl de temporary gracl ng per SCSI. UM es•noted other..a,
Alh, top chord ghat I have proper!y attached structural sheathi ng and Bottom chord shal I heWe a properl y attached
�- BC DL 7.0 PSF DRW CAUSR7175 16110059
A-"LA N E tile Sol nt Betel,.°°ass°° osi on of I Till Elul I di therwl
se. Refer ° for standard °°,. .<°.°<„^, 19/20 6 BC LL 0.0 PSF CA-ENG PBC/GWH
Ale .,,I°<°".°.......�<„nxsv,cl�.°.<°r °°.I°.,„� �. OREGON -
AN Rwcommw! =1":7:t7:: .1 4 .°,,,"`r`°"°°"• ,"'°"°I..,„" ,°rm.on. <°". °oP.°° v TOT.LD. 42.0 PSF SEQN- 34554
A...l an :::::7,::::::.:::„ I I.„o�cl M .Or.I Mi IMI w w.t..e..r Pf`I...I...`.fO1...11 M� 9 •q,4U,1e�
AAP ARI RAI`1 s«z.in°W'°'` '°f'"'" 'r ' <"` r' ' RO w.t% DUR.FAC. 1.15 FROM BB
9351 RoemA Circle r••.an.l sl I I eT a te.rl I `
Sanmenm,CA95829 For.t.,NE.won.al,°,1 ore...m.00n sea<...°..,.�.... ',°;,'.re. ....„<I"°°,<rme!notes pag•and .°°hm geeeb ...I....r. SPACING 24.0" JREF- 1VPZ7175Z15
v e. v. s flAnaw.Nam1MT
THIS DWG PREPARED FROM COMPUTER I NPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 1115033--PARR FOREST GROVE -Riverside 3382 A roof M -- master master , OR - BGE )
Top chord 2x4 HF #2 120 mph wind, 19.60 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x3 HF #2 DL=4.2 psf.
Provide lateral wind bracing per ITWBCG wind bracing details or per Wind loads and reactions based on MWFRS with additional C&C member
engineer of record. 2X3 studs require reinforcement at 70%of the length design.
tabulated for 2X4 studs of the same grade.
See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load bracing requirements.
applied per IRC-12 section 301.5.
Truss spaced at 24.0" OC designed to support 1-0-0 top chord
Deflection meets L/360 live and L/240 total load. Creep increase factor outl ookers. Cladding load shall not exceed 5.00 PSF. Top
for dead load is 1.50. chord 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
Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, within 12" of notches. Do not notch in overhang or heel panel.
Ce=1.10, CAT II & Pf=21.17 psf.
4X5=
P1
s s 3-7-3
P
Mid 0 0 0 U o n n 18-0-0
2X<</Y// ////// //////////
L-1-6-0� L.,=-1-6-0-U
I, 6-6-0 _I, 6-6-0 J
1< 13-0-0 Over 2 Supports >1
R=282 PLF U=8 PLF W=3-2-8 R=282 PLF U=8 PLF W=3-2-8
RL=22/-22 PLF
Note: AI l PI ates Are 1.5X4 Except As Shown.
Design Cri t: I RC2012/TPI-2007(STD) N PR op„
PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.0• • J • c46 OR/-/1/-/-/R/- Scale =.5"/Ft.
Truss Components of Oregon (503)357-1118 o•WARNI NGI••NEAR Mm ALL Mons w NIS DIM Nn a IN �,�'+9�y REF R7175- 92346
825 N 4th Ave,Cornelius 01297113 "Iwwrvn" CUMIN TM MA To ALL mxrnAerms Ixawrw TIE INSTALLERS. 0� G F O TC LL 25.0 PSF
Trusses regul re extreme the I&test eel ti on of BCSI`.""'°'` ^to perform,ng th•••functl ons. Inst.I er•shal I prowl de temporary bra.ng per ;"'cl ng.Refer to and fel I ow +�� ' . TC DL 10.0 PSF DATE 04/19/16
BC DL 7.
I4A6 top chord shal I hav•properl y attached structural sh•ethi no and bottom chord shal I have a proper!y atteched
iii Bil And oesi ti on es shown , °.. �- 0 PSF DRW CAUSR7175 16110076
AL, J Nil- standard19/20 6....0)
BC LL 0.0 PSF CA—ENG PBC/GWN
AN RW COMPANY " .. G:,°.a.r"r°trusses.<.°," 7:o:ro�:�.e 5."µsq RPI I,7.:',7':',1:;r,.,,,!°:.:';;:%!°" - OREGON
I
». ...al.drawing or N»mp.M I w.ti..•..ano.IMI eon.«0. .°f profess, O Mol"«.I g < 9 gym, eP TOT.LD. 42.0 PSF SEAN— 30437
sul and :e.
