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JOB NO:
—L1' I '-f' - 18' I 6'—{ 1115073
40' I PAGE NO:
1 OF 1
Alpine, an ITW Company
8351 Rovana Circle Sacramento,CA 95828 (916)387-0116
Page 1 of 1 Document ID:1 VLK7175Z0513101810
Truss Fabricator: Truss Components of Oregon
Job Identification: 1115073--PARR FOREST GROVE -Riverside Pln 2885 B Roof -- VERIFY VERIFY, OR
Model Code: IRC
Truss Criteria: I RC2012/TPI-2007(STD) , p PROP
EngineeringSoftware. Alpine proprietary truss analysis software. Versions 15.01
ip
F`S .
Truss Design Loads: Roof - 42 PSF a 1.15 Duration 15.01
4>t' Oy
Fl oor - N/A 19575•
Mind - 120 MPH (ASCE 7-10-Closed)
Notes: 11 13/2015
1. Determination as to the suitability of these truss components for the OREGON
structure is the responsibility of the building designer/engineer of "-O°'Y0 1 .0x".
record, as defined in ANSI/TPI 1.
2. As shown on attached drawings; the drawing number is preceded by: CAUSR7175 n.a.rro.t.etsgOt7
Garold W.Heal
Details: 12030EC1-GBLLETIN-GABRST10-12015EC1-
Submitted by GVH 10:17:17 11-13-2015 Reviewer: BFR
# Ref Description Drawing# Date
1 72805--BGE 15316037 11/12/15
2 72806--B 15316028 11/12/15
3 72807--BG 15317017 11/13/15
4 72808--A2GE 15316042 11/12/15
5 72809--A2 15316041 11/12/15
6 72810--A2G 15317016 11/13/15
7 72811--AGE 15317002 11/13/15
8 72812--A 15317003 11/13/15
9 72813--A1 15317004 11/13/15
10 72814--SDG 15317005 11/13/15
11 72815--5061 15317006 11/13/15
12 72816--GCE 15316032 11/12/15
13 72817--G 15316035 11/12/15
14 72818--G1 15316040 11/12/15
15 72819--G2 15316039 11/12/15
16 72820--G3 15316038 11/12/15
17 72821--EGE 15316029 11/12/15
18 72822--E 15316045 11/12/15
19 72823--CCE 15316044 11/12/15
20 72824--CG 15317007 11/13/15
21 72825--FGE 15316034 11/12/15
22 72826--HGE 15316046 11/12/15
23 72827--HG 15316036 11/12/15
24 72828--EJG 15317008 11/13/15
25 72829--EJ1 15317009 11/13/15
26 72830--X 15317010 11/13/15
27 72831--X1 15317011 11/13/15
28 72832--ICE 15316031 11/12/15
29 72833--I 15316030 11/12/15
30 72834--K 15316043 11/12/15
31 72835--J 15316033 11/12/15
32 72836--SJ1 15317012 11/13/15
33 72837--SJ2 15317013 11/13/15
34 72838--SJ3 15317014 11/13/15
35 72839--SJ4 15317015 11/13/15
V. .•(
THIS DWG PREPARED FROM COMPUTER I NKR(LOADS 8 DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 1115073--PARR FOREST GROVE -Riverside Pin 2885 B Roof -- VERIFY VERIFY, OR - BGE )
Top chord 2x4 HF #1&Bet. 120 mph wind, 20.97 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #1&Bet. :B2 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.
See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Wind loads and reactions based on MWFRS with additional C&C member
bracing requirements. design.
Provide lateral wind bracing per I TWBCG wind bracing details or per Bottom chord checked for 10.00 psf non-concurrent bottom chord live
engi neer of record. 2X3 studs requi re rei nforcement at 70%of the load applied per I RC-12 secti on 301.5.
length tabulated for 2X4 studs of the same grade.
Deflection meets L/360 live and L/240 total load. Creep increase
Truss designed for unbalanced snow load based on Pg=25.00 psf, factor for dead load is 1.50.
Ct=1.10, Ce=1.10, CAT I I & Pf=21.17 psf.
5X5=
4 — q
0000....000.0000.000000000 T
6-1-4
.18-0-0 1
3X5(A1)-- 5X5= B2 3X5(A1)
1r-O 1-6-0
L 17-4-0 � 17-4-0 J
l< 34-8-0 Over Conti nuous Support
R=92 PLF 0=4 PLF W=34-8-0
RL=2/-2 PLF
Note: All Plates Are 1.5X4 Except As Shown.
Design Crit: I RC2012/TPI-2007(STD) , p PRO
PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01 , ' FFS' 'TY:1 OR/-/1/-/-/R/- Scale =.1875"/Ft.
I ••• FINN
••BEAR..NO TO ALL NOM TO E Is MAMA
a 1N sc TC LL 25.0 PSF
Truss CompoAnts of Oregon 503 357-,118 C3 F
••1 •
mVRENR•• n•wla TO uun No TO ALL mxrxaemgs INRlml MO ME 116MLLEA5. 19876
•s25N a1h Ave,Comehnso 9713 .Q 'Trusses regul re extreme care in fahr I cati ng.handl i ng.shi pp I ng. I natal I I ng a. REF R7175— 72805
ci ng.Refer to and rot I ow
to performi ng these functi ons. Instal I ars anal I provi de temporary era,.per RCM. Uni es•not.otherwi se,
,N ^M.% �, TC DL 10.0 PSF DATE 11/12/15
1�top chord shall have proper!y attached structural sheatiii ng and bottom chord SAW I hav•a properi y attached ..... BC DL 7. PSF
L(� oofl ^ I O S DRW CAUSR7175 15316037
,4 P I V . .,..:'°I ., . ,. - —--7 ....... 1 /13/2015
,.1. OREGON BC LL 0.0 PSF CA-ENG CWC/CWC
AN ITW COMPANY o. . trusses.
truss.n.,...,..,...1«ANSI ,. .,,....�,p..,.�„ ,. `tiw 9� TOT.LD. 42.0 PSF SE/�N- 350924
Ap.Nldrawl 9.n ..IM sr elH rnMM Il.�roslM� NI.Obl •OroN.N.II.I,.Ml,lwrl M51 9 .20,1 Q
r..p..INI".Y wI.Irr.r.w. AI•!r M1uu...IC::.s
n...I<..I,I. .n.»..r<. .r..IM..r .ro...ro 1.<.• O(�W•N DUR.FAC. 1.15 FROM BB
x1s1 Roma Circle
....I.I I I.,. N.r,I.I M o»`:Mr per MIA,s...:. ""
Sxnmo,e.CA 95818 .En•E.....•1 pi
• ..p,TPI._,p •.erg;.,._aver , y.p. �«.....I....r..•r. RenewalDate17 SPACING 24.0" JREF- 1VLK7175ZO5
I
B ..*
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMI TED BY TRUSS MFR.
( 1115073--PARR FOREST GROVE -Riverside Pin 2885 B Roof -- VERIFY VERIFY, OR - B )
Top chord 2x4 HF #1&Bet. 120 mph wind, 20.97 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #1&Bet. :B2 2x4 HF #2: anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member
factors. design.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase
load applied per I RC-12 secti on 301.5. factor for dead load is 2.00.
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.
5X5=
1.5X4 3X5% 3X5
1.5X4,5%
,1
....ior4 6-1-4
' 4_18-0-0 _
4X5= 2
= 3X5= 3X7= 3X5=
3X10(61)
3X10(81)
1r 8--0-0
1-6-0
f
I_ 6-3-13 , 5-6-1 .j_ 5-6-1 �I� 5-6-1 _I, 5-6-1 _I_9-0-14 6-3-13 9-0-14 - 8-3-2 8-3-2 I` -I
L 17-4-0 J . 17-4-0
J
34-8-0 Over 2 Supports
R=1588 0=64 W=5.5" R=1588 1.1=64 W=5.5"
RL=71/-71
Design Crit: IRC2012/TPI-2007(STD) .PROFF
PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.• i S, •TY:2 OR/-/1/-/-/R/- Scale =.1875"/Ft.
••WARNI NCI••Trim NO FOLLOW ALL NOTES ON TRS ORM MGI - /
Truss Compon"of Oregon (lM37-!118 ••IMPdDNIr•• nMNl.M rx s.M..Ix.m N.�rnM,..crm MUCH TE.INSTALLERS. O� �618►�F� Oy TC LL 25.0 PSF REF R7175- 72806
Trusses reg.re extreme care I n fr..cati ng.handl 1 ng.a.piil ng,i natal I 1 ng and 825 N 4tL Ave,Comdms OR 97l l3 the I at est edl ti on of SCSI (� °ra.ng.Refer to a,fel low 19876 y
t.p•rformi ng t,s•functl ons. Instal l•r•Mini I provi de temporary braci ng per BCSI. Unl*as noted other.se.
�, TC DL 10.0 PSF DATE 11/12/15
top chord shall hee•proper!y ett•Ched structural Sheethi ng and bett0511 eheee SW I have a properly attache.] /� BC DL 7.0 PSF DRW CAUSR7175 15316028
A fi_po N I "° ,.°".,,"° o ... . .. for,•". ti ens. 1 /13/2015 BC LL 0.0 PSF
OREGON CA-ENG CWC/CWC
ANITW COMPANY .. :: .. "; tr°,,il d ;:�`•°„I":°":.."°..�."ANSI TN,.°:°ra:"..".���."";.°oo„s:°" TOT.LD. 42.0 PSF SE N-
A..:""". :::::*X.> ...r..M I I I.M i':(u°Pi'"° w..r`.::::';r°:. :(. .' ::".. 14 n.so 19 Q 350926
MI R c U .°n•I.I I •.,I I.,w..lM„•ryr ANSI/T1.1 1 `_..a °L W•N DUR.FAC. 1.15 FROM BB
Srnmenb,CA 95828 ,.
NC ".I.,.°°° ° 12000.102P10130/2017 SPACI NG 24.0" JREF- 1 VLK7175Z05
ALM¢: INrme r°I .,..cl",.erg:WT.:..,.e°i"...r.°. ICC.n,.I cosi.,
•
a 4
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
(1115073--PARR FOREST GROVE -Riverside Pin 2885 B Roof -- VERIFY VERIFY, OR - BG)
Top chord 2x4 DF-L 2400f-2.0E 4 COMPLETE TRUSSES REQUI RED 1 < <
Bot chord 2x6 DF-L 2400f-2.0E :B2 2x6 HF SS: <
Webs 2x4 :DF-L Standard or DF-L Stud: :W7 2x4 DF-L #2: Nail Schedul e:0.120"x3", min. nails
Top Chord: 1 Row @12.00" o.c.
Special loads Bot Chord: 2 Rows @ 3.00" o.c. (Each Row)
(Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Webs : 1 Row P 4" o.c.
TC- From 71 plf at 0.00 to 71 plf at 17.33 Repeat nailing as each layer is applied. Use equal spacing
TC- From 71 plf at 17.33 to 71 plf at 34.67 between rows and stagger nails in each row to avoid splitting.
BC- From 7 plf at 0.00 to 7 plf at 34.67 In addi ti on, apply (10 .22"-0.25" mi n/max di a. X 6.0'
BC- 1134.44 Ib Conc. Load at 0.73, 2.73, 4.73, 6.73 length wood screw at each joint location.
8.73,10.73,12.73,14.73,16.73,18.73,20.73,22.73,24.73 4" o.c. spacing of nails perpendicular and parallel to
BC- 3618.37 Ib Conc. Load at 25.17 grain required in area over bearings greater than 4"
BC- 1398.53 Ib Conc. Load at 26.73,28.73,30.73,32.73
120 mph wind, 21.22 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Calculated verti cal deflection is 0.51" due to live load and 0.69" due anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
to dead load at X = 21-5-13. DL=4.2 psf.
Calculated horizontal deflection is 0.13" due to Ilve I oad and 0.17" due JT PLATE LATERAL CHORD
to dead Ioad. No SIZE SHIFT BITE
[ 5] W3X5 S 2.75
Deflection meets L/360 live and L/240 total load. Creep increase factor [ 7] W5X5 3.25 R 3.50
for dead Ioad i s 2.00. [ 8] W4X5 3.50 L 1.25
[12] W4X5 3.25 R 1.50
Wind loads and reactions based on MFRS. [13] W4X5 3.50 L 1.25
[17] W5X7 S 1.75
NOTE: THIS TRUSS MAY NOT BE REPAIRED AND MUST BE REPLACED [18] W4X5 3.50 R 1.25
IF IMPROPERLY INSTALLED OR DAMAGED. [19] W4X5 3.25 L 1.50
[23] W4X5 3.50 R 1.25
24W5X54X5[13]
3.50 1
5X7(R)III [26] W3X5 3525 L 2.75
4X5[18]a
P4 T
4X5[8] 11
ar ° 4X5[23] 1
I
3X5% :i W7 . 3X5-ss-
6-1-4
62
�l - imI +18-0-0 i
4X16(B7R)= 3X5[5]III 5X5(R)[7] III 4X5[12]= 4X5[19]= 5X5(R)[24] Ill 4X16(B7R)az
5X7[171----- H0612=
H0612= 3X5[26] III
I.-5-3-13 4-4-1-.1.-3-8-1 -4-0-1 + 4-0-1--+-3-8-1 + 4-4-1 + 5-3-13-
L 17-4-0 I_ 17-4-0 J
I` 34-8-0 Over 2 Supports
R=12467 U=736 W=5.5" Design Cri t: IRC2012/TPI-2007(510) -- R=14200 U=781 W=5.5" I
PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 15.02 +? "+ + FFSS OR/-/1/-/-/R/- Scale =.1875"/Ft.
