Plans (2) Triangle shape indicates left end on engineering pages a 3p gEgg�
51-06-00 g5 j
1 10-06-00 21-06-0041
aw
cJ Garage Left Y4 g3]MAJ �
oil it 48
Use LUS24 hangers U.N.O.
�L
"\RAFTERME BY OTHJS n
Wall Hgts (VERIFY) $ RAFTER MEBYO ERs i
1st floor 9' 1" 1/8 F 41122nd floor 8' 1" 1/8 "P_--_ <
Joist 11" 7/8
e e e e e O
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0)
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R FRAME BY THEj14/1
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u,z $a� I�
2'T 3M
2-06-00 Q RAFTER FRAME BY ERS
TC LL = 25 2 0 dd o a
TC DL = 7 2 + 'u 9 R
BCLL = O Ca g 2
BCDL = 10 � Heel Hy 1 o
Total load = 42 3 i
Wind Speed = 140 mph 12400..00 6-00-00 11-06-00 20-06-00
Exposure B 51-06 00
Roof Pitch = 10/12. 14/12 Do not cut, drill, notch, or modify truss members s
Overhang = 12" without prior approval from truss manufacturer
DrJ Engineering, LLC
(FKA:DrJ Consulting,LLC)
ENG/NEMINGLLC 6300 Enterprise Lane
Madison, Wisconsin 53719
Re: J1504462 MiTek 20/20 7.6
Westwood Homes-Lot 1
The Truss Design Drawing(s)(TDD[s])referenced have been prepared based on the construction documents
(also referred to at times as"Structural Engineering Documents")provided by the Building Designer indicating
the nature and character of the work.The design criteria therein have been transferred to DrJ Engineering(DrJ)
by ProBuild (Beaverton).
These TDDs(also referred to at times as"Structural Delegated Engineering Documents")are specialty
structural component designs and may be part of the project's deferred or phased submittals.As a Truss
Design Engineer(i.e.,Specialty Engineer),the seal here and on any TDD represents an acceptance of
professional engineering responsibility for the design of the single Truss depicted on the TDD only.
The Building Designer is responsible for and shall coordinate and review the TDDs for compatibility
with their written engineering requirements.Please review all TDDs and all related notes.
Pages or sheets covered by this seal: 110275372 thru 110275389
My license renewal date for the state of Oregon is December 31,2015.
Important Notice: Each TDD uses Metal Connector Plate(MCP)design values published by MCP manufacturers.
Any referenced connectors use design values published by the connector manufacturer or the American Wood
Council per the National Design Specification(NDS)for Wood Construction.The TDD further uses lumber design
values published by the applicable lumber rules-writing agency as approved by the American Lumber Standards
Committee. These are incorporated into lumber design provisions and equations created by the American Wood
Council and input into modeling and analysis TDD software created and owned by the MCP manufacturers. The
lumber design values correspond with the grade stamp identified by the Truss Manufacturer on the lumber
prior to cross cuttin . The lumber grading rules published by the rules-writing agency shall apply to the Owner,
Building D p actor. All capitalized terms are as defined in ANSI/TPI 1,the National Design
Standar cted Wood Truss Construction(TPI 1).
Q 8552 E
9 ORN 1. Q
��SEP,A
RENEWAL DATE 12/31/2015
August 4,2015
Ryan Dexter,P.E.
The design assumptions, loading conditions,suitability and use of this set of Truss designs for any Building is the
responsibility of the Owner,the Owner's authorized agent or the Building Designer, in the context of the IRC,the IBC,
the local building code and TPI l.The approval of the TDD and any field use of the Truss,including handling, storage,
installation and bracing,shall be the responsibility of the Building Designer and Contractor.All notes set out in the TDD
and the practices and guidelines of Building Component Safety Information(BCSI)published by TPI and SBCA are
referenced for general guidance.TPI 1 defines the responsibilities and duties of the Truss Designer,Truss Design
Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by the parties
involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any Building.
Copynght C 2014 DrJ Engineenng,LLC.(DrJ).Reproduction of this document,in any form,is prohibged without written permission from DrJ.
DrJ Engineering, LLC
(FKA:DrJ Consulting,LLC)
ENGINEMINGLLC 6300 Enterprise Lane
Madison, Wisconsin 53719
Re: J1504462 MiTek 20/20 7.6
Westwood Homes-Lot 1
The Truss Design Drawing(s)(TDD[s])referenced have been prepared based on the construction documents
(also referred to at times as"Structural Engineering Documents")provided by the Building Designer indicating
the nature and character of the work.The design criteria therein have been transferred to DrJ Engineering(DrJ)
by ProBuild (Beaverton).