8351 Rwma Circle •°"•..II T f Um for al no^esio"•r°or NMI I`1 S..2. °"of` 'drool for'" structure ' ' O�, NDUR.FAC. 1.15 FROM BB
Sacmmrnb,CA 95828 A�f�IIE......„".,<......Tf�.....<,.... ,..r�A.....,.�.du,<r,..... Iee.....I".,.r.., SPACING 24.0" JREF- 1VPZ7175Z15
Mna°mawle(T
THI5 DWG PREPARED FROM COMPUTER I NPUT(LOADS&DIMENSIONS)SUBMI TIED BY TRUSS MFR.
( 1115033--PARR FOREST GROVE -Riverside 3382 A roof M -- master master , OR - JGE )
Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x3 HF #2 DL=4.2 psf.
Truss designed to support 1-0-0 top chord outl ookers and cladding load Wind loads and reactions based on MWFRS with additional C&C member
not to exceed 5.00 PSF one face and 24.0" span opposite face. Top chord design.
must not be cut or notched.
Right end vertical not exposed to wind pressure.
See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind
bracing requirements. Bottom chord checked for 10.00 psf non-concurrent bottom chord live
load applied per IRC-12 section 301.5.
Deflection meets L/360 live and L/240 total load. Creep increase factor
for dead load is 1.50. Truss designed for balanced snow load based on Pg=25.00 psf, Ct=1.10,
Ce=1.10, CAT II & Pf=21.17 psf.
Lig
N
•
1I
41 2-11-15
0-3�15 = ■ ■ ■ 111
11
l +9-0-0 /
/ / / / % // /
2X4(A1)
L-1-6-0—J
8-0-0 Over Conti nuous Support >1
R=116 PLF U=33 PLF W=8-0-0
RL=17 PLF
Note: All Plates Are 1.5X4 Except As Shown.
Design Crit: IRC2012/TPI-2007(STD) 0 PR.p
PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.02.N. t= F� OR/-/1/-/-/R/- Scale =.75"/Ft.
( ••WARM MGI••READ PM FOLLOW Au DOM arms earn MI F i� TC LL 25.0 PSF
Truss CompoD®iR of GregoR 5113 357-.118 ••Ilsoarart•• FURNISH 1N ALL awrmACTORS I TIE I ULLER OI N
825N 4th Ave,Cornelius 0129713 ' ca.Trusses redid re extreme c•re GI, dd braci ng.Refer to and Poi I.. 1�� F,p REF R7175- 92347
L. TC DL 10.0 PSF DATE 04/19/16
,I BC DL 7.0 PSF DRW CAUSR7175 16110060
A(�I��N I B7 or as bl 0`1 V20 6 BC LL 0.0 PSF CA-ENG RTT/RTT
AN ITN/COMPANY dr °" r. "s l I d•the truss i s conformance with ANSI/T1•1 1.or for..".��nR.sill "R:°" OREGON
v TOT.LD. 42.0 PSF SEQN- 13086 REV
A r".7 :::::7 41:°" we I1•tlro aTtl•Ar•Ali•i ".1„rt•••.0 a•A•••1.r.m•1.A•I•roIzT, Ti?�N.2m,1m�
ci A e
BM Roma Chyle
..•IAlllt, the vl!PI nR•u:el.A.r°: ARsvn1 1..:..,,.,,....tNl..:..Iro..r.,,,ar•.t•:. 0L• VN t% DUR.FAC. 1.15 FROM BB
Scmmenb,CA 95818 ALPINE.ern. ° • ,°°n.TPI,on P •t. R,neral notes pag•WTCA......er1".. ..°°.hese I«.eb •••.�«..f°.° SPACING 24.0" JREF- 1VPZ7175Z15
r R
1.•••••111111012017
A
THIS DWG PREPARED FROM COMPUTER I NPUT(LOADS 6 DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 1115033--PARR FOREST GROVE -Riverside 3382 A roof M -- master master , OR - J )
Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x4 HF #2 DL=4.2 psf.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member
load applied per IRC-12 section 301.5. design.
Deflection meets L/360 live and L/240 total load. Creep increase factor Right end verti cal not exposed to wind pressure.
for dead load is 1.50.