Tmss Cont nastsofOreson (503)357-ills ••wAPia NM••OEM AAO FaIr➢e ALL MIS CO THls DIMING' O NE i� TC LL 25.0 PSF
87SN4tL Ave,Comettos OR 97113 "I wl^Ms WAVING m ALL onnvrcTau INCLUDING TIE iMnAum. Ui 1% lt`,� y REF R7175- 72807
19575•
7 TC DL 10.0 PSF DATE 11/13/15
�,
BC DL 7.0 PSF DRW CAUSR7175 15317017
'bn
°,< ...".,,... . ... .. . ... - .,,<.°. °.,. I OREGON
�� BC LL 0.0 PSF CA-ENG BFR/GWH
ALPINE ..°.<.,,
OREGON
AN ITW COMPANY P":,.7 '..e',-..,,,, s._�" °":o"°:":� """s„" �`':°�`�' °�"°°;'"'� :°" v TOT.LD. 42.0 PSF SEQN- 6657 REV
t.:"%st this•,'..in.sr e.:: Ii.ea.this ar.ea.. 1,11::..N^•,w•.r,rs1...I.ns ate,..,i,'..w .9L1 w.20.10' .
BM Rowan Cole .°"•+il f u.ril
,,•t ' "'•• r ^ 'r OL i W N DUR.FAC. 1.15 FROM BB
Sacramento,CA 96849 Renewal Dote e/30/2017 SPACING 24.0" JREF- 1VLK7175Z05
a ''-
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 1115073--PARR FOREST GROVE -Riverside Pin 2885 B Roof -- VERIFY VERIFY, OR - A2GE )
Top chord 2x4 HF #1&Bet. :72 2x4 HF #2: 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 :B2 2x4 HF #1&Bet.: 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 1-6-0 top chord outlookers and 5.00 PSF Wind loads and reactions based on MWFRS with additional C&C member
cladding load one face, and 24.0" span on opposite face. Top chord design.
must not be cut or notched.
See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind
Provide lateral wind bracing per ITWBCG wind bracing details or per bracing requirements.
engineer of record. 2X3 studs require reinforcement at 70%of the
length tabulated for 2X4 studs of the same grade. 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 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf,
Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
5X5
4 r - —, 4
-
5-10-15
ll - , 0-6-1
- .. l
18-0-0
3X5(A1)=
5X5 62 3X5(B1)
L- 16-9-0 I 16-2-10 J
I< 32-11-10 Over 2 Supports >1
R=0 PLF PLF UPLIFT W=32-11-10
Note: All Plates Are 1.5X4 Except As Shown.
Design Crit: IRC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.x' Nie MTY:1 OR/-/1/-/-/R/- Scale =.1875"/Ft.
Tloss Com Weds ofOregon 503 357-2118 —won MGI••AM MO FOLLOW�WOWS UM URS MGI )N `pi
po ••IMR]R MT•• RAMAN MOS ORAWINO m all CONTRACTORS ,MR ME,NWTALLFAM. d 6- O TC LL 25.0 PSF
825N 4N Ave,Comelmso v7313 ( G+ Nes7s F4b y9 REF R7175- 72808
N a;` TC DL 10.0 PSF DATE 11/12/15
BC DL
i- 7.0 PSF DRW CAUSR7175 15316042
A f L.iq N I • "nl B5s noted 5e Parer drawlr::°%:•::="t•" 1 /13/2015 BC LL 0.0 PSF CA-ENG CWC/CWC
AN ITW COMPANY °" ,.n: r. . r"s,..•."„,. nro......�.:°:r,:BRP ,. 9. °.:s,°. OREGON
A ooni9.e.ni•a wing..Wf... �softly ftr the gaol m�• ft.•.. .Is f,wl....•.o• arming..r ree•..,.soiryo&no no /41. '`tin.20,194b 4� TOT.LD. 42.0 PSF SEAN- 350940
M351Rwana Ckle gma&�r °""'•` "`°is 'VOLd'1N.N DUR.FAC. 1.15 FROM BB
SxemooR,CA 95826 a..,a..•s.. lo,.•l.w.....T°1.ere.<;�.,�.o°:VMS.....,.rl.d",.r,..... 1.8.s....l.,,s.erg Renewal as ers0/2017 SPACING 24.0" JREF- 1VLK7175Z05
A Al
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 1115073--PARR FOREST GROVE -Riverside PI 2885 B Roof -- VERIFY VERIFY, OR - A2 )
Top chord 2x4 HF #1&Bet. :T2 2x4 HF #2: 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 :B2 2x4 HF #1&Bet.: anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x4 DF-L Std/Stud(g) DL=4,2 psf.
Connectors in green lumber (g) desi gned using NDS/TPI reduction Wind loads and reacti ons based on MWFRS with additional C&C member
factors. design.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase
load applied per IRC-12 section 301.5. factor for dead load is 2.00.
Truss designed for unbalanced snow load based on Pg=25.00 psf,
Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
5X5=
3X5% ti 3X5- 1.5X441
1.5X4@ r. 1 T2
4 4 5-10-15
...,Nolip .111111111111001,..
0-6-1
+18-0-0 1
3X5 4X5= B2 3X5= 5X5(131)= T
3X10(B1) 3X7=
1-6-0
l' 6-1-88_9_6 1, 5-3-12 7-11 10 12 ' 5-37 11-10 5-3-12 _ 28-3-50 7
L 16-9-0 16-2-10 J
1< 32-11-10 Over 2 Supports H
R=1519 8=69 W=5.5" R=1399 11=57
RL=61/-60
Design Cri t: RC2012/TPI-2007/
PLT TYP. Wave T/RT %(0%)/4(0) D) 15.01.r 'HEFROp
' �s Y:4 OR/-/1/-/-/R/- Scale =.1875"/Ft.
Truss Components ofOregon (503)357-.5118 "WARN!MGI••REAR ANO FOLLOW ALL NOTES OR TM1s mum wi ♦5 101` F
825 N 4 Ave,Comebus 0 97 13 ••'1IPORT T•• MOO PP TI113 MAIM TO ALL mMm CTORS MA TM INNTALIFAS. C9 .Q Z9 TC LL 25.0 PSF REF R7175— 72809
Trussen requl re extreme 19676 P
to porter.ng these functi n CSI.wool ng.Refer to and fol I ow �, TC DL 10.0 PSF DATE 11/12/15
top chord'hal I have proper!y attached structural sheathi ng and bottom chord shal I have a properl y ettached 4001 BC DL 7.0 PSF DRW CAUSR7175 15316041
ALAN ,T .....,....or 1310.as ... �°I y pi Refer .• b.standard b` .s and posi ti on as shown above and on 1 /13/2015' BC LL 0.0 PSF CA-ENG CWC/CWC
.:.�: °I:���� i :"�.�;°��•� fe..... ,..�I�..<r...,...,� .,e..>...,<,.. �. OREGON
sI
AN ITWCOMRRNY �..<.�.<a.b,..�., f truss., ,�^AMSW�TP,,..�.....•dl�.,.,n.°°I M. ,y i.e. TOT.LD. 42.0 PSF SEQN— 350937
Ar.•.L.:=1.tn:7.;::::»1,11^. 7 ...: nri "1:,::b.fwK.w x.:':...I.n.1^�Ind.rin "9- '+.10. t`
83sL RovaodC ok r.•r.n.I PI , u::MT1:M;w. "e:AWOL lIPI;s... "'•• ` ••'•• ` ' ` `•�• OL T N DUR.FAC. 1.15 FROM BB
Smwmrnb,CA 95628 ALPINE..... ,1..1,..cow TPI. °i net.orw RT.:....sec!nd.,.,,.cow SCC.....1 c...f..or, R"ww.I DAR 6/3002017 SPACI NG 24.0" JREF- 1VLK7175Z05
A A.
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
(1115073--PARR FOREST GROVE -Riverside Pin 2885 B Roof -- VERIFY VERIFY, OR - A2G)
Top chord 2x4 DF-L #1&Bet.(g) :T2 2x4 HF #2: 4 COMPLETE TRUSSES REQUIRED I ` '
Bot chord 2x6 DF-L 2400f-2.OE :B2 2x6 HF #2: ' t
Webs 2x4 DF-L Std/Stud(g) :W3 2x8 DF-L SS: Nail Schedul e:0.120"x3", min. nails
:W4 2x4 DF-L #2(g): Top Chord: 1 Row 812.1111" o.c.
Bot Chord: 2 Rows 8 4.50" o.c. (Each Row)
Connectors in green lumber (g) designed using NDS/TPI reduction factors. Webs : 1 Row 8 4" o.c.
Repeat nailing as each layer is applied. Use equal spacing
between rows and stagger nails in each row to avoid splitting.
Special loads In addi ti on, apply (1) 0.22"-0.25" mi n/max di a. X 6.0"
(Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) length wood screw at each j oint location.
TC- From 71 plf at 0.00 to 71 plf at 16.75 4" o.c. spacing of nails perpendicular and parallel to
TC- From 71 plf at 16.75 to 71 plf at 32.97 grain required in area over bearings greater than 4"
BC- From 7 plf at 0.00 to 7 plf at 6.14
BC- From 14 plf at 6.14 to 14 plf at 32.97 120 mph wind, 21.12 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
BC- 116.90 Ib Conc. Load at 2.00 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
BC- 2870.78 Ib Conc. Load at 4.07 01=4.2 psf.
BC- 10195.16 Ib Conc. Load at 6.14
Wind loads and reactions based on MWFRS.
Deflection meets L/360 live and L/240 total load. Creep increase factor
for dead load is 2.00. NOTE: THIS TRUSS MAY NOT BE REPAIRED AND MUST BE REPLACED
IF IMPROPERLY INSTALLED OR DAMAGED. DO NOT TURN END-FOR-END.
JT PLATE LATERAL CHORD
No SIZE SHIFT BITE
[ 7] W6X8 4.50 R 4.00 4X5(R)Ill
[ 8] W4X8 S 1.25 3X5-----
[ 9] W4X8 S 1.25
[10] W4X5 3.00 L 1.25 4X5[10]
[17] W3X10 S 1.25 4X8[8]s 4
Ea ` T2
3X5 1
3X5ss 4
5-10-15
10 a
0-6-1 isfr
mo,-,. s . m 11_ IIIIIPLA411116111 IL- - vii I 18-0-0
4X1• 67R)= 1.5X4 III 4X8[9]= 5X5 3X10[17]= 62 3X5= 1.5X4 III 4X5(A1)=T
6X8[7]
I=4-0-1-4F2-1-10+ 5-4-15 'I" 5-2-6 ' 5-4-5 * 5-6-1 + 5-4-4 H
L 16-9-0 � 16-2-10 J
l< 32-11-10 Over 2 Supports H
R=12327 U=752 W=5.5" R=3618 U=211
Design Cri t: I RC2012/TPI-2007(STD) E,OPRopA-
PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.Pj f �i OR/-/1/-/-/R/- Scale =.25"/Ft.
•1
Tnlss Compooeots ofOre oD 503 357-1118 ••WARM WI.I' o RUM Au NOTES ON TMls ORMPAG' ,Q Si, REF R7175_ 72810
825N 4N Ave,Comd os Ol�97�13 •'II•°RTA"r" TO ALL CO"'""Cp15 I NOMA N6NEI MALLERS. O t19575P OTC LL 25.0 PSF
.�, TC DL 10.0 PSF DATE 11/13/15
�� BC DL 7.0 PSF DRW CAUSR7175 15317016
AfTI]NI ;roP .r < .. or= ..,t.". E ON
`� '< „"° OREf30N BC LL 0.0 PSF CA-ENG BFR/GWH
ANITWCOMRANY .�:N "" .. .." ...`.°''�"<;"r"..:�<;".Its;,,,, .«r<...".��",.,.�„�",. 1j •.so.+oN; TOT.LD. 42.0 PSF SEAN- 352483
xIM s r"M I tIM t*lr..InOi ":".:•!:Henn'•aA:r.:I A tr:I
nnn. Tn.wltusl ..un uu
8151 RomeCurle .I.I I , ,u.'.°I:Mo w.l.nr per mum"1m.... "`"• r• •r r. .I.t.. L W DUR.FAC. 1.15 FROM BB
Secnmenlo,CA 95828 Renewal Dote
°1'0/101 SPACING 24.0" JREF- 1VLK7175Z05
°' i,..:
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
• (1115073--PARR FOREST GROVE -Riverside PI 2885 8 Roof -- VERIFY VERIFY, OR - AGE)
Top chord 2x4 HF #2 120 mph wind, 20.87 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.
Left end vertical not exposed to wind pressure. Wind loads and reactions based on MWFRS with additional C&C member
design.
Truss designed to support 1-6-0 top chord outlookers and 5.00 PSF
cladding load one face, and 24.0" span on opposite face. Top chord must See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind
' not be cut or notched. bracing requirements.
Provide lateral wind bracing per ITWBCG wind bracing details or per Bottom chord checked for 10.00 psf non-concurrent bottom chord live
•
' engineer of record. 2X3 studs require reinforcement at 70% of the length load applied per IRC-12 section 301.5.
tabulated for 2X4 studs of the same grade.
Deflection meets L/360 live and L/240 total load. Creep increase
Truss desi gned 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.
ii 4X5=
4 ,—
—1 4
5-10-15
T
2-5-5
i1iil1iIII, u.__ ..1 - 180
3X5 // 2X4(A1)
11-6-01
L 10-4-14 I 16-9-0 J
Fc 27-1-14 Over 2 Supports H
R=154 PLF U=6 PLF W=11-1-14
RL=5/-9 PLF R=159 PLF U=13 PLF W=16-0-0
Note: Al I Plates Are 1.5X4 Except As Shown.
Design Cri t: I RC2012/TPI-2007(STD) to PROpk.
PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.0. N1� ,0 OR/-/1/-/-/R/- Scale =.25"/Ft.