These TDDs(also referred to at times as"Structural Delegated Engineering Documents")are specialty
structural component designs and may be part of the project's deferred or phased submittals. As a Truss
Design Engineer(i.e., Specialty Engineer),the seal here and on any TDD represents an acceptance of
professional engineering responsibility for the design of the single Truss depicted on the TDD only.
The Building Designer is responsible for and shall coordinate and review the TDDs for compatibility
with their written engineering requirements. Please review all TDDs and all related notes.
Pages or sheets covered by this seal: 110275372 thru 110275389
My license renewal date for the state of Washington is May 18,2016.
Registration#2932
Important Notice: Each TDD uses Metal Connector Plate(MCP)design values published by MCP manufacturers.
Any referenced connectors use design values published by the connector manufacturer or the American Wood
Council per the National Design Specification(NDS)for Wood Construction.The TDD further uses lumber design
values published by the applicable lumber rules-writing agency as approved by the American Lumber Standards
Committee.These are incorporated into lumber design provisions and equations created by the American Wood
Council and input into modeling and analysis TDD software created and owned by the MCP manufacturers. The
lumber design values correspond with the grade stamp identified by the Truss Manufacturer on the lumber
prior to cross cutting. The lumber grading rules published by the rules-writing agency shall apply to the Owner,
Building Designer and Contractor.All capitalized terms are as defined in ANSI/TPI 1,the National Design
Standard for I e Connected Wood Truss Construction(TPI 1).
�pSBPHI)
oZ
10
August 4,2015
Ryan Dexter,P.E.
The design assumptions,loading conditions,suitability and use of this set of Truss designs for any Building is the
responsibility of the Owner,the Owner's authorized agent or the Building Designer, in the context of the IRC,the IBC,
the local building code and TPI LThe approval of the TDD and any field use of the Truss,including handling,storage,
installation and bracing, shall be the responsibility of the Building Designer and Contractor.All notes set out in the TDD
and the practices and guidelines of Building Component Safety Information(BCSI)published by TPI and SBCA are
referenced for general guidance.TPI I defines the responsibilities and duties of the Truss Designer,Truss Design
Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by the parties
involved. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any Building.
Copyright® 2014 DrJ Engineering,LLQ(DrJ).Reproduction of this document,in any form,is prohibited without written permission from DrJ.
Job Truss Truss Type Cry Ply weeleam Non es-LM t
1102]53]2
J15D4462 A01 GABLE 1 1
Job Reference loner
prpbuid Beawnon,OR, aeasanon.OR. ID'.Jac_KrzsXH9gDVNa1IRgz7yPKapBF4 hiffek 18aw3edUInV QUkyBInc Men AW 03 19 66p6Ubsi]]01 Dz15 ePkyrTBP
• .7� 16&0 { 1..-0 2T�
'180 t0.9-0 Tome 180
4X4 = scale•1 61 a
6 0
1000 12
5 9
4 10
1 01
3x4 i
3 91 11 3.4 J
4 1 5
11
2
�i 2 Q3
a
4.13 / 23 22 21 20 t9 t0 t] 18 15 14 4.8�
3x4 =
2180
2180
Plate Offsets(X y)- [2:0-3-2,0-2-01,16:0-2-0,0-0-81,[80-2-0.0-0-81,112 0-3-2 0-2-01
LOADING(pat) SPACING- 2-0-0 CSI. DEFL. in (bc) Well L/d PLATES GRIP
TOLL 25.0 Plate Grip DOL 1.15 TC 006 Vert(LL) 0.00 13 Nr 90 MT20 220/195
(Roof Snow=-25.0) Lumber DOL 1.15 BC 0.03 Vert(TL) 0.00 13 n/r 120
BCDL 70 Rep Stress Ina yes WB 0.14 Hom(TL) 0.01 12 n/a n/a
BCDL 10.0
13C 60 Code IBC2012rTP12007 (Matrix) Weight:168 Ib FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 OF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-69 oc purlins.
BOT CHORD 2x4 OF No.I&Btr G BOT CHORD Rigid ceiling directly applied or 10-00 oc bracing.
OTHERS 2x4 OF Std G WEBS 1 Row at midpt 7-18
REACTIONS. All bearings 21-6-0.