JT PLATE LATERAL CHORD
No SIZE SHI FT BITE
[ 9] W1.5X4 S 2.25
4X5 III
PI
Mil
.----------
1
1I
4 2-11-15
IV +9-0-0 I
0-3-15 1----r
•
1.5X4[9] III
2X4(A1)
Lc--1-6-0--D-1
'' 7-10-4 1.12
11
8-0-0 Over 2 Supports
R=472 W=5.5" R=321 U=4
RL=52
Design Crit: IRC2012/TPI-2007(STD) -
PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01. 9l.� •FFSts OR/-/1/-/-/R/- Scale =.75"/Ft.
Tmss Com o®ts of Oregon 503 357-!ug '•11MNINGI••READ MD NO TO ALL CNOIESONTRACTORS
TO Txls ImewMI MGI 5 (31Ng Oy TC LL 25.0 PSF REF R7175- 92348
po ( ••IIWaNfAxf•• FURNISH'MIS MEI NO m ALL mlrtnAeluea Iwzuriw ISE INSTALLERS.
\
825 N 4tL Ave,Comdws OR 97 13 (0 o F�
° 'Trusses regul re ext....,`(WI"' and
^lr%cing.Refer to and fel I. %� r TC DL 10.0 PSF DATE 04/19/16
top chord shal I nav•properi y attached structural sn•atel ng and bottom chord snal I hav•a properl y att... .1
BC DL 7.0 PSF DRW CAUSR7175 16110069
AL.Pd N I 855 137 or B10,as aopi i • ° r°.s te of truss "".wn ". ", 0- V20 6` BC LL 0.0 PSF CA-ENG RTT/RTT
AN ITWCOMMN'I ' "" al I r. "; trusses.tri ng Components
s In conformanceGroup ANSI/TP1,,or Ter nand!°;,"";
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 1115033--PARR FOREST GROVE -Riverside 3382 A roof M -- master master , OR - JGEA )
Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x3 HF #2 :W2 2x4 HF Standard or HF Stud: DL=4.2 psf.
Right end vertical not exposed to wind pressure. Wind loads and reactions based on MWFRS with additional C&C member
design.
Truss designed to support 1-0-0 top chord outl ookers and cladding load
not to exceed 5.00 PSF one face and 24.0" span opposite face. Top chord Bottom chord checked for 10.00 psf non-concurrent bottom chord live
must not be cut or notched. load applied per IRC-12 section 301.5.
See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind
bracing requirements.
Deflection meets L/360 live and L/240 total load. Creep increase factor 1.5X4111
for dead load is 1.50.
Truss designed for balanced snow load based on Pg=25.00 psf, Ct=1.10, 1.5X4 III
Ce=1.10, CAT II & Pf=21.17 psf. —
3X5- _
1.5X4111 —
1/111114
4 I — W2
2-11-15
0-3-15 /
1 S J 9-0-0
1.5X4 III 1.5X4 III 3X5= 1.5X4 III
2X4(A1)_
E—1-6-0—J
5-5-14 246 1I1z
I_ 6-6-0 "I' 1-4-4 —1 2
Fc 8-0-0 Over 2 Supports 'I
R=543 U=153 W=5.5" R=383 U=110
RL=138
Design Crit: IRC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.02.0.4"i: -".% OR/-/1/-/-/R/- Scale =.75"/Ft.
TNSS Compon®6s Of Oregon (503)357-!I)g '•WARM NGI••READ Mo FOLLOW ALL IMP ON.IS DMA MI y 001N
••IMMRMr•• I&mmNO TO ALL rnNIVACTONS INCLUDING NSTAu&NN. 8 E O TC LL 25.0 PSF
825 x,g Ave,ComelrusoR97113 u, dci ng.Refer to end fol I o• �%�(�� �y REF R7175- 92349
(S Trussee requl re extreme care I n fee,...tins.handl I ng,shi eel rig. I nstal I I ng G;% , r11.
top chord shill I have properl y attached structural sheethi ng and entre..chord shal I have a proper!y attached
TC DL 10.0 PSF DATE 04/19/16
BC DL
MPI v.•,"d°" /- 7.O PSF DRW CAUSR7175 16110061
AL,P)PNEthe
°',nt Petal`'unless"°' ° °C"se. Refer to r° f°"`""° ate °' ons.Al pi <°" DI 19/20 6 BC LL 0.0 PSF CA-ENG RTT/RTT
AN ITW COMPANY
drawl
°" r. "g° <.".;:"tri;;°gin°confGroup.:":�th ANSI/TP1 I.I not be °r for handfor
I ng."6 creel ng." OREGON
A"...19sn .o. y.r�o.I�..I.D.NI....:".°i I.N y�rey...I...Ie v TOT.LD. 42.0 PSF SEQN- 13088 REV
....I ....f tM..r..I .r 4 tr"- rrtth. 9 gin.so deo° r
8351 Rome Curie r..y...I.111ty. ...s.I1PI.N'P»Io..r per PAM �QLO—�•H�' DUR.FAC. 1.15 FROM BB
Sacmmenm,CA 95828
ALPINE: ... ".I<..t°..TPI ..tP1",<. N t. ....,.."d.try.< ..It°,.f.. rm«yy y SPACING 24.0" JREF- 1VPZ7175Z15
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 1115033--PARR FOREST GROVE -Riverside 3382 A roof M -- master master , OR - H )
Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x4 HF Std/Stud DL=4.2 psf.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MFRS with additional C&C member
load applied per IRC-12 section 301.5. design.