••WARM NGI••REM NO FOLLOW AL WPM RR TRIS MINIM N CF
TnusComDonatsofOregon (5031357-!t le ••IIFRRTAlfr• nwnw nils manMS m ALL CONTRACTORS IRCEwINR niE INFINIFIIR. GA �gS75. ABY $ TC LL 25.0 PSF REF R7175- 72811
825N 4f AAve,Candies OR 97113 9
Trusses regui re extreme on ,� <A, SI. TC DL 10.0 PSF DATE 11/13/15
t"per for. I naveese .".<,.",. L,<,I ,"„ thde. °
dibil' top ord anel ,Aron ed ral,.<.,.� i ng and alkBC DL 7.0 PSF DRW CAU 87175 lsa
I /13/2015 _._..
s noon
A 0--,�0 N[� 1 Group
. . .. ". t .., handl
„� f...<.,, BC LL 0.0 PSF CA-ENG BFR/GWH
OREGON
AN ITV/COMPANY ° ,<." „."g.:"l°,.::�«"'; "conformance
°"mance:.`y"• '°`°°"r''" ..s°°"°'°" '9 'yn.2o 19� v TOT.LD. 42.0 PSF SEQN- 352481
A"::N9. :::74;°in.:::n 7'It?°,„I7?;IA p.°grr0°:.: ';...N.p: ,IA«1IpA• lb'NB.
IN.��
MIR Circle r•,pM.IRIIIt,. °s,ilmnR Design..'.per NINA�Um,�"° • ' < ”" DUR.FAC. 1.15 FROM BB
Sxmmrnb,CA 93128 ALML .E...,•I° nl
nal ted cow;, ..,o.<pi",t.°,,..f<A...,.,..,. <, I°C.ems.I cos. org R �D�°I"'�"' SPACING 24.0" JREF- 1VLK7175Z05
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
(1115073--PARR FOREST GROVE -Riverside Pin 2885 B Roof -- VERIFY VERIFY, OR - A)
Top chord 2x4 HF #2 120 mph wind, 20.87 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 DF-L Std/Stud(g) DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member
desi gn.
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 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf,
JT PLATE LATERAL CHORD Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
No SIZE SHIFT BITE
[ 4] W1.5X4 S 2.50
4X5=
3X50 4 r
3X547
3X5--
1.5X4
q 5-10-15
\
2-5-5 /
I
i La we
'M I I I " Rot +18-0-0 i
1.5X4[4]III 3X7= 3X5=
4X5('2)
3X5= 3X5=
11-6-0I
L
' 2-5-45-1-2
-5-45 1 2 .1_ 5-3-12
3 12 >I< 53 17-11-10 5-3 12 L 8-9-66-1-8 9 66-1-8
L.- 10-4-14 _I, 16-9-0 "I
J
k27-1-14 Over 2 Supports
R=1149 U=62 R=1275 U=72 W=5.5"
RL=36/-64
Design Crit: IRC2012/TPI-2007(STD) ED PRO�cF
PLT TYP. Wave FT/RT=2%(0% /4(0) 15.01..��S{;11m. `.4. OR/-/1/-/-/R/- Scale =.25"/Ft.
Tmss CompoDents of Oregon ((503)357-?116 "•WARNI MDI••READ NN HALM ALL NOTES wl NIS ORM MI —
825N4thAve,Comehus0)297113 ••IIFNNfAMf•• nNwlw, IS NumxoroAumNrnRcrms,NpMo,NRnc116EAUFRR. 4�. TC LL 25.0 PSF REF R7175- 72812
Trusses re,'re ex eeeee care I n febri c•ti ng,bent.I ng,sh I pal ng. I nstai i I ng and brawl eg•Senir to eed Fei i eit 19676
`s '2 TC DL 10.0 PSF DATE 11/13/15
.� .io►
�o BC DL 7.0 PSF DRW CAUSR7175 15317003
Al1,PONl ". . ...,. „ . . .r„". ., "", f 1 ,13,2015
OREGON BC LL 0.0 PSF CA-ENG BFR/GWH
AN irwcoMRvav ' . . �: r. ”; f,r.,,.':,'.4277,7:::r'DT:�": ""Zs�7��,..".".".�.� N.."�.. ."" ,... .I SEQN- 352443
A" :47:Xl;. �M. ..r�=7°1:1'.'r:::414=:::::1 a".... 9RO A.so.i N� TOT.LD. 42.0 PSF
. . r.. . ... ..:.w'n:�.. j
s3sl Rw EWE
.e•iAlI . •.,,,.1 r ANmnn,See, OUR.FAC. 1.15 FROM BB
Saanmento,CA95828 A�NE."�_ " o ,P ti.. .net.,e,.ru.^".." ".. y .". ICC.m,...f.orR R.newo.a°1'0n01 SPACING 24.0" JREF- 1VLK7175Z05
1
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
(1115073--PARR FOREST GROVE -Riverside Pin 2885 8 Roof -- VERIFY VERIFY, OR - Al)
Top chord 2x4 HF #2 120 mph wind, 21.21 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 DF-L Std/Stud(g) DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member
design.
Left end vertical not exposed to wind pressure. 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 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf,
JT PLATE LATERAL CHORD
Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
No SIZE SHIFT BITE
[ 4] W1.5X4 S 2.50
4X5
3X50 4 3X5
1.5X4
3X5%
a 5-10-15
r // '\ \ —1
2-5-5
\ 0-6-1
W n I _ 18-0-0
1.5X4[4]III 3X7= 3X5= 4X5(B1)=
L 3X5= 3X5=
5-1-2
l 7-11-10 5-3-12 J< 5-3-12 7-11-10� 5-3I 12 8-3-0
5-7-2
L 10-4-14 .....1..- 16-2-10 _1
J
I< 26-7-8 Over 2 Supports
R=1131 U=65 R=1134 U=61
RL=29/-56
2012/TPI
PLT TYP. Wave Design Cri t: I R2012/TPIT/RT 2%(0%)/4(0)D) 15.01.R •g0'RC+pF`rS' OR/-/1/-/-/R/- Scale =.25"/Ft.
Tnes Com lads ofclregon ((503))357-1118 ••WNWI NGI••RENO NM FOLLA AU NOTES ON TINS DMUS, ci ng.Refer to and fel I ow t N (,h• Q
825N 4�Ave,Comdlus OR 97113 ••IieRFAM'• FINNISH MS OWNING TO NL CONTRACTORS INCLUDING TE INsruanm. 19676 '� TC LL 25.0 PSF REF R7175- 72813
Trusses regui re extreme care I n fabri catl ng.handl Eng.sni ppl ng.I natal I I ng•nd N CM.Unl loss not.Other,.se. TC DL 10.0 PSF DATE 11/13/15
top chord shal I hav•properl y attached structural sheathi ng and bottom chord anal I have a properly attached drat,.
BC DL 7.0 PSF DRW CAUSR7175 15377004
A I1,L�po N I .< . •........ . ..... .r , ,.. _ . .... ... 1 RE/13/2015'
OREGON BC LL 0.0 PSF CA-ENG BFR/GWH
el on
of
Rol I el ng
AN RW COMPANY . .. r, . truss to build the ^conformance.i<x ANSI nvi t,or for handl e, iwing. s/
gip•• .nRml•':::::7,:::::•:.::::::,:w.*alla no.any fel I rgx sn.oa...i.Ryi •.r r 9 'e.IIB,t TOT.LD. 42.0 PSF SEAN- 352445
tzt.MI Romec u. . , e l.. `:• peNM°:e; <,.•••...r<N•.r. .,..r..,.<r•w. .<N. DUR.FAC. 1.15 FROM BB
Sacramento,CA 95828 ',PIPE:..._, a<.....TPI.
^.totem, e.VIVA:^r.te .°. r,.• `.m.cow r•.ore Renews]or.Wnana7 SPACING 24.0" JREF- 1VLK7175Z05
I
6 .
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
(1115073--PARR FOREST GROVE -Riverside PIn 2885 B Roof -- VERIFY VERIFY, OR - SDG)
Top chord 2x4 DF-L #2(g) :T2 2x4 DF-L #1&Bet.(g): 2 COMPLETE TRUSSES REQUI RED 1 < <
Bot chord 2x6 HF SS
Webs 2x4 DF-L Std/Stud(g) Nail Schedule:O.120"x3", min. nails
Top Chord: 1 Row 011.50" o.c.
Connectors in green lumber (g) designed using NDS/TPI reduction Bot Chord: 1 Row 0 9.50" o.c.
factors. Webs : 1 Row 0 4" o.c.
Special loads Use equal spacing between rows and stagger nails
in each row to avoid splitting.
(Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15)
TC- From 71 plf at 0.00 to 71 plf at 5.94 120 mph wind, 19.32 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
TC- From 36 plf at 5.94 to 36 plf at 24.56 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
TC- From 71 plf at 24.56 to 71 plf at 30.23 DL=4.2 psf.
BC- From 7 plf at 0.00 to 7 plf at 30.23
TC- 500.00 Ib Conc. Load at 5.89,24.61 Wind loads and reactions based on MWFRS.
BC- 75.18 Ib Conc. Load at 2.00,28.50
BC- 82.20 Ib Conc. Load at 4.00,26.50 In lieu of structural panels use purlins to brace all flat TC 0 24"
BC- 232.10 Ib Conc. Load at 6.00, 8.00,10.00,12.00 OC.
BC- 250.75 Ib Conc. Load at 14.00,14.50,16.50,18.50
20.50,22.50,24.50 Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead I oad i s 2.00.
Calculated vertical deflection is 0.54" due to live load and 0.71" due
to dead load at X = 18-3-11. JT PLATE LATERAL CHORD
No SIZE SHIFT BITE
[ 5] W1.5X4 S 2.50
[ 9] W3X10 2.75 R 1.25
[15] H0312 7.13 R 1.25
[19] W1.5X4 S 2.25
5X14= 3X5= T2 1.5X4111 5X14
4
•
0-5-0 2-3-11
him
18-0-0
T
3X10 A1)= 1.5)(4[5]III 3X10[9]= H0510= H0312[15]= 1.5X4[19] III 3X10(A1)
r 5-11-4 >I< 6-3-1 + 6-1-5-4=-6-3-1 + 5-8-0 'l
L 5-11-4 _L 18-7-8
� 5-8-0 �I
l< 30-2-12 Over 2 Supports
R=2826 U=145 W=5.5" R=2871 U=148
Design Crit: I RC2012/TPI-2007(STD)
PLT TYP. 20 Gau.e HS,Wave FT/RT=2%(0% /4(0) 15.01 i
'/. ='Y_ OR/-/1/-/-/R/- Scale -.25"/Ft.
Truss Components Come goo (503)357-2118 F'wARMIMGI••MAO MD Rum ALL mars MI Txls mem aGiNF��, TC LL 25.0 PSF REF R7175- 72814
825 N 4N Ave,Comelms OR 97113 "I 'T" F"muw'TM's 0610 ALL 00ATPAC1OPE I UM MA 116 INSTALLERS. 1
TC DL 10.0 PSF DATE 11/13/15
'"b;� alp / BC DL 7.0 PSF DRW CAUSR7175 15317005
A 1L1 J N C "`°"' ° 1 /13/2015 BC LL
OREGON 0.0 PSF CA-ENG BFR/GWH
<."..:a�`r�; " ° °i ".„aPo� ,.°
A,,,19„,,„i, , TOT.LD. 42.0 PSF SEQN-..0.e,. 1.uM aMII.....i„6i I ..r�.fn..1e,,.i�ro1,,..rl,w '9�`en.20,10� (Gy Q 352439
051 Ro.,m,cw.
room. 1"e ..,I1.11.0.'.16,,.':°;r x1M/TN;e:"`:"°"'••'°"IF.r. ..•.,,'.r 6r.1. „. O( N DUR.FAC. 1.15 FROM BB
Secmmenu,CA95825
A F16E. „..1....,".1F.. ,1".<. ,.. .. ..., .,. >..,.. e. .........,r6 Renewal Dote 6/90/2017 SPACING 24.0" JREF- 1VLK7175Z05
a
THIS DWG PREPARED FROM COMPUTER I NPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
(1115073--PARR FOREST GROVE -Riverside PIn 2885 B Roof -- VERIFY VERIFY, OR - SDG1)
Top chord 2x4 DF-L #1&Bet.(g) :T2 2x6 HF SS: 3 COMPLETE TRUSSES REQUI RED I ' ' ,
Bot chord 2x6 DF-L SS
Webs 2x4 DF-L Std/Stud(g) :W4, W8 2x4 DF-L #2(g): Nail Schedule:0.120"x3", mi n. nails
Top Chord: 1 Row 812.1111" o.c.
Connectors in green lumber (g) designed using NDS/TPI reduction Bot Chord: 2 Rows 8 4.00" o.c. (Each Row)
factors. Webs : 1 Row 8 4" o.c.
Repeat nailing as each layer is applied. Use equal spacing
Special I oads between rows and stagger nails in each row to avoid spl i tti ng.
(Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) 4" o.c. spacing of nails perpendicular and parallel to
TC- From 71 plf at 0.00 to 71 plf at 7.94 grain requi red in area over bearings greater than 4"
TC- From 71 pif at 7.94 to 71 plf at 22.56
TC- From 71 plf at 22.56 to 71 plf at 30.23 120 mph wind, 19.65 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
BC- From 7 plf at 0.00 to 7 plf at 30.23 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
BC- 1148.81 Ib Conc. Load at 2.06, 4.06 DL=4.2 psf.
BC- 1130.87 Ib Conc. Load at 6.06, 8.06,10.06,12.06
14.06,16.06,18.06,20.06,22.06,24.06,26.06,28.06,30.06 Wind loads and reacti ons based on MWFRS.
Calculated horizontal deflection is 0.11" due to live load and 0.15" due In lieu of structural panels use purlins to brace all flat TC 8 24"
to dead Ioad. OC.
Deflection meets L/360 live and L/240 total load. Creep increase factor Calculated vertical deflection is 0.59" due to live load and 0.78" due
for dead load is 2.00. to dead load at X = 12-9-3.