(lb)- Max Horz 2=269(LC 8)
Men Uplift All uplift 10010 or Was atjoint(s)2,23,12 except 19=123(LC 10),20=110(1_C 10),22=104(1_C 10),
17=120(LC 11),16=110(LC 11),15=104(LC it),14=101(LC 11) U
Mex Grav All reactions 250 It,or less M joint(s)2,18.19,20,22,23,17,16,15,14,12 'p-sw"Ifli �„�•.Tp
FORCES. (Ib)-Max.Comp./Mex.Ten.-All forces 250(lb)or less except when shown. Q �w
r
NOTES- Z
1)Wind:ASCE 7-10;Vuft=140mph(3-second gust)Vasd=111mph;TCDL4.2pst BCDL=6.Opsf h=25ft;Cat.II;Exp B;enclosed;MWFRS
(envelope)gable end zone and C-C Comer(3)-100 to 230,Extenior(2)2-0-Oto 7-8-10,Comer(3)7-5-10 to 10.8-10,Exlenor(2)
13-8-10 to 19-6-0 zone;cantilever left and right exposed;CC for members and fomes&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL-1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Details as applicable,or consult qualited bulking designer as per ANSI/TPI i. Ale '
3)TCLL ASCE 7-10;Pf=25.0 pat(flat roof snow);Category II;Exp B.Fully Exp.;Ct=1
4)This truss has been designed for greater of min roof live bad of 14.0 pat or 2.00 times gat roof bad of 25.0 psf on overhangs
non-conwrrem with other live bads.
5)All plates are 2x4 MT20 unless otherwise indicated. �� v PROF `SS
6)Gable requires co
continuous bottom chord bearing. (� ,
Gable
studs
8)Thistruss hasspaced G)NEF9
been designed for a 10.0 pat bottom chord live load nonconcunent with any other live beds. GIN
9)'This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will SS PE
ft between the bottom chord and any ogler members.
10)A plate rating reduction of 20%has been applied for the green lumber members.
11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 b uplift at jourt(s)2,23,12 except
(it-lb)19=123,20=110,22-1 D4,17=120,16=110,15=104,14=1 01.
12)This truss Is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI?PI 1 'f1 OREGON Q`
13)"Fix heels only Member end fixity model was used in the analysis and design of this truss. 1- ✓ 1 <!/
14)No notches allowed in overhang and 10000 from left antl and 10OW from right end or 12"along reke from scarf,whichever is larger. 9jL Gi V 12 201 �~
Minimum 1.5x4 tie plates required at 200 o .maximum between the stacking chords. For edge-wise notching,provide at least one �G
tie plate between each notch. OSE P H 9
LOAD CASE(S) Standard
RENEWAL DATE 12/31/2015
August 4,2015
QWMNING PNw MOragMyr wwtM V tater NMowMgme l IPrc oiUS O T br"""c .P -2 V TV Mg nigra et M eovgea n T DwgnD ,ring ITCD)
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aYOidIR/ M ollea TrUN for any aulkvq VR MpN4dllty IM Owie r,Ne OwneM1 u1M RM Ypn1 aNe Nrg Dap IM Na[o11ne IRL,16 IBC,il,e tool Wldrq w] ar T11 The '
RN al ItMTDD aM anyfeb Ne.10 T ndWe,NMty, uON evgrMp My rg.Mar.lie In tie,,le Oubrq DezgMraM CMhMor.1 ml eel NnIM TDDYgl6
.cee l9yuGNi.d 1w.oap C=P=seMyInf. =L (=SII puAshedt,TPIaMSBCAae Mean.brpe I,.noe TPl I U1res.1eeh Ni NhexN.bUNea011he T, DeegMr Tnss -awl
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V am taloa,N raven ee 1-re n de.n TPI 1 -LLC
C.1,1,1e 2014 PrcauibDI Erpi1nn1 LIC.c,JI Repo.NNn McuTMi,in any lam,¢I....vAh.erten pe,Tn.kom P,0.0 DrJ
Job Truaa Truss Type tr Ply Weelwmd Nodded-Lott
1102]5373
J1504163 402 cdnmon 5 1
Jab Reference Mnel
PloOulb Beaverton.OR, Beaverton,OR. 7.800 sop 32014 Maex ln4uslded Inc Mon AAwuqq 0319'11'192015 Ppe 1
ID Jac_K XH9gDYNJeilRg7z7yPK-WCF9ZGxJA W1 gwabAzGUX HDCAzRhUX5lUdyrTBN
18O 5d-B 1640161: 1 2180 22$0
" '1oD sae s+e sae sae 1-aa I
4x4= Sfale•1.58.8
4
12 13
Z12
2.4
s
0
14
} 2 fi y
d1 d
3x4 1 10 15 I6 B 0 3.4 J
3x4= 3x4 =
3x4 =
7-2-0 1 14J-0 2180
7-2-0 ]-2-0 7-2-0
Plate Offsets(X Y)- r2'0-1-9.0-1-81L4:0-2-0,D-1-81,[6:0-1-9,0-1-81
LOADING