Deflection meets L/360 live and L/240 total load. Creep increase factor Right end verti cal not exposed to wind pressure.
for dead load is 1.50.
JT PLATE LATERAL CHORD
No SIZE SHIFT BITE
[ 9] W1.5X4 S 2.25
1.5X4 HI
iiI
I
6 3-10-3
1
Io10-4-3 0J +9-0-0 I,
4 mak
1.5X4[9]III
2X4(A1)
Id.- -1-6-0--->.1
G-9-4 '1'112
EC 7-0-0 Over 2 Supports H
R=436 W=5.5" R=284 U=9
RL=70/-27
Design Crit: I RC2012/TPI-2007(STD) .-
PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.0• ®r i .%,, OR/-/1/-/-/R/- Scale =.5"/Ft.
Truss Components of Oregon (503)357-2118 '•E/ARNI Nal'•Km No FOLLOW All MOTES OM 1111S MOMm pj `N
825N 4th Ave,Cornelius OR 97113 ^IMPWNTAMr•• MOOa'THIS WWWM TOALLoMmucrwM i NB nm IMWULLEA3. .� ,4G et 11 TC LL 25.0 PSF REF R7175- 92350
Trusses regui re extreme «"to Perfermi ng the"locket!one. ;'^g )!areal t%� r TC DL 10.0 PSF DATE 04/19/16
I.
top chord shal I have properl y attached structure!sheathi ng and bottom chord shel I hav•a proper.y attached
BC DL 7.0 PSF DRW CAUSR7175 16110067
����N ""°' ° "'se Refer to '° "`°"' 0' 19/20 6 as appl i cab!e. Nisi y pi atiis to linen rec•of truss end posi ti on as shown.e.v.and on fit � BC LL 0.0 PSF CA-ENG RTT/RTT
AN ITV/COMPANY
drawl
tt ;: „ "g°°:°,,.etruss I n can.e:..e el toeo/e ,.°r/Or handl ng.;npal W: OREGON
A"eesi 9.t.ei�. .Iro.......w.i aw.a. .I,wia..... ..w�..,...�.,,a" '44.2°."46
�/ TOT.LD. 42.0 PSF SEAN- 30467
':= 1 9 4e.to.Looe
ED Rovmmcock re.,en.Ol' . o Damn p.w ..:'m:r 1/41 I°sK`... u...r..,..r.. r."W..rd .. RO1 0 N4 DUR.FAC. 1.15 FROM BB
Swomowe,CA 95828 ALPINE.row al ai".,.,..°m.Tei.eve.tains,erg: rA,.we,..d°,"dua,,..°,. I«.wire.Ie..el...ors SPACING 24.0" JREF- 1VPZ7175Z15
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR.
( 1115033--PARR FOREST GROVE -Riverside 3382 A roof M -- master master , OR - EJG )
Top chord 2x4 HF #2 Special loads
Bot chord 2x4 HF #2 (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15)
TC- From 72 plf at -1.50 to 72 plf at 1.85
120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located BC- From 4 plf at -1.50 to 4 plf at 0.00
anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC BC- From 7 plf at 0.00 to 7 plf at 6.00
DL=4.2 psf. BC- 21.86 Ib Conc. Load at 2.00
BC- 30.63 Ib Conc. Load at 4.00
Wi nd I oads and reacti ons based on MWFRS.
Bottom chord checked for 10.00 psf non-concurrent bottom chord I i ve
Deflection meets L/360 live and L/240 total load. Creep increase factor load applied per I RC-12 section 301.5.
for dead load is 1.50.
R=62
6 1 *9-11-12
1-3-4
o N9-0-0
2XZ(A1)= R=81
1<-1-6-0 =-1< 1-10-3 >l< 4-3-5 ›1
6� 5-5-8
6-0-0 Over 3 Supports >
R=266 U=21 W=5.5"
Design Crit: IRC2012/TPI-2007(STD) ,g0 PROps
PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01. G1.. Sj OR/-/1/-/-/R/- Scale =.5"/Ft.