JT PLATE LATERAL CHORD
No SIZE SHIFT BITE
[ 5] W1.5X4 S 2.75
[ 7] W4X5 S 3.25
[17] W5X5 1.75 L 2.25
[21] W4X5 S 3.25
1214= 1.5X4111 3X5= 1214
4 3X5, T
4 3X50 °1 T� 3X16(6128)
4X16(B7R)= vs W4 W 2-11-11
0-5-0
° II n II ° . 18-0-0
T
4X5(R)[7] Ill 4X12 SS0612= 5X5[17] 4X5(R)[21] III
1.5X4[5]III 1.5X4 III
I.=3-11-10 ala 3-11-10 + 4-9-15 aa 4-11-11 >.I< 4-9-15 + 3-11-10 . 3-8-6-.1
L 7-11-4 .J_ 14-7-8 .J 7-8-0
30-2-12 Over 2 Supports
R=9164 11=579 W=5.5" R=10195 U=645
Design Crit: IR
PLT TYP. 18 Gauge HS,Wave T/RT 2%(0%)/4( D)0) 15.01.. y O PROFS OR/-/1/-/-/R/- Scale =.25"/Ft.
( r ••WARWIWGI••IMI uD FOTO ALL
OIRRA ON TIN ORM �ri1N Z TC LL 25.0 PSF REF R7175- 72815
Truss Co:t..Denls o riersil8503 357-.118 F
825 N 4.Ave,Comelnm O 97 l3 °•11wRrAxr°° " a wumxe TO Au wWlartroas. TIE rareuma. 19676
%, TC DL 10.0 PSF DATE 11/13/15
/� ' BC DL
7.0 PSF DRW CAUSR7175 15317006
Af���NI b•' 1 OREGON
BC LL 0.0 PSF CA-ENG BFR/GWH
. " �. "r �. "." � , ,.° or y...� OREGON
AN Irw COMPANY P : .. "s"'"�°°°:;."n,'"`""r°r
THIS DWG PREPARED FROM COMPUTER I NPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 1115073--PARR FOREST GROVE -Riverside PIn 2885 B Roof -- VERIFY VERIFY, OR - GGE )
Top chord 2x4 DF-L 2400f-2.OE 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 outlookers and 5.00 PSF Wind loads and reactions based on MWFRS with additional C&C member
cladding on one face, and 24.0" span on opposite face. Top chord may be design.
notched 1.5" deep X 3.5" AT 48" o/c along top edge. DO NOT OVERCUT. No
knots or other lumber defects allowed within 12" of notches. Do not See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind
notch in overhang or heel panel. bracing requirements.
Provide lateral wind bracing per ITWBCG wind bracing details or per Bottom chord checked for 10.00 psf non-concurrent bottom chord live
engineer of record. 2X3 studs require reinforcement at 70%of the length load applied per IRC-12 section 301.5.
tabulated for 2X4 studs of the same grade.
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
[16] W3X5 S 1.25
4X5=
3X5[16]s
raii
4 1— i
M. _ 4 2-11-15
0-3-15 0-3-15
i i i i • i9-0- 0
2X4(A1 )= 3X5 3X5( l)AR
L1-6-0J< 5-0-0 >l< 11-0-0 >i<1-6-0-
1"`
1-6-0-fc 8-0-0 8-0-0 �9-2-2 J_ 6-9-14 �I
I, 8-0-0 _L 8-0-0 J
Fc 16-0-0 Over 3 Supports
R=565 U=43 W=3.5" R=846 U=48 W=5.5"
RL=53/-53 R=644 U=15 W=5.5"
Note: All Plates Are 1.5X4 Except As Shown.
Design Crit: I RC2012/TPI-2007(STD) . OPRO
PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.0 . ' FFSS'TY:1 OR/-/1/-/-/R/- Scale =.375"/Ft.
TnusCompoomtsofOregon (503)357-1118 °°WARMNGI••RFMNeFOLL➢9NLNIESOMTHISDRAM M1 a1NF REF R7175- 72$16
825N 4fh Avt,Comdms 01297113 •'I '• wITM'sow'e6T°ALL mNMACTOas'xau INN 11E l MSTAums. 0 y TC LL 25.0 PSF
19675
the 1 atest ad!ti on or 8CSI `• CA, ;, TC DL 10.0 PSF DATE 11/12/15
i
"` ° L un rr ° •r......APP, truss and posi ti en as shown...v.en°SCSI nn BC DL 7.0 PSF DRW CAUSR7175 15316032
Af�_ONI Refer " " °"""' tionsq 1 n3/2o15� BC LL 0.0 PSF
OREGONCA-ENG PBC/CWC
AN ITW COMPANY
drawl t onny s at!ns or trusses.tun„ComponentsGroup t;":�t�°ASIrtAI,.°:°�;;'.:�dfor g,nr^o>�,:°" •1r e► J TOT.LD. 42.0 PSF
Antul9en :erre.rNilTly sr es...^. n I A<IM enlA A.xIM•IM ..�.a...�ry...I.A.IA�IMA'llq 9 m.x6,19SEAN- 351398
Woo 1411•11n.M AA.A•.No nri`i's','.si..a...de t . .. , M t ,. n. RQ & ��' FROM BB
8351 Roma Circle ^•^°^•""t> 1 W. DUR.FAC. 1.15
SaNme6b,CA 9se2A ALPINE.animal°u,�tn.nn.T.I. ;s�°o.a Cf.".".s.s�ndu,.,,.""n. ,CC..",t....,s.°r, Renewal DM.eraolz017 SPACING 24.0" JREF- 1VLK7175ZO5
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMI TIED BY TRUSS MFR.
( 1115073--PARR FOREST GROVE -Riverside PI 2885 B Roof -- VERIFY VERIFY, 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.O psf, wind BC
Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member
factors. desi gn.
Bottom chord checked for 10.00 psf non-concurrent bottom chord Ii ve Deflection meets L/360 I l we and L/240 total I oad. Creep Increase
load applied per IRC-12 section 301.5. factor for dead load is 2.00.
Truss designed for unbal ancod snow load based on Pg=25.00 psf,
Ct=1.10, Ce=1.10, CAT II & Pf=210 17 psf.
6X6
—14 9
4 1-
2-11-15
a
— ,� s-O-o
1.5X4 III
3X5(A1)= 2X4('1)
L1-6-0>J< 5-0-0 >LC 11-0-0 >1.c1-6-0›.1
8-0-0 + 8-0-0
8-0-0 8-0-0
H16-0-0 Over 3 Supports I{
R=707 U=5 W=3.5" R=765 11=2 W=5.5"
RL=48/-48 R=186 W=5.5"
C2012/TP1-2007
PLT TYP. Wave Design Crit: IRT/RT 2%(0%)/4(0)D) 15.01. i PRQFFS..6TY:2 OR/-/1/-/-/R/- Scale =.375"/Ft.
Truss Components of Oregon (503)357-2118 "WARM x01'•READ AIO FOCUS ALL Dom ml THIS DWI&Gl B fN 6.0 Q
825N4 Ave,Comelms0 9713 ^IlmmrrNlr^ Ismwlw7ouiawm.ermmlNpMolx.nci �j °' . y TC LL 25.0 PSF REF R7175- 72817
19676
77
the I yeast edi ti on of SCSI (Sul I 01 ng Component Safety in aaaaa ti on.by TPI and YfTCA)for safety practi ces prior ,to performi ng these functi one. Instal 1 ar•Shal I prowl de,temporary braci ng per BCSI. UM•s•not•e other.se. �, TC DL 10.0 PSF DATE 11/12/15
Trusses regul re extreme care I n fabri cat,ng.handl Inc,*hi poi no.1 nstal I I.a.braci ng.Refer to and Tol I/. 4, top chord shal I have proper!y attached stru«ural sheathi ng and bottom chord shell I have a proper!y attached
•�e� /- BC DL 7.0 PSF DRW CAUSR7175 15316035
m. secti on,B3.137 or 1310,as appl 1.01 e. Appl y pi etas to each face of truss and posi ti on es shown above and on
O ( 12015� BC LL O.0 PSF CA-ENG CWC/CWC
AN RW COMPANY ' ` r..9 ,°,,..a ."mrW �". °ar •
:��T.�I. m .`"s"...PP,"e.°"fromthi OREGON
.".wl9a.�(. .M. NM"1°.M;"°rm..M.y`nlMl.. ..�..°r":.�.r».I.n.<` 14,19/.2B 9M
v TOT.LD. 42.0 PSF SEAN- 350965
e3sl Roma Gide
rm..mnmi.i� , r the NIic.°Desig m'"";::Amu/IPI,Sm`:'" ' OL i T- N� DUR.FAC. 1.15 FROM BB
Secmmenb,CA 95828 ALPINE:worm.,minal..°m..TPS. on„°;r;ruck....,,.i”"u.,..o". SCC:an..!..,.fm.ore Renewal Dab 6130/2017 SPACING 24.0" JREF- 1VLK7175Z05
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 1115073--PARR FOREST GROVE -Riverside PIn 2885 B Roof -- VERIFY VERIFY, OR - G1 )
Top chord 2x4 DF-L #2(g) :T2 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, wi nd BC
Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member
factors. design.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total I oad. Creep increase
load applied per IRC-12 section 301.5. factor for dead load is 2.00.
Truss designed for unbalanced snow load based on Pg=25.00 psf,
Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
5X5(R1)
1► 4 ,
4r—
T2 2-11-15
0-6-2
49-0-0
1.5X4 III
3X5(B1)= 2X4(1)_
4-5-8 >I.< 11-0-0 >1.1-6-0 -I
I" 7-5-8 4- 8-0-0 H
L— 7-5-8 _I_ 8-0-0 J
r 15-5-8 Over 3 Supports
R=612 W=5.5" R=765 U=3 W=5.5"
RL=40/-39 R=95 W=5.5"
Design Crit: I RC2012/TPI-2007(STD) .PROR .n
PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.!4 3 _ FSN.TY:1 OR/-/1/-/-/R/- Scale =.375"/Ft.
Truss Components of Oregon (503)357-!1l8 ';wARNI MGI••BEN MO N TO ALL xorts o.mis INCLUDING
MI O� 4C411Ve,e. Oy TC LL 25.0 PSF REF R7175- 72818
825 N 4N Ave,Comehus OR 97113 ••I ROOM aN na s DAMN .0 m.ls.cruw l swol xc nc l raruams.
Trussea regui re extreme care I n fabricating.handl I,.shl ppl ng,I natal I I ng and bract mg.Refer to•nd fol low
the I atest eon tl on of SCSI WI I mil ng Co,onent Safety I nformati on.by TN and for safety practices prl or o �, TC DL 10.0 PSF DATE 11/12/15
o i� BC DL 7.0 PSF DRW CAUSR7175 15316040
A[1_,�O N l t OREGON 5 BC LL 0.0 PSF CA-ENG CWC/CWC
AN ITW COBARONY °.t... o" ler,'"e"°°trusses.""!.";;°(�°� .e......M..°;,ie"mz,.`::°;::':::X".;":.°:;::;'" OREGON
.�...l e.. aI Nor L a, M a" `1 TOT.LD. 42.0 PSF SEQN-n.'lon . TMa..I..f yam u.... ...profs., ,....•t 9,Q n.to,19 i 350974
83518 Ode ...I!alI y. meOAleingOW.....iA.!AussieS:..�. w....,,... .. . .. .. . .. QLi, W.N OUR.FAC. 1.15 FROM BB
Sammenlo.CA 95618 ALPINE.mom. °".<.",r°.^.t° .. g,gg......•° ". ty_ ,«...,..i..•..•.erg men...9.aemo/2ol7 SPACING 24.0" JREF- 1VLK7175Z05
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 1115073--PARR FOREST GROVE -Riverside PIn 2885 B Roof -- VERIFY VERIFY, OR - G2 )
Top chord 2x4 DF-L #2(g) :T2 2x4 HF #2: 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x6 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member
factors.
design.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase
load applied per IRC-12 section 301.5. factor for dead load is 2.00.
Truss designed for unbalanced snow load based on Pg=25.00 psf,
Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
5X5= 1
-1 4
4I
T2 2-11-15
0-8-2 oda B
MI
0 9-0-0
3X5(61)= 1.5X4111
3X5(Al)
I.' 3-11-8 >Ic 11-0-0 uJc 1-6-0—>J
F 6-11-8 + 8-0-0
L 6-11-8 J 8-0-0 J
1< 14-11-8 Over 3 Supports H
R=554 U=1 R=127 W=5.5" R=735 U=4 W=5.5"
RL=39/-38
Design Crit: IRT/RT 2%(O%)/4(0)D) 15.01.• •& 'PROFFS . Y:1 OR/-/1/-/-/R/- Scale =.5"/Ft.
PLT TYP. Wave
Trios Componalts of Oregon (5031357-L t8 "WARNI NDl"READ No POLLEN ALL NOTES ON TN s MANI MGI SC? �G t
825N 4th Ave,Corndms OR 97113 •'IAFENTANT•• MINI*I TIN E MANINR TO ALL CENTIACTONS I IICiIIDI NC THE I NsrALLEN. V' 19575l.p y9 TC LL 25.0 PSF REF R7175- 72819
Trusses repel re extreme l eating.handl ing.sill pal no.I metal I ing
' ""^_ >ruC G % �, TC DL 10.0 PSF DATE 11/12/15
to perforei np these functi on, Instal I ere shal I provi ee temporary bra,ng per BCSI. UM es+noted otherel se.
'O, top chord shal I have proper!y attached structural sheathi ng and bottom shard shal I nava.a proper!y attach. 41111W BC DL 7.0 PSF CAUSR7175 15316
t /13/2ot5� DRW 039
A LP0 N .. ° from Ce„ OREGON BC LL 0.0 PSF CA-ENG CWC/CWC
AN rrwcemak I' °'..:',". .,....:Tr:...:eofol rr. ,,,."`r,,:to.e„form.nca".i•h A"/TI. 1.or°Per n...r"n.e".m n°l°g.ati."
ASeel?..tele Sr.,. r Neer pale I tine tele drawl.I.. ..(".,e eer prroeeelOW engineering
9R "•so,++� �'r TOT.LD. 42.0 PSF SEQN- 350980
8351 Roma Cirtk
resealed , . e Nm la;'o.. ..gn ;'°;r ANSI11:1`1°See:"'""of tele r a. r ,structure I. O(, W, DUR.FAC. 1.15 FROM BB
Sammemo,CA 95828 ALPINE:m.,..l Al nel".Se..TmI.m...eAl".r. ,..,PAA.m..."Si"," ,..,m. �«.wmm.I,.,.f..ere R""'"i1D"'°/0�01 SPACING 24.0" JREF- 1VLK7175ZO5
I
THI S DWG PREPARED FROM COMPUTER I NPUT(LOADS&DI MENSI DNS) SUBMITTED BY TRUSS MFR.
( 1115073--PARR FOREST GROVE -Riverside Pin 2885 B Roof -- VERIFY VERIFY, OR - G3 )
Top chord 2x4 DF-L #2(g) :72 2x4 HF #2: 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member
factors. design.
Left end vertical not exposed to wind pressure. 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 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf,
JT PLATE LATERAL CHORD
Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
No SIZE SHIFT BITE
[ 3] W1.5X4 S 2.25
6X6(R1)4'
4i
3X5(R)\\\
a
VP
2-5-15 N 72
2-11-15
N _00,9-0-0 1
1.5X4[3] III 3X5= \J
2X4(A1)=
-1-6-0-
I.--1-6-0 - 8-0-0
L 1-6-0 _L. 8-0-0 —J
9-6-0 Over 2 Supports
R=395 R=562 W=5.5"
RL=-44
Design Crit: I RC2012/TPI-2007(STD) ,E,OPROpE.
PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.' SS+. Y:2 OR/-/1/-/-/R/- Scale =.5"/Ft.
Tnus Compooeots of Oregon (503)357-?118 •'MANI NG!•• un MAW ALL MUTES ow nos m O) •
825x4 Ave,Corndms OR 97113 ••II•mRAIIT•• FUN'"TUE MINIM ALL CONTRACTORS ww TIE IIISTAu.E1m. O� p A 9 TC LL 25.0 PSF REF R7175- 72820
Trusses requi re extreme care I n fabri catl ng.handl I ng.'hi ppl rig.I natal I I ng eind Israel ng.Refer to end fel lois
19576 P
to p•rforml ng these functi,fes `";r �. TC DL 10.0 PSF DATE 11/12/15
gdgb14, top chord shall I hav•proper!y attached structural sheathi ng and bottom chord shal I have a properl y attached ri gi e cei I i no. Locati ons shown for p.......e I at•ral restrai nt or webs snarl have braci ng I nst•I 1 ed per SCSI �-
i O 1 /13/2015BC DL 7.0 PSF DRW CAUSR7175 15316038
A IL,'- N Men this NBC LL
OREGON 0.0 PSF CA-ENG CWC/CWC
AN n1Y COMPANY a.�.� as °nto.arwe�.the a v...in•con r..,p,..e•i cn Axsinw i,arpror�handl�no.e:nipo,9i•oa J
Aa..N 9.,, ..i..T....•..n ilia .mm.r..Ino.1.11011t.....o..�.w',Wm.I...,^ m•wm •9AQO e•- ...- 1�4G TOT.LD, 42.0 PSF SEAN- 350982
W.shown. TA•w1E' I.. .� FROM BB
8351 Rw c r.•A.n•i•"'Tress.s1 SI I It, e,�wE°n iuMw"o••� r AwMmi s«.:. .T. . rwi r.nT structure . T OUR.FAC. 1.15
Seum,M6,CA 95e2B ALPINE:arm. ..a•.Tp me.epi..''..x rA......n.nd. y.con. ,«..m,.Mesar..or, Awn!Date W/30/2017 SPACING 24.0" JREF- 1VLK7175Z05
• r
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 1115073--PARR FOREST GROVE -Riverside Pin 2885 B Roof -- VERIFY VERIFY, OR - EGE )
Top chord 2x4 DF-L #2(g) 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 :W1, W2, W3 2x4 DF-L Std/Stud(g): DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member
factors. design.
Truss designed to support 1-6-0 top chord outlookers and 5.00 PSF See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind
cladding load one face, and 24.0" span on opposite face. Top chord bracing requirements.
must not be cut or notched.
Provide lateral wind bracing per ITWBCG wind bracing details or per
Bottom chord checked for 10.00 psf non-concurrent bottom chord live engineer of record. 2X3 studs require reinforcement at 70%of the
load applied per IRC-12 section 301.5. length tabulated for 2X4 studs of the same grade.
Deflection meets L/360 live and L/240 total load. Creep increase Truss designed for unbalanced snow load based on Pg=25.00 psf,
factor for dead load is 2.00. Ct=1.10, Ce=1.10, CAT II & Pf=21,17 psf.
4X5
m
4 _ 4
2-7-15
i i 1 i i
O W1 =I3 U
3X7=
3X (A1)= 3X5(A1)
L.1-6-01 lw1-6-0>J
I 3-10-14 7-0-0 3-1-2 al‹ 3-1-2
7-0-0 3-10-14
I- 7-0-0 _I, 7-0-0 J
14-0-0 Over 2 Supports
R=1121 U=142 W=3.5" R=1121 U=142 W=3.5"
RL=66/-66
Note: All Plates Are 1.5X4 Except As Shown.
Design Crit: IRC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.^ •+"R. . F,� QTY:1 OR/-/1/-/-/R/- Scale =.375"/Ft.
Tnos Com nests Of Oregon 503 357-!118
...WARN!NCI••READ OO TOWN ALL NOTES oil MIS DRAINING! 0i REF R7175- 72821
po ••i1WRPATe• RR NOE POMO)TO ALL rnNiRAC ORS INtt1OI NO TIE iNSTOPMS. G A
szsNathAve,Comdms01�973)3 O�� �1 1NFFr Oy TC LL 25.0 PSF
the I atest sell ti on of BCSI (Bail I ell ng Component Safety I nforeati on.by TPI and to perform.,these functI ons. I nate!I ere shal I provi de temporary bract ng per BM. .ess noted ether.se.^Trusses regul re extreme care I n fahrl catl ng.handl I ng.sill ppl ng,I natal I I ng and
;' ^I+el ng.Refer to and fol I s
19S75' 'y TC DL 10.0 PSF DATE 11/12/15
400
"t ".. „°,op chord shal I have proper!y attached structural sheathi ng end bottom c,rd shal I hav•a proper!y attached
..,..<' �- BC DL 7.0 PSF DRW CAUSR7175 15316029
A up]N I w °° .r. • ,. , .r't•e` Os ` e• .,1 1 /13/2015 BC LL 0.0 PSF CA-ENG CWC/CWC
et e t .. G .,n..I"•t ,°..,� .r.r..>.,.�t.. OREGON
AN TN COMPANY star a on:s:l"s"4".asses erg;°°..e�r.r ire:,,.NISI I.or.•r�:".I�.t.,.�°.I�t. N .i TOT.LD. 42.0 PSF SEQN- 350963
A...l m drawl it stmt„;II et!bp thhii.Orman.IMI..t.s uneaten.s1 Or.Mol enol.nal mewl op.,. i� 9.20.&NO 'I
toe for the PR..IR•.•.w.011141/TPI i Pea,. "IN.w.r tai.Preying Per en,.tr..t,Ir.I. —
R1s1 Roma cwtreopen.°"'tR• t' O(a W_N DUR.FAC. 1.15 FROM BB
Saommb,CA9s8ze A SPACING 24.0" JREF- 1VLK7175Z05
vlxE......I el net n.en.,TPI ....rnl",.. t.RTC.,wee. na",err..... iCC.sm.I cellars.erg Renewal Dale 6/302017
I
i
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 1115073--PARR FOREST GROVE -Riverside PI 2885 B Roof -- VERIFY VERIFY, OR - E )
Top chord 2x4 DF-L #2(g) 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 DF-L Std/Stud(g) DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MINERS with additional C&C member
factors. design.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase
load applied per IRC-12 section 301.5. factor for dead load is 2.00.
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(R1)
/SP 4
41-
2-7-15
RE.i-,-4I; +9-0-0
2X4(A1)= 1.5X4 III .-
2X4(A )
11-6-05J Lw1-6-05J
f- 7-0-0 + 7-0-0 'l
I. 7-0-0 -I_ 7-0-0 -
14-0-0 Over 2 Supports
R=715 W=3.5" R=715 W=3.5"
RL=43/-43
PLT TYP. Wave Design Crit: I RC2012/TPI-2007(STD) 0PROp.
FT/RT=2%(0%)/4(0) 15.01.F, '� :4 OR/-/1/-/-/R/- Scale =.375"/Ft.
Ttuss Compoaeom ofOregoa (503)357-1118 °°I m4RTNR,W FURNISH''S NOro Is NG INSTALLERS. �j. N- �`.�y 1?„
TC LL 25.0 PSF REF R7175- 72822
825 N 4fh Ave,Comelms OR 9711319676
Trusses respire extreme cing.Refer to and fel I ow I
the I stoat edl ti on of BCSI to perform!ng these functi ons. Instal`�""'"" and
e temporary brae,ng par ;t' �, TC DL 10.0 PSF DATE 11/12/15
,AA16 top cnord shal I nave proper!y attached structural Iheethi,and bottom chard'hal I have a proper!y attached - >fflik ' 0
"t,i seoti ons ,,.° °,. °,,t°", °,tions. •°°"d°° 1 /13/2015 BC DL 7.0 PSF DRW CAUSR7176 15316045
AfhPHNIfrom,,, ft
OREGON BC LL 0.0 PSF CA-ENG CWC/CWC
ANITW COMPANY °":":.:-:::.:".:"=:..."",;°'"`"":;"""''t""""'' ,.°'.°�;:'.°°d,P"d' "'"'•
.`.°" yR 4.m a9 19d' e. TOT.LD. 42.0 PSF SEQN- 350957
•.::.t°n °HniM sr::,.'":„r:11=7. ..r:LITI IM2wu°°.w^'°e°°e�r`I°°N°d°I°rnM rrIM .t
.a"I. . :,..,A;:I;,«S. FROM BB
8351 Rw Codt •••w"•Llllv. .. '"' �,••° ...I a ... ... . M �L ' DUR.FAC. 1.15
Sacramento,CA 95826 ALPINE:ww,.°,P,",I t..°°..TP�....tP�".t. ...T<A...w.a.,ndu ,°o.. ICC:maw.I...If..ors R."w.r MSS 6/3012017 SPACING 24.0" JREF- 1VLK7175Z05
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 1115073--PARR FOREST GROVE -Riverside PIn 2885 B Roof -- VERIFY VERIFY, OR - CGE )
Top chord 2x4 DF-L #2(g) 120 mph wind, 19.13 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.
Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member
factors. design.
Truss designed to support 1-6-0 top chord outlookers and 5.00 PSF See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind
cladding load one face, and 24.0" span on opposite face. Top chord bracing requi rements.
must not be cut or notched.
Provide lateral wind bracing per ITWBCG wind bracing details or per
Bottom chord checked for 10.00 psf non-concurrent bottom chord live engineer of record. 2X3 studs requi re reinforcement at 70% of the
load applied per IRC-12 section 301.5. length tabulated for 2X4 studs of the same grade.
Deflection meets L/360 live and L/240 total load. Creep increase Truss desi gned for unbalanced snow load based on Pg=25.00 psf,
factor for dead load is 2.00. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
4X5=
MI
4 1--
111 Id 11 -------
11 kill -1 4
2-5-4
+18-0-0
/
2X4(A1)= 2X4(A1)
1<-1-6-0J
-1-6-0—w-I
L- 6-4-0 -J_ 6-4-0 J
I< 12-8-0 Over Continuous Support
R=158 PLF 11=28 PLF W=12-8-0
RL=4/-4 PLF
Note: All Plates Are 1.5X4 Except As Shown.
PLT TYP. Wave Design Crit: I RC2012/TPI-2007(STD) EO PRop
]tMss co� meots of Ore on 503357-�I18 ••NIBUiI M61.•REM MD STILLER AuFTiloErs Oil TM(D� 4(0) 15.01.P. � mi+C '� :1 OR/-/1/-/-/R/- Scale =.5"/Ft.
azs x4l AYa corad�m 01�97d(3 " aallPopT'�IIT•a EMI MI 11113 WM116 TO ALL 001111/ACTORS IMCMIDIIS ORM i TME INEfMIERS. O N9576. F$ IF....,
TC LL 25.0 PSF REF R7175— 72823
the I atest eel!tl on of 8.1 to performing the.fUncti ans.care
Inst` C^/'% ' TC DL 10.0 PSF DATE 11/12/15
„didih„. top chord shal I he. i�
structural
1 /13/2015' BC DL 7.0 PSF DRW CAUSR7175 15316044
A1L,PP NIDetails. ess•oted •r se. Refer t r or'• „�„^, OREGON BC LL 0.0 PSF CA—ENG CWC/CWC
AN ITW COMPANY °'..:7177-.,77.d n'“r Z.• ,use..i,.aa In cenre,e.ncea.Itnh 1 1 et,orE;e.'hand„ng•e1.h°vri ne.�n
es. �• 94,"En.ao 4M Nt TOT.LD. 42.0 PSF SEQN- 350947
Aww• : a:::::74;:.":.:t:II .as.oi Iwlu d :":si�rro'=1 nyliw'11
mi Ro,,m Circle raawne,Id l l.,. the NI I.al no.1I m••"°oer U/;:I;So.:..M�.... ..� . . .. .w�. M L. W. DUR.FAC. 1.15 FROM BB
Senemmb,CA 95828 ALPINE:•••.IOI"eL.. TPI:ave.;gat.,a..,C.,....sea�.d..<,,..e.. �«...a.I.arafe. o Renewal or.waazmT SPACING 24.0" JREF- 1VLK7175Z05
THI S DWG PREPARED FROM COMPUTER I NPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
(1115073--PARR FOREST GROVE -Riverside Pin 2885 B Roof -- VERIFY VERIFY, OR - CG)
Top chord 2x4 DF-L #2(g) 120 mph wind, 19.38 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x6 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS.