Truss ComportoAo Of Oregon (503)357-!118 •••ABMT NGI••READ MID FOLLOW ALL NOUS m THIS DRAM WI N �F O
825 N 4dI Ave,Comdms OR 97113 ••I ' a'TMls malty m ALL alFmAnws INCLUDING n<Ilmrswm. 1�� •Q Z9Trusses rego I re extreme TC LL 25.0 PSF REF R7175- 92351
<� .)7 r, TC DL 10.0 PSF DATE 04/19/16
te P•teetni ng aaaaa functl ans. Instal l•rs shell provl de temporary brae,,par BM. WI es•nOt•d 0(1141110 Se.
top chore shal I ha,properly/attached structural Sheathi ng ane bottom chord shal I have a proper!y attached 4401 / BC DL 7.0 PSF DRW CAUSR7175 16110077
OREGON BC LL 0.0 PSF CA-ENG PBC/GWH
AN ITW COMPANY instalnvi • ". r. ., f.,....,. l'n°' °° '' •y ,,,.20.104 TOT.LD. 42.0 PSF SEQN- 30441
A^•u1"e x1;:::::;°z
::;°•r•se•r�N;1 Tlry e • .IM *:=1:4r.:1:7. ^uo=1-1M C
8351 Rww Cock `°•°'e•I SII y r
.Oul I.MW Cool...or w M N 1.Son :. .... .">..f 'Ow.
. W•N� DUB.FAC. 1.15 FROM BB
SecmmeRIR,CA 95826 'n ol'•" SPACING 24.0" JREF- 1VPZ7175Z15
ALPINE:....al el nu,,.cue TPI ,vI. ars wlcA ...•ue,ee. r co. ICC,"..i<c:.r. s Renews 15/30/2011
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 1115033--PARR FOREST GROVE -Riverside 3382 A roof M -- master master , OR - EJ1 )
Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 anywhere i n roof, RI SK CAT II, EXP B, wi nd TC DL=6.0 psf, wind BC
DL=4.2 psf.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load
applied per IRC-12 section 301.5. Wind loads and reactions based on MWFRS with additional C&C member
desi gn.
Deflection meets L/360 live and L/240 total load. Creep increase factor
for dead I oad i s 1.50.
—�—
R=111 U=8 -�10-11-12 j
6 2-3-4
ii
I,
0-4-3 V
I / 8600 Off $
2X4(A1)
1<-1-6-0 3-10-3 >I< 2-3-5 DJ
G-0-0 Over 3 Supports
R=329 W=5.5"
RL=44/-21
Design Cri t: I RC2012/TPI-2007(STD) ,eo PROpk.
PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01. B. `pt. OR/-/1/-/-/R/- Scale =.75"/Ft.
•wARNI Mal••READ MD raw ALL Bons on,els OWING! Oy TC LL 25.0 PSF
Truss Components of Oregon (503)357-1, !�
••ImPARTANT°• FORMAI rM DRAM MA To ALL NM,Nc,aRE IMcwuI NO nc I
825x 4th Ave,Cornelius OR 9713 dgy� AP 9 REF R7175— 92352
Trusses requl re extra.`^s. I M,CAI`%nstal Ie..al I provi de temporary bra,ng per SCSI. Unl•ss noted other.se.
%, TC DL 10.0 PSF DATE 04/19/16
top chord shol I IIIIVO proper,y attached structural sheathi ng end bottom chord shot 1 IIAVII a properl y attached 6OP BC DL 7.0 PSF DRW CAUSR7175 16110062
OREGON BC LL 0.0 PSF CA-ENG RTT/RTT
AN ITW COMMNY °:,.A171;7'.,:,: .. "; f,r.,,.�`r""In c°nfe m."°..I th ANSI?PI,.°°for hal In "
R";.1p.;:°" •9R�d to 1od° �� TOT.LD. 42.0 PSF SEQN- 30469
ryr..:h r ele.:::::74',:
.IM sr....r P°r I..IM 1M.0 • "1 w.•Tr^•a..T or.r..lr.1 r•2:,^,r Irh• O� -
8351 Roy=Cimle r.Rw,.1el1 , . o Du°I.di .;AMRI/R1`ISe,.I1I "° r °'•"'•` "" W.N DUR.FAC. 1.15 FROM BB
SM:nmenR,CA 95828 ALPINE......I°I".I,...°m.rwow.chi �•t •
.. DT
CA.M ......•h.i",. , ° I«.....I°c,.f..erg Renews 0/30120.17 SPACING 24.0" JREF- 1VPZ7175Z15
A li N
TNI S DWG PREPARED FROM COMPUTER I NPUT(LOADS 8 DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 1115033--PARR FOREST GROVE -Riverside 3382 A roof M -- master master , OR - F )
Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x4 HF Std/Stud DL=4.2 psf.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member
load applied per IRC-12 section 301.5. design.