Bottom chord checked for 10.00 psf non-concurrent bottom chord I i ve
Special loads load applied per IRC-12 section 301.5.
(Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15)
TC- From 71 plf at 0.00 to 71 plf at 6.33 Deflection meets L/360 live and L/240 total load. Creep increase
TC- From 71 plf at 6.33 to 71 plf at 12.67 factor for dead load is 2.00.
BC- From 7 plf at 0.00 to 7 plf at 10.17
BC- From 14 plf at 10.17 to 14 plf at 12.67
BC- 254.42 I b Conc. Load at 1.67, 2.17, 4.17, 6.17
8.17,10.17
4X5Pli
q
3X5= 3X5
4I-- I4
0.441ill. 411,
2-5-4
MI — mommo _ mg
3X5 iii 3X7= 3X5 III
3X7(A1)= 3X7(Al)--
I—I—
3-9-14 + 2-6-2 2-6-2 fe 3-9-14 'l
L 6-4-0 6-4-0 J
12-8-0 Over 2 Supports
R=1372 U=54 W=5.5" R=1161 U=44 W=5.5"
Design Crit: I RC2012/T(-)4(07 )D) (bO.1 ' �' OR/-/1/-/-/R/- Scal a =.5"/Ft.
PLT TYP. Wave 3FT/RT=2% 0% /4 0 15.01.., : &r
Tnlss Components ale
(503 357-1118 ••WARWI NGI••RENO AND HMI ALL NOM ON 1ms nRNNI NOI ,..1
'!efi
hi psi no. I natal I I ng and bract ng.Refer to and fol I ow
87S N4N Ave,Comebus Olt 9713 •Ilsam"ur' v'TMls COMM1°"u CON1PAem'a l NOLO!NO WE l raruarb- 4. k. TC LL 25.0 PSF REF R7175- 72824
Trusses regui re extreme 19676
care In fabri sating,handl I ng.
the I•teet edl tl on of BCSI MI I di ng Component Safety I I on.by TWI and SITCA)for safety pr•cti cos prior to r• TC DL 10.0 PSF DATE 11/13/15
�� �i► BC DL 7.0 PSF DRW CAUSR7175 15317007
A L�11N a nt . , un m, n. . ,rm . ^r .drawl , 0;r= ^r star. ., ., , ) /13/2015
Bui.i r•sponsi hie OREGON BC LL 0.0 PSF CA-ENG BFR/GWH
AN frW COMPANY drasinata ^„ e to bpi I e
trusses.mtruss In c^nse mance al th ANSI rt.1 I.or for handfor
I np.^;hi vhl M.�� •./
.».I9sn NdhGn r M.N.. ^+�, .•.r.N. °'m;'te'•d'»•(r » 9,Q�n.20.VS* t, TOT.LD. 42.0 PSF SEAN- 352427
tINI•:::::74=.::: 1 uu"ctu»1�"[ I
8331 Raves citde Vi
r»n•:l.l II ty of &IMPppp Met r PASimiPoe,' •r ' �� DUR.FAC. 1.15 FROM BB
SN:Nmrnro,CA 95828 ALPINE:mew.al na.._^m.Ta o n t.erg;Nt..mem.d nd^ m ^ < �..!ocean, . menN.al Oat*6/30i2017 SPACING 24.0" JREF- 1VLK7175Z05
t A
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DI MENSI ONS) SUBMI TTED BY TRUSS MFR.
( 1115073--PARR FOREST GROVE -Riverside PIn 2885 B Roof -- VERIFY VERIFY, OR - FGE )
Top chord 2x4 DF-L #2(g) 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.
Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member
factors. design.
Truss designed to support 1-6-0 top chord outlookers and 5.00 PSF See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind
cladding load one face, and 24.0" span on opposite face. Top chord bracing requirements.
must not be cut or notched.
Proide
wind bracis or
Bottom chord checked for 10.00 psf non-concurrent bottom chord live engineer)ofe ral record. 2X3windacistudsnper requiiITrleCreiinforcementg atetai70%1 of theer
load applied per IRC-12 section 301.5. length tabulated for 2X4 studs of the same grade.
Deflection meets L/360 live and L/240 total load. Creep increase Truss designed for unbalanced snow load based on Pg=25.00 psf,
factor for dead load is 2.00. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
4X5
III '
4I � a
d2-1-15
ii Illphiiiiiiii._1111
ii�
9-0-0
/ // / , / //// / // / , /
2X4(A1)= 2X4(A1)
LE-1-6-0 -1-6-0—>i
L- 5-6-0 . 5-6-0 -I
I< 11-0-0 Over Continuous Support
R=161 PLF U=37 PLF W=11-0-0
RL=5/-5 PLF
Note: Al I Plates Are 1.5X4 Except As Shown.
PLT TYP. Wave Design Crit: I RC2012/TPI-2007(STD) .EOPROpF
FT/RT=2%(0%)/4(0) 15.01.0, :Ni1 F'4%0,Y:1 OR/-/1/-/-/R/- Scale =.5"/Ft.
Tnlss CompoHats ofOregof (503)357-!118 "rARNI NDI"READ AND FOLLOW ALL NOTES ON THIS ORM MI y TC LL 25.0 PSF
825 N 4th Ave,Comdnls 0[297113 ••IMwxrAxr•• nAwlwl Txls OWING TO ALL rnRTRAngns INSURING TIE INSTALLERS. 19678• °� y. 1 REF R7175- 72825
Trusses repul re extreme care I n',Mari catl ng.handl]no.shi pal n9. i esti.i i ng•nd Or...ng.reefer te end foi i om the I atest edi ti on of SCSI `" per G'` TC DL 10.0 PSF DATE 11/12/15
1411hbm, top chord shal I have properl y attached structural an•athl ng end bottom cbord SI.,i N.V..•Prole*,Y•tt•ohee 411.
A� �� ^ IBC DL 7.0 PSF DRW CA05127175 15316034
IL_Fq I V .,°".. other..,wog Refer ° r. AOA °r s.,". "si ".e�"„ 1 /13/2015
OREGON BC LL 0.0 PSF CA-ENG CWC/CWC
AN RW COMPANY P" ." r;<f"9°,trusses.s";r�;;°P;';"".o..""",L"AHL,rt"�°7..°.;L".."°(;;."";."o;I ng.°" SEAN- 350967
A.« grMM gr"pg°gr•Mp Io gl,y.L.r IAgi'I"°g"..,.�:�• ^.�re.». ".�•` 9AQ'44,•Ro 1 H TOT.LD. 42.0 PSF
. r 'gwl r":'tet. t W
&3518 ma Circle reopen., Ng enl.`l';g°Designer per NtSI/;N I See`,." •"'•."" DUR.FAC, 1.15 FROM BB
Sanme"n,CA 95818A�°INE:m_°°•". .°s, en T°, s
Il'mt.•Q,�A_env.Meal ,.°°". ICC.envIresale. , Renewal Dab eao1mn SPACING 24.0" JREF- 1VLK7175Z05
nil DWG PREPARED FROM COMPUTER I NPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 1115073--PARR FOREST GROVE -Riverside Pin 2885 B Roof -- VERIFY VERIFY, OR - HGE )
Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x3 HF #2 DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member
factors. design.
Truss designed to support 1-6-0 top chord outlookers and 5.00 PSF See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind
cladding load one face, and 24.0" span on opposite face. Top chord bracing requirements.
must not be cut or notched.
Provide lateral wind bracing per ITWBCG wind bracing details or per
Bottom chord checked for 10.00 psf non-concurrent bottom chord live engineer of record. 2X3 studs require reinforcement at 70% of the
load applied per IRC-12 section 301.5. length tabulated for 2X4 studs of the same grade.
Deflection meets L/360 live and L/240 total load. Creep increase Truss designed for unbalanced snow load based on Pg=25.00 psf,
factor for dead load is 2.00. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
4X5=
I4 q
4 1 ��
1-3-15
■
i ■
9-0-0
r
/ / / / / /
2X4(A1)= 2X4(A1)
1.5X4 III
1<-1-6-0—>i l<-1-6-0—>i
L 3-0-0 _I, 3-0-0 j
0-0-0 Over Continuous Support
R=186 PLF U=91 PLF W=6-0-0
RL=7/-7 PLF
Design Crit: I RC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01., ' ! F�QTY:1 OR/-/1/-/-/R/- Scale =.5"/Ft.
Truss Co .menu of Oregon 503)357-'1118 ••WARNI NDI••NOM AN FULLIY ALL AorES a TNI s own Mm �j I N
••Iwannrr•• MOH at $MAIN TO Au CONTRACTORS I N nc INSTALLERS. G E O TC LL 25.0 PSF
825 N�41�Ave,Cornelius OR 9713 Trusses require extreme care I n labri bating,handl In°.sill ppi ng.I nstal I I ng der. e19676P�� y REF R7175— 72826
the I atest.1 1.1 on of SCSI I,w os. Instal I e,•hal I provi dm temporary brael no per BCSI. Unl ass noted otherwl se.w 19675 r TC DL 10.0 PSF DATE 11/12/15
,Blibh, top chord shel I have pro.,y etteched structural sh.thi ng and bottom chord Shad I have a proper!y attached
A� BC DL 7.0 PSF DRW CAUSR7175 15316046
`•bPl fv �-
A(���N " other..Co Referdrawl . ,t." •' O5 e, , 1 /13/2015` BC LL 0.0 PSF CA-ENG CWC/CWC
a ;C:<i•Iri�. ,,.g..P.".",e Pr••P n ....>e... •" OREGON v
AN RW COMPANY .n . .. br..,"g.f,,!...:1....:.
.s,=true I"conformance with ANSI/TPI T.or for handl i"g.,hipping. TOT.LD. 42.0 PSF SEQN- 350993
Ar.n,. •erne,IN.r an..ha.III.tinm this.. In of professional engineering •V Iln.2m 106 f
,i I t.en i tS.rw too.f this drew
8351 Rowan Circle r°m11411t� the w"^inReo. rANMml,NAN.. ' "` "I' R�( W•N� DUR.FAC. 1.15 FROM BB
SowuoN,ca 96676 SPACING 24.0" JREF- 1VLK7175Z05
AtpINE......lpin.1t..cb".ml.....epl..t. g.Nro......aei r,.cow ICC:sum I....r....g RrMwA1Date 61ad201T
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 1115073--PARR FOREST GROVE -Riverside PI 2885 B Roof -- VERIFY VERIFY, OR - HG )
Top chord 2x4 DF-L #2(g) Special loads
Bot chord 2x4 DF-L #2(g) (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15)
Webs 2x4 DF-L Std/Stud(g) TC- From 71 plf at 0.00 to 71 plf at 3.00
TC- From 71 plf at 3,00 to 71 plf at 6.00
Connectors in green lumber (g) designed using NDS/TPI reduction BC- From 7 plf at 0.00 to 7 plf at 6.00
factors. BC- 170.34 Ib Conc. Load at 2.06, 4.06
120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Wind loads and reactions based on MWFRS.
anywhere i n roof, RISK CAT II, EXP B, wi nd TC DL=6.0 psf, wi nd BC
DL=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live
Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5.
factor for dead load is 2.00.
4X5=
4I j4
E
1-3-15
a
{,9-0-0
1 1.5X4 III T
2X4(A1)= 2X4(A1)
H 3-0-0 a 3-0-0 H
L- 3-0-0 3-0-0 .j
6-0-0 Over 2 Supports
R=401 U=6 W=5.5" R=408 U=6 W=5.5"
Design Crit: IRC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.A i FS, QTY:1 OR/-/1/-/-/R/- Scale =.5"/Ft.
Tmss Compoo®ts of Oregon (503)357-2118 '•WIMI NGI••READ Arm FOLIAR ALL labs ON rills WAR MGI .c .4
825N 4fh Ave.Comelms OR 97113 ••Irm&wP• RAM MI TN mm NO TOLL omNm.nun IMOLA ND nc I ISTAueas. �Ny 001Ne6A spy TC LL 25.0 PSF REF R717$— 72827
Trusses re,I re extreme to performi ng tn...functi ens, Instal I era N...I provi d.5.....55,r;nr......per Bo, um.....t.e°therm se, I'
`the I etest eel!tier of BCSI ns ,oA` 19578 9 TC DL 10.0 PSF DATE 11/12/15
top chord•hal I nave proper!y attached structur•I sheath!,and bottom chord shal I ha,a proper!y attached
iilik BC DL 7.0 PSF DRW CAUSR7175 15316036
A ILIO N n`Befall .n a`w° °r 606` (or,t°"° "` 1 /13/2015 BC LL 0.0 PSF CA-ENG CWC/CWC
AN irw COMPANY °;:e°°.," :"a"tyle:'M1D". 77;1 7e;ro neen:itr Nsi7;1 1.n°":o:'aeLr7;;;";a°;p:".:o" ron� " OREGON
A...I9. .airi .........pp.a aw.i.."..Iwi;,":2.`" ...::::( 9 yn.20�a� TOT.LD. 42.0 PSF SEAN— 350995
87518 am Circle
o°"•1 O1'•>^ *^•^u�Ia^a"o»,a".r..:AlmrtAl`i s..` ,,••••` ' R�L N� OUR.FAC. 1.15 FROM BB
Sanammm,CA95828 For more i
ALA,g..www.,,.,nal to.corm:T.. mew.<.,net.erg:rrtA www.m","d" o.. I« ocean,org Rrrowei Date WmafA1T SPACING 24.0" JREF- 1VLK7175Z05
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
(1115073--PARR FOREST GROVE -Riverside PIn 2885 B Roof -- VERIFY VERIFY, OR - EJG)
Top chord 2x4 DF-L #2(g) Special loads
Bot chord 2x4 DF-L #2(g) (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15)
TC- From 71 plf at -1.50 to 71 plf at 1.85
Connectors in green lumber (g) designed using NDS/TPI reduction factors. BC- From 4 plf at -1.50 to 4 plf at 0.00
BC- From 7 plf at 0.00 to 7 plf at 5.94
BC- 27.69 Ib Conc. Load at 2.00
120 mph wind, 18.39 ft mean hgt, ASCE 7-10, CLOSED bldg, Located BC- 72.29 Ib Conc. Load at 4.00
anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=4.2
psf. Wind loads and reactions based on MWFRS.
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 I RC-12 secti on 301.5. factor for dead load is 2.00.
R=77
4
4}18-7-13
0-11-5
+18-0-0
2X4(A1)
Lc-1-6-0 >L 1-10-3 >lc 4-1-1 ::-.1
5-11-4 Over 3 Supports >1
R=259 U=31 W=5.5" R=75
Design Crit: I RFT/O12/TPI-2007RT=2%(0%)/4(0)D) 15.01.• 1 PROFF
PLT TYP. Wave S<t, OR/-/1/-/-/R/- Scale =.5"/Ft.
Tens Componnits of Oregon (503)357-(118 "WARNI NM N•READ AND Foca'ALL NERDS ON TMI s DRAWING! (31 NE`
825x4NAvgcomdmsOR97113 lrmDwr FURNISH INSTALLERS. d FQ Qy TC LL 25.0 PSF REF R7175— 72828
m. 19576• 9 TC DL 10.0 PSF DATE 11/13/15
«Jal g A4` �+
•VG"��to eerier.ng these functi ans. instal lora•hal I provi de temporary bra.ng per BC51. Unl e•s not.other,.so,
"� BC DL 7.0 PSF DRW CAUSR7175 15317008
A ILMI N I atap Chord shal I hev•prop•r1 y attached structural sheathi ng and bottom chord shell I have a prop•r1 y att h d
,.".,,,".. , "bPI r,. or,t". ` 1 /13/2015 BC LL 0.0 PSF CA—ENG BFR/GWH
<IP." A ..",far.°I"<. ,".,I ..re.�O4..a ,.. OREGON
AN ITW COMPANY °_:" .. r, „„ r,,.,<r.,,I"conformance"I th ANS.1,PI I..r°for hand/Ing.;h1 PPI r. #, "4 TOT.LD. 42.0 PSF SEQN— 352417
A"sea on drawl "sew"«�II*tine tele Oreel nye InOlt• ««^tenet•Of profession"NnMin...1.0 9 A.NO,
sheen.eN.«It.°III` `" ROS N� DUR.FAC. 1.15 FROM BB
6351 Rwam Ci¢k r "I sl 11 ere t«WI "yea�l assigner per ANN mI t y«,t. d u«of . r« r any et "r. . . W-
So,mwlo,CA9582B ALPINE:vow.alpineI<".c...TPI:inn.tP1nat. a,rra.mom shtlnduy ... Ica.new.Icc,.fe. P RenewalDale BBOI2O17 SPACING 24.0" JREF- 1VLK7175Z05
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
(1115073--PARR FOREST GROVE -Riverside PI 2885 B Roof -- VERIFY VERIFY, OR - E.11)
Top chord 2x4 DF-L #2(g) 120 mph wind, 18.72 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors.
Wind loads and reactions based on MWFRS 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 load. Creep increase
factor for dead I oad i s 2.00.
I .+19-3-13 '
4 7— R=109 U=10
1-7-5
Wi
18-0-0
2X4(A1)
—1-6-0 3-10-3 2-1-1— ,-1
5-11-4 Over 3 Supports
R=323 U=10 W=5.5"
RL=35 R=82
Desi gn Cri t: I RC2012/TPI-2007(STD) .PROp °�
PLT TYP. Wave FT/RT=2%(O%)/4(0) 15.01.'4 i _ Fd`, OR/-/1/-/-/R/- Scale =.5"/Ft.
TnmsComponents ofOregon 503)357-1118 •*WARN!NDI°° AND FOAMAuwnrsa MtSDI MI ON. 461NE.� Q TC LL 25.0 PSF REF R7175- 72829
825 N 4th Ave,Comdms OR 97113 ••1IWrrAMr•• FUNI>H .Mm NO m ALL aMmAermu MIMING TM INSTALLERS. %'
19576P DATE 11/13/15
Trusses regul re eeeeeee the I atest edi ti on of SCSIto parforml ng those toneti`s.Inas •temporary bracing pa,r M, linl as•noted other.se. %, TC DL 10.0 PSF racing.Refer to and fp,1 top chord shall have proper!y attached structural sheathi ng and bottom chord shal I have a proper!y attached
•.!i%L/�
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a t' .truss In.confor aF . OREGON
AN RW COMPANY In,°°l on "e". russes �n conformance AM���TF,I.,..,.�,nDr�n,.,.,,,,,, TOT.LD. 42.0 PSF
A mai en .Ding or trusses.
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;he.
8351 RoyCircle r... 51101ly for
iM°DDeesigner ger AMA T'WI
1 so`i "•• D .r Dr . . pL i yll.N DUR.FAC. 1.15 FROM BB
SwrwouD,CA95828 ALPINE:mo°l°lnalto.ton.TPS..t.,e�net. ,.MTCA:Inn.,e•�ndn .m. �«.eso.loosere.org Renewal DWI ersoreol 7 SPACING 24.0" JREF- 1VLK7175Z05
1141 S DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
(1115073--PARR FOREST GROVE -Riverside PIn 2885 B Roof -- VERIFY VERIFY, OR - X)
Top chord 2x4 DF-L #2(g) 120 mph wind, 19.07 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member
desi gn.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live Right end vertical not exposed to wind pressure.
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 2.00.
1.5X4 III
P
4I
2-3-11
errU
a — 4.18-0-0
1.5X4 III
i
2X4(A1)
E-1-6-0--->i
5-8-8 I2
FC 5-11-4 Over 2 Supports
R=386 U=13 W=5.5" R=232 U=14
RL=49
Design Crit: IRC2012/TPI-2007(STD) N •-�
PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.' '. FS$ OR/-/1/-/-/R/- Scale = 5"/Ft.
Truss Compo ads oFOre9en (503)357-?118 "WARN!NGI n•WEAR AW FOLLOW AMISS OA MIs ORM MI REF R7175- 72830
825N 4N Ave,Comdms 01297113
-IMPORTANT.. MANIWI TMI' M6 TO I xauol w TIE I MOLER. Ck 11�iN✓cF� C♦,L TC LL 25.0 PSF
("'IIS;"r`Trusses requi re extreme care I n fahrl dating.handl I ng,shi ppl ng,I natal II, u;"' 19575 9 TC DL 10.0 PSF DATE 11/13/15
�'
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teBetelIs, 1 /13/2015
A(���N s?PI rPo OREGON BC LL 0.0 PSF CA-ENG BFR/GWN
AN(1-W COMPANY
drawl ng. "" bracing.f"tr�„e,.” "�"t. "��Inc.I"� ,n. �'^ "'���' I.. ^ ' TOT.LD. 42.0 PSF SEAN- 352421
A m 9m :::::74.;:-.the truss
11217 •°T.Vi IMS rry tr�nnr s."tta1rrInt IA. A.29,1 G
S:. m... '..n.l l, W,N DUR.FAC. 1.15 FROM BB
8351 Rover.Ciwle nmml.11 r e u. ilal no war n.NISI/r^t snei.� n•
Ssmm®M,CA 95828 teALPINE:mw.Intnal t..t"..171.m t;�ns.r;WM.....,,.!",. r "". SCC..,..I...,...org Renewal Date 8/30/2017 SPACING 24.0" JREF- 1VLK7175Z05
TNI S DWG PREPARED FROM COMPUTER I NPUI(LOADS&DIMENSIONS)SUBMI TTED BY TRUSS MFR.
(1115073--PARR FOREST GROVE -Riverside PIn 2885 B Roof -- VERIFY VERIFY, OR - X1)
Top chord 2x4 DF-L #2(g) 120 mph wind, 19.32 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member
desi gn.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live Right end vertical not exposed to wind pressure.
load applied per IRC-12 secti on 301.5.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead I oad is 2.00.
1.5X4 III
)
4
i
2-3-11
I----Tga *18-0-0
2X4(A1)= 1.5X4 III
'A 5-8-8 ,21-112
I< 5-11-4 Over 2 Supports
R=254 U=1 R=251 11=16
RL=39
Design Crit: I RC2012/TP1-2007(STD) --
PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.' ". FFS: OR/-/1/-/-/R/- Scale =.5"/Ft.
Tnms Com nears ofOregon 503 357-!118 "WARNI MI••READ N°MUM ALL NOM cm TMls l NGI G N TC LL 25.0 PSF
po ••IMaRTMITT• SAw RR MIS ORM RR m ALL CONMA[nRRR I M TIE 1 F O
825N 4N Ave,Comdms 0>�v7313 G O F,Q y REF R7175- 72831
the I atest edi ti on of PM (Dui I 01 ng Component Safety I nformati on.by TPI and ^I r% 19575 9 TC DL 10.0 PSF DATE 11/13/15
to p......I ng these functl ons. I natal ler,she,I pre,tie temporary braci ng per...4A1 top chord shal 1 nave prose,y attached structural aneathi ng and bottom chord'Sal I hey•a properl y attached
0:1 i .. '� BC DL 7.0 PSF DRW CAUSR7175 15317011
Ai D °. �.,u"., :" .. _ .. ., °",. ..,"... 1 /13 15
LTO N I7.7°,::::::::„...:: OREGON BC LL 0.0 PSF CA-ENG BFR/GWH
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A".wlRan a:::::7Z x..r^„e,Ii
e[IM tel[erenl nR.IMluue eeue[.1»e sf eesMNenN eM111.•r1M • n.25,1946 f
.ee.n. Tt...1<.e111tY.M u...f
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SecmmHnR,CA 95816 ALPINE......w"ei[....e.T°I...e.[nl".r. [.1R[...ew.•.=i.. y.•,.. ICC:....1...°fe.°r[ Rs1wRI Date 6/30/2017 SPACING 24.0" JREF- 1VLK7175Z05
.
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 1115073--PARR FOREST GROVE -Riverside Pin 2885 B Roof -- VERIFY VERIFY, OR - !GE )
Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x3 HF #2 DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member
factors. design.
Truss designed to support 1-6-0 top chord outlookers and 5.00 PSF See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind
cladding on one face, and 24.0" span on opposite face. Top chord may bracing requirements.
be notched 1.5" deep X 3.5" AT 48" o/c along top edge. DO NOT OVERCUT.
No knots or other lumber defects allowed within 12" of notches. Do not Provide lateral wind bracing per ITWBCG wind bracing details or per
notch in overhang or heel panel. engineer of record. 2X3 studs require reinforcement at 70% of the
length tabulated for 2X4 studs of the same grade.
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 2.00.
1.5X4 III
1.5X401
ai 11 1
ny 1-7-15
1I
0-4-7 i W 4_9-0-0
2X4(A1)= 1.5 411
1.5X4 III
3-10-8
0-8 Over Continuous Support
R=127 PLF U=57 PLF W=3-10-8 l
RL=27 PLF
PLT TYP. Wave Design Crit: I RC2012/T(-)07()D) EO PRO�rF Y:1 OR/-/1/-/-/R/- Scal a =.5"/Ft.
FT/RT=2% 0% /4 0 15.01.r 'a _ S, .
Tnus Components ofOregon 5033357-2118 •;WARMI MGI••DEAD Mn exw u!_IONS MI TRIs NM NM 5 1 9 REF R7175- 72832
825 N 4m Ave,Comehus 0 97 13 "I rvRDwr'• OMNI a' I s MUM MG ro All mMm CTM6 I w TIE usuuEns. C'J� ‘40 Et,„ TC LL 25.0 PSF
19675 P
Trusses reek!!re extreme care
SI. �. TC DL 10.0 PSF DATE 11/12/15
„Abb., top chord shal l have proper,y attached structural sh•athi ng end bottom chord shal I have a properl y attached dre.
) 1 /13/2015' BC DL 7.0 PSF DRW causR7ns 15316031
A 11__L 'El NEE Onafor any free th,a OREGON BC LL 0.0 PSF CA-ENG CWC/CWC
AN ITW COMPANY eel ar nn h..rens f rwaa..n`ro"aoo'conrrraanoe with Alin/TM..or�foor handg.sh°yyi v.on
.e.•trusses.
n=el.e .af..I.i Inmas..a.w::.e...4,.a...Ld.I�'.�in..fLo 9 "En. 9d TOT.LD. 42.0 PSF
An...I$.n aef..i eu11d RO mast* SEAN- 350987
ffisl Roma r....n.LI I I.,. the:,;I. ,o:I.n.r ger ARSVn1;;:.`.'" ""•' '— •'•""•` '• • "• L .N DUR.FAC. 1.15 FROM BB
Sxmelrnm,CA 95826ALPINE,err,.p�nal...con.T9I..wan t,,n,t. e.ATCAA.www.Wool nd. ,.,..ICC.weer.�d.aar.. , Renewal Date 8/30/2017 SPACING 24.0" JREF- 1VLK7175Z05
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 1115073--PARR FOREST GROVE -Riverside PIn 2885 B Roof -- VERIFY VERIFY, OR - I )
Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member
factors. desi gn.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase
load applied per IRC-12 section 301.5. factor for dead load is 2.00.