Deflection meets L/360 live and L/240 total load. Creep increase factor Right end vertical not exposed to wind pressure.
for dead load is 1.50.
JT PLATE LATERAL CHORD
No SIZE SHIFT BITE
[ 9] W1.5X4 S 2.25
1.5X4 III
Ili
6 3-3-15
V U 1 I
0-4-3 i ' 9_0_0
1.5X4[9] III
2X4(A1)
LE-1-6-0—a-
5812z
5-11-8 Over 2 Supports
R=393 W=5.5" R=236 11=8
RL=61/-25
• Design Cri t: I RC2012/TPI-2007(STD) ,EO PROpF
PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 m 1A• `p4> OR/-/1/-/-/R/- Scale =.5"/Ft.
Truss Components ofOregoa (503)357-!118 ••IIARNI NM°e READ Nm KUM ALL ROTES ON.IS NDI N PF.Q O� TC LL 25.0 PSF REF 87175- 92353
825N4th ,Vof eh 0897113 •°Iwamwr°• RANI 91 TOE COM NO TO NO THE INETAuru' 1gg76
bracing.Trusses require extreme care I n febr I Gating.handl I ng.shl ppl ng. I natal I i ng and the I&test edi tI on of RCS! (WI I di no Component Safety I nformatl on.by TPI a. Refer to and fel I ow r, TC DL 10.0 PSF DATE 04/19/16
..Moran ng the,.functi ons. I natal I ers*hal I provi d•temporary bract ng per BM. Unl ass noted otherwi se.
. top chord anal I nev•prop•r1 y attached structural anent!,ng end bottom chord shal I have a proper!y attach.
/r i BC DL 7.0 PSF DRW CAUSR7175 16110065
Al[1_,F))1]N C es cti ons I,.e".IT . ° .. e ,r _ .. . :re:,n°, X20
si on of DI for OREGON BC LL 0.0 PSF CA—ENG RTT/RTT
ANITW COMPANY drawl. . °" r,."; trusses. on.Componentse."...�t.ANSI/.PIed I net I.:°�o:'".�°lI"°.,"l°°l",y d•vi :°" .9 gR 20 4or° `l TOT.LD. 42.0 PSF SEQN— 30472
A"'"'- S IN sr"I—"" 1�'.IM.III'.r'el'..I.AIw 'ee^'Ae:''I''r'-'e.'I".I.'e1l,q
..,,. ,,,..'I.1 I I.r. :«or. . r " .... .. . A. ROS R W•N� DUR.FAC. 1.15 FROM BB
8351 Rome CimR ::::'-"::::::Z.e ue:::-..—...1.-.7",,'r pa;AI61rtn d Sw.S. r
SEnmma,CA 95818AL°me.ewe.al°l"e<e.o..T° ,net.°...r A_....,' "de r °". I Genera.°rs Rwl.w.waaan,T SPACING 24.0" JREF- 1VPZ7175Z15
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 1115033--PARR FOREST GROVE -Riverside 3382 A roof M -- master master , OR - G )
Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x4 HF Std/Stud DL=4.2 psf.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member
load applied per IRC-12 section 301.5. design.
Deflection meets L/360 live and L/240 total load. Creep increase factor Right end vertical not exposed to wind pressure.
for dead load is 1.50.
JT PLATE LATERAL CHORD
No SIZE SHIFT BITE
[ 9] W1.5X4 S 2.50
1.5X4 III
P
6 1 2-10-3
2-1-3
• f1
�� _4_9-0-0V l'
Mall
1.5X4[9] III
2X4(Al)
L1-6-0— E-1-6-0__>.l
3'3'4 'I 12
3-6-0 Over 2 Supports
R=271 W=5.5"
RL=53/-23 R=261 U=17
Design Crit: I RC2012/TPI-2007(STD) eO PROp�
PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01...' �, 8d� OR/-/1/-/-/R/- Scale =.5"/Ft.
Truss Compo V of Oregon 503)357-1118 •'WARM NGI••READ NO FOLLOW ALL NOM DA THNs DRAIN MGI �� �d 1 F�
825 N 40N Ave,Comelws OI�97113 "NlWamurt" ^mr^m'TMNs swam m ALL mxm.narm NwauoNw ME CJ t%� .� 9 TC LL 25.0 PSF REF R7175— 92354
Trusses rem re extreme I5, d a< �, i, TC DL 10.0 PSF DATE 04/19/16
dia % BC DL 7.0 PSF DRW CAUSR7175 16110078
ALPO N C °. ,..°or er,se. Refer to drawl ngs 160A-Z °r,.,°. os. end
„ o. 19i20 6 BC LL 0.0 PSF
.1101, OREGON CA—ENG PBC/GWH
AN ITW COMPANY ..any: °. °°n�°,,the
^t"�;I�°conformance
��•� °[:I°�"a.SI/TAA..o.�:°%of i..�M r...n,,..:°. " I 'e.so+oW° �J TOT.LD. 42.0 PSF SEAN- 30444
A°::::,:A�,t.:::::7,:::� "In.::::N .NM V.:=71%‘',":”. �u:..a.......».N.n.NxtNAA..rNni. OL i W.N DUR.FAC. 1.15 FROM BB
8751 Rowan Cvde r.q,dnu.i r .•.. oAYn.r n•r AIM TPI t Soo . . . r,A,
StcnmenNo,CA 95828 ALPINE:mew.el P n„t,.<°m.TP�..,..,;�A',.t.;,:Pro..,...,dol"d° , °°. �«.,.m.A°°,.r,.erg R.,«.waasmr SPACING 24.0" JREF- 1VPZ7175Z15
a 4
THI S DWG PREPARED FROM COMPUTER I NPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 1115033--PARR FOREST GROVE -Riverside 3382 A roof M -- master master , OR - G1 )
Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x4 HF Std/Stud DL=4.2 psf.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member
load applied per IRC-12 section 301.5. design.
Deflection meets L/360 live and L/240 total load. Creep increase factor Right end verti cal not exposed to wind pressure.
for dead load is 1.50.
1.5X4 III
•
6 2-1-3
I,
O-4 3 / : ''
JI +900
1.5X4 III T
2X4(A1)
L1-6-0--wal
F` 3-3-42"12
1 '1
l< 3-6-0 Over 2 Supports
R=301 W=5.5" R=117 U=3
RL=41/-20
Design Crit: I RC2012/TPI-2007(STD) 0 PROF
PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.i ��. �epS OR/—/1/—/—/R/— Scale =.75"/Ft.
Truss Componems of Oregon f503 357-2118 ••mARNI NGI"READ w0 raua ALL orfs ON-nes oR&nxcl 15
�6 E�
825 N 4th Ave,Comehus OR97�13 •
• rbmAxr•• MONISM MIS MEM TO ALL oxm.e ms MILLING nm INSTALLERS. b 1>�76 .p TC LL 25.0 PSF REF R7175— 92355
the I scent edl ti on..rim ,�Trusses regal re extreme care and bracing.
�, TC DL 10.0 PSF DATE 04/19/16
i f
'A as oti ons 117 or ,po,y pi fac•of truss °and,. BC DL 7.0 PSF DRW CAUSR7175 16110066
AILMI N I I 'C+ ° .• 1 e for any dowl ati on from t.„ OREGON BC LL 0.0 PSF CA-ENG RTT/RTT
drawl ng.any AN RWCDMPANY e•.. .,�u�.e.r..�M ,atrusses.11 d the'" I.Components1117 '°Y°.,.l«ANSI.,.I I,or for�..�..».�».,ng.
.��""�" 9,R•W.20,11# e. TOT.LD. 42.0 PSF SEAN- 30475
BSI Roves Clmk ,».l.,� . . .r Zell no°ISMR»"";�.,w.1.�`;Soo,.M»..r..�.... .»>.. » , » OL� W.H DUR.FAC. 1.15 FROM BB
S.;mmrnb,CA 95828 Far on <°•�°
ALPINE:m,°.• TPI:» o n. ... ,» abol y,o. ».. °. . Renews V3012017 SPACING 24.0" JREF- 1VPZ7175Z15
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUM!TIED BY TRUSS MFR.
( 1115033--PARR FOREST GROVE -Riverside 3382 A roof M -- master master , OR - SJ1 )
Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
DL=4.2 psf.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load
applied per IRC-12 section 301.5. Wind loads and reactions based on MWFRS with additional C&C member
desi gn.
Deflection meets L/360 live and L/240 total load. Creep i ncrease factor
for dead load is 1.50.
11 9-11-12
6 R 16 U=4
1-3-4
I 6
0-4-3 —VA 0-3-B
9-0-0
� =22 U=4 I
2X4(A1)
—1-6-0 >lc 1-10-3
1-11-4 Over 3 Supports
R=262 U=2 W=5.5"
RL=27
Design Cri t: I RC2012/TPI-2007(STD) ,EO PROg
PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.0, s 4. Fs OR/-/1/-/-/R/- Scale =.75"/Ft.