1.5X4 III
4 ,
ibill
1-7-15
_.dimlldilligla
0-4-7 ILO '6l 9-0-0 ,
2X4(A1)
1.5X4111
3-8-12 1"12
X11
H3-10-8 Over 2 Supports
R=170 R=159 11=3
RL=21
Design Crit: I RC2012/TPI
PLT TYP. Wave FT/RT %(0%)/4( 0) D) 15.01.' 'a EDPROAS,. Y:2 OR/-/1/-/-/R/- Scale =.5"/Ft.
ea
Truss Componems of Oregon 503357-)118 „IIMomAxrT• Mli m•MAO MO FOLLOW All mons^n nos IxOGI INSTALLERS. i? ` F TC LL 25.0 PSF
825N4fh Ave,Comehus0>5v73t31e676P �Q y REF R7175- 72833
•ns"s. ;'°s l u.%nstal fere shel I provi de temporary bre.,ng per KM. WI es•noted otherwi se.
%• TC DL 10.0 PSF DATE 11/12/15
to p•rformi ng these functi top chord anal I hav•proper!y attached structural sheathi no one bottom Chord shal I nave a proper!y attached
(- BC DL 7.0 PSF CAUSR7175 15316030
Imo) .< ,... . . . .."b"". .. . .. . . .....". .. ., .., ....,.. ) n3izo15' DRW
A�L N OREGON BC LL 0.0 PSF CA-ENG CWC/CWC
AN ITW COMPANY ,;,t:::7.:°0';" ,.:::.`<. ...,, " ":�—e":
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
1115073--PARR FOREST GROVE -Riverside PIn 2885 B Roof -- VERIFY VERIFY, OR - K )
Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member
factors. design.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase
load applied per IRC-12 section 301.5. factor for dead load is 2.00.
1.5X4 III q
4 f
il0-11-15
l 6 +9-0-0
1.5X4111
2X4(A1)
LU-1-6-0--
1..---1-10-4—
("12.---1-10-4_ tn2
2-0-0 Over 2 Supports
I- 1
R=259 U=15 W=5.5" R=32 U=4
Design Crit: IRC2012/TPI-2007(STD) __
PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.. _•s"'' ' Qp QTY:6 OR/-/1/-/-/R/- Scale =.5"/Ft. _
Truss Components of Oregon (503)357-2118 ';WARM Mal"READ rnuTw ALL oars ax Txi s Drumm �� a f��@/Oy TC LL 25.0 PSF
825N 4ih Ave,Comdms OR 97113 "uprommr'• .I�wu ai THIS IN ALL CONTRACTORS ELVIN TIE INT/LCMS 5 GIN REF R7175- 72834
Trusses regul re extreme care i n labrl eating.handl I ng.obi ppl ng. I nstal i i ng a.`�l I di o per `Abracing. F.
��75' 9I TC DL 10.0 PSF DATE 11/12/15
AP ..v.a.°" al .,04illika, top chord snal I have prop•r1 y attached structural sheath,ng and bottom chord sh.li i nev••Pr...,5.attached
/ BC DL 7.0 PSF DRW CAUSR7175 15316043
A(�I��N C ° .r ° ` - °`St•nasrd pi ate °' °°` 1 /13/2015 BC LL 0.0 PSF CA-ENG CWC/CWC
AN ITWCOMRANY
drawl
;a.;. °" , "y or trusses.
el ng
I�;ome conformance en".'w'svrvl,..°.o�'n."m;�e°n;";regio:µ'ms'.`"l• �OREGO� SEAN- 350991
A"...ie.., .aw er sever o.w Ii aro Me Mewing.I„ep...'.:...""S:a":rer...l.n.p. ep 9 n.20,i0 TOT.LD. 42.0 PSF
8351 Roma Cum ..Inl.l Iresponsibil ,d u.��..`";Semen:I.":';°; ,ws,,,TIN ;l"s..:• "•• r •r any" SPO(a .,NP DURA FAC. 1.15 FROM BB
Secmmenb,CA 95828
ALPI........IPI".I,..°°..TPI d,WTCAA..wl.se.�"du d.. �CC.....I....,. , RenwalDatee38lzm7 SPACING 24.0" JREF- 1VLK7175Z05
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS 8 DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 1115073--PARR FOREST GROVE -Riverside PIn 2885 B Roof -- VERIFY VERIFY, OR - J )
Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member
factors. design.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase
load applied per IRC-12 section 301.5. factor for dead load is 2.00.
1.5X4 III
11
4 (
1-7-15
I
i 6 4_9-0-0 '
1.5X4 III
2X4(A1)
Lc-1-6-0—>J
3-10-42
H-4-0-0 Over 2 Supports -H
R=316 U=1 W=5.5"
RL=30 R=137 U=1
Design Crit: IRC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(O%)/4(0) 15.01.x,,s'' ' FCY QTY:4 OR/-/1/-/-/R/- Scale =.5"/Ft.
TNss Com Heats Of Oregon 503 357-1118
—rum MDI••WAD AMD FOLLOW ALL NOM MI THIS awl MSI ti/
3 ••IIWORTART•• MOO W TITS MAINS TO ALL CONTRACTORS!MUM TIE IMSTALLOOL 0 aGIN 6.44 y TC LL 25.0 PSF REF R7175- 72835
825 N 4 Av C zso O 97 13 F O
Trusses repel re extreme �Bu"aIno �I'% cesprl o'` 19575P f TC DL 10.0 PSF DATE 11/12/15
BC DL 7.0
'ro"p� Ve•�•.. �- PSFDRW CAUSR7175 15316033
Af�I�]Nf1 /13/2015 BC LL 0.0 PSF CA-ENG CWC/CWC
AN ITW COMRANY dr.:::::. , 4 ..°0strusses.1,=�.7a�ro�:�t•:�„„MISI7 ,.•r r.r„.L�°s.:4;� . n OREGON
..T t„ • • •I 1[ .4 TOT.LD. 42.0 PSF SEQN- 350989
A:NI mII ty al sl M sr ww�NN I I n n M thiT•••uI t'I I I t5"am t •OSmrfar my struct r�s M l��R,20. G
n ml Ml this Ow 1 far eM x 0 •MSnptshS V
OS Roma Codt •°^•'•I"••• •^•.1I.I •:,MMI,,.I s.n.:. "``""°r'• b�, W•N DOR.FAC. 1.15 FROM BB
SN:amenb,CA 95828 SPACING 24.0” JREF- 1VLK7175Z05
PUN xe.....al pi..I t..t•.,11111:en..eni net. R.wrcA...,...„.I oa,,.t.r.t•., iCC.....I ttt.r..erg Renewal Date 6/90/2017
1
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THIS DWG PREPARED FROM COMPUTER I NPUT(LOADS&DI MENSI ONS)SUBMI TIED BY TRUSS MFR.
(1115073--PARR FOREST GROVE -Riverside PIn 2885 B Roof -- VERIFY VERIFY, OR - SJ1)
Top chord 2x4 DF-L #2(g) 120 mph wind, 18.64 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 DF-L #2(9) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Connectors ingreen lumber DL=4.2 psf.
(g) designed using NDS/TPI reduction factors.
Wind loads and reactions based on MWFRS with additional C&C member
desi gn.
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 load is 2.00.
4 I R=50 U=5
1 +18-7-13 1
0-11-5I
y-1 +18-0-0 V
RAN
R=28
2X4(A1)
L--1-10 3�=s
1-11-4 Over 3 Supports
R=86 W=5.5"
PLT TYP. Wave Design Crit: I RC2012/TPI-2007(STD) ,EO PROpk,
FT/RT=2%(0%)/4(0) 15.01.E tl NN1#C d';O OR/-/1/-/-/R/- Scale =.5"/Ft.
Tmss Com nests ofOregoo (503)357-2118 **WARM GI••READS FOLLOW ALL NOTES OM 1HIs Mal WI 0 .Q y9 TC LL 25.0 PSF REF R7175- 72836
825 N 4�Ave,Comdms OR 97113 '•IMIORTAMT•• ISN TM's IMO TO ALL OOMTRAOTww IMI MI NO TOW INSTALLERS. 19575
, act no.Parer to and fol I ois I
the I atest edl ti on or BC-SI `,° temporary Israel ng per and
;r �, TC DL 10.0 PSF DATE 11/13/15
,4016B, top chord shal I hav•prop•ri y attached structural...at hi ng and bottom ehere she,I have a pro.r1 y attached *APO'
AI 1� �I� I /13/2015 BC DL 7.0 PSF DRW CAUSR7175 15317012
ILIs=)[1 I E _ en „,a„„ re OREGON BC LL 0.0 PSF CA-ENG BFR/GWH
AN ITW rAMMNY °;;7::7:%;
•.� on ns orWtrusses.the truss I o'oonfo",r.ocen.i.rhANSI not
I.or°for handl for
silr°°i no.an �/
ryn,trl9 r trus �I 14+n.2o,19# ,t; TOT.LD. 42.0 PSF SEQN- 352408
NIM• NN I.N�tI W[M•tlr»I•R.Intll» a•fN^'tl a•e'�»M•Ie":1.-N•'IA
8351 Roma Cucle AN.I eII sy
.N•LAOIdloga:IN•r No AIM TO L TOo•O."•"»' ` • '•• w '•` OL vi, DUR.FAC. 1.15 FROM BB
SOeomEN o,cA 95828 ALPINE:avec ,nal to.co•.T°I,» ;I nat.org.TEA ••.Mani...try.T a•. ITC.mai cc•ar.. , R'"°w.'Cute 6/311/2017 SPACI NG 24.0" JREF- 1VLK7175Z05
THIS DWG PREPARED FROM COMPUTER I NPU1(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
(1115073--PARR FOREST GROVE -Riverside Pin 2885 B Roof -- VERIFY VERIFY, OR - SJ2)
Top chord 2x4 DF-L #2(g) 120 mph wind, 18.97 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Connectors ingreen lumber DL=4.2 psf.
(g) designed using NDS/TPI reduction factors.
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 2.00.
R=102 U=13
4 I 0 +19-3-13 1
1-7-5
i-1 +18-0-0
R=72 U=5
2X4(A1)
11-11_4 >1-c 2_0_7
H3-10-3 Over 3 Supports H
R=126 W=5.5"
RL=25
Design Cri t: I RC2012/TPI-2007(STD) EO PROFF
PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.F. $ 4' `St4j OR/-/1/-/-/R/- Scale =.5"/Ft.
Taws Components of Oregon (593)357-118 •'WARM NeI••TM An NO Faun.ALL mors ON TRIS DRAW MI
0 !4•w(' c'.S.
09 REF R7175- 72837
TC LL 25.0 PSF
825N 4th Ave,Combo •97113 ••INOWAK, SAM AN a NM NO TO OR ca^""n°"°I NUM"°T N MULLS u. 19575
•to performl mg these functi on, Instal I ars shot I provi d•temporary brae!ng per BCSI. Unl es•not•d other.se.
car
by TPI and WT.)for pr•cti nee �• TC DL 10.0 PSF DATE 11/13/15
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THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
(1115073--PARR FOREST GROVE -Riverside Pin 2885 B Roof -- VERIFY VERIFY, OR - SJ3)
Top chord 2x4 DF-L #2(g) 120 mph wind, 18.68 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Connectors ingreen lumber DL=4.2 psf.
(g) designed using NDS/TPI reduction factors.
Wind loads and reactions based on MWFRS 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 load. Creep increase
factor for dead load is 2.00.
4 r— R=46 U=5
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r 1
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Design Crit: I RC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(0%)/4(0 15.01.j "":. W OR/-/1/-/-/R/- Scale =.5"/Ft.
Tees Com nests Of Oregon 503 357-!118 ••WARWI NM••READ AND FOLLOW ALL NOTES OD 1H15 WARM! G I N E TC LL 25.D PSF po ( ••ImWWfAMf•' >a MS DRAWN 10 ALL CONTRACTORS IMCMMIxe lIE INSTALLERS.825 N4ih Ave,Comdms OR 97�t3 a9575P��, REF R7175- 72838
Trusses regul re extreme care I n fabrl catl ng,handl I ng.sill ppi ng.i nstal I I ng and braci ng.Refer to and fol the I atest°di ti on of SCSI WI I c11 ng Component Safety I......tl on.by TPI and RMS.)for safety pr.:Uses prl r , TC DL 10.0 PSF DATE 11/13/15
to p•rformi ng these functl ons. I natal lora shal I provi de temporary braol ng per RCS!. Unl ass noted otherwi se, V
. 41116 top snore shal I hest,properl y attached structural Sheathi ng end bottom chord shal I have a prop•ri y attached
BC DL 7.0 PSF DRW CAUSR7175 15317014
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THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
(1115073--PARR FOREST GROVE -Riverside PIn 2885 8 Roof -- VERIFY VERIFY, OR - SJ4)
Top chord 2x4 DF-L #2(g) 120 mph wind, 19.01 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Connectors ingreen Iumber OL=4.2 psf.
(g) designed using NDS/TPI reduction factors.
Wind loads and reactions based on MWFRS 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 load. Creep increase
factor for dead load is 2.00.
R=100 U=13
1 4 i 1 4 19-3-13
1-7-3
I.
0-4-14 0-4-14 0E1111111E18-0-3
2X4(A1)
R=60 U=5
L-1-8-0 >1< 2-0-7-0J
Fc 3-6-15 Over 3 Supports H
R=117
RL=23
Design Crit: I RC2012/TPI-2007(STD) .
PLT TYP, Wave FT/RT=2%(0%)/4(0) 15.01.' ':'' it FS OR/-/1/-/-/R/- Scale =.5"/Ft.
Taus Components of Oregon (503 357-2118 •• 1 MAI..RFAD MO FOL.!ALL No1Fs ON.1S DRAM NM tJ� IN S� REF R7175- 72839
825 N 4th Ave,Comdms OR 9713 ••I�2FN2F•• FINN 91 TM:00.4,1 NO To u,_CONINAclaes INCLUDI No THE INSTALLERS. co� �G FF. Oy TC LL 25.0 PSF
Trusses regui re extreme to performi np these functi ons. Instal I era Shel I provi cl•temporary braci ng per`ns on.by and CSI. 1as7sP TC DL 10.0 PSF DATE 11/13/15
tural sheet!,ng and bottom chord shal I have a proper!y attached
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