Tnlss Componests of Orcgon 503 357-'.110 °°wARNI NCI"ao.a Arm MEM ALL NOM ON THI s MMHG, • G 1 E
875 Nom Av Comdms 0 97 13 °°ImVnAMr°° `I'wI°I TNIS ORM to ALL m^"ACTORS I TIE INSTALLERS. f9 TC LL 25.0 PSF
a 3 N��� F� ZREF R7175- 92356
Trusses revel re extreme the I atest edi ti on of RCS!°,re'Inatal and C. TC DL 10.0 PSF DATE 04/19/16
i Aah top chord she,I hav•props,y attached structure!sn•athi ng and hat to•chord shel I have a proper!y attached
BC DL 7.0 PSF
b;; eacace DRW CAUSR7175 16110064
A f L EF-1 N C ""Data.i s,on!036 noted rrr r r. ° " ortru°tr"' pl ate °" ons.
„°.ee,ti on as shown abov• arn,°an
19/20 6 BC LL 0.0 PSF CA-ENG RTT/RTT
°• ' •" WI ngs,..A z .and ° OREGON
AN ITW COMPANY draw,. . ..,any ,ng r.r°,°°:`rr„i".°"ra.."°..�.n A.4I7,61,..'.°�:'.;�,I".. ..I",.°" q TOT.LD. 42.0 PSF SEQN— 30477
A"ANIS a IIII. 5.17
sr°wr.r"N..I^ttlM tilt O'An"Oi IMIerAtrt uxntAneA N ar.rAM1.AI enN An�I n..rIM `on.20,VA. .I
aiSIRwoaCHd. ..alAIIItE. the.11 rA.m,;I`;S:.`.•" ""• t ,.r r.n,.rr. r. .. LOCO W.N� DUR.FAC. 1.15 FROM BB
SecremenR,CA 95818 SPACI NG 24.0" JREF- 1VPZ7175Z15
ALPINE;wow.°I nl"•I tr.c°..T.I...x.tnl....r.:NTu.m.se."°u°trr.c°.. Icc.ewe,i ccs°n.erg RAn.In d4waMT
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 1115033--PARR FOREST GROVE -Riverside 3382 A roof M -- master master , OR - 5J2 )
Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
DL=4,2 psf.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load
applied per IRC-12 section 301.5. Wind loads and reactions based on MWFRS with additional C&C member
desi gn.
Deflection meets L/360 live and L/240 total load. Creep i ncrease factor
for dead I oad i s 1.50.
k
10-11-19-3-15
Pr=100 U=10 I
I
6 2-3-4
.i
0-4-3 S—FA
R=31
2X4(A1)=
—1-6-0 >i< 1-11-a >I< 2-0-7
l< 3-10-3 Over 3 Supports
R=296 W=5.5"
RL=44/-21
PLT TYP. Wave Design Cri t: I RC2012/TPI
FT/RT 2% 0% /4(STD) 16.01.B, s'Eo P•• 4
( ) ( ) �• al+ OR/-/1/-/-/R/- Scale =.75"/Ft.
TnoD Compon®ts of Oregon (503357-!IIS •,11PIRTNT•• NM*I TM DOMINOTO ALL OONTRAcro"oasS INCLUDING N,,mr.ueN. �d, t TC LL 25.0 PSF
825N4ih Ave,ComelmsoR913)3 1�7s Z REF R7175- 92357
Trusses reoul re extreme the 1 atest edi ti on of 8.1 7 end bracing. �, TC DL 10.0 PSF DATE 04/19/16
i� % BC DL 7.0 PSF DRW CAUSR7175 16110063
AI���N[ : .,,Refer . . o: )9/20 6
a„. OREGON BC LL 0.0 PSF CA-ENG RTT/RTT
AN FEW COMPANY �..<.'i'. .. r. „q r„„•,`ro..i.•.o.ror•.no.vi,n� I I..pror n..al i.e,a >p y
A...lam ..ism> LIMpa 1=7 1:1'.°=°;4'1:::::•.�n.::.'�` r•m• .. l.e 'n.4o i' *••
TOT.LD. 42.0 PSF SEAN- 30478
8)sl Rwme Ode
pons'°”•>• too Nun ^• r NISI ll;i...: �L�W.N DUR.FAC. 1.15 FROM BB
Sedemmlo,CA 95828
A.N......,..r...... .l ..,1•. ..v A. ... °,<r,..... ..,....r...., R. .,Wamamr SPACING 24.0" JREF- 1VPZ7175Z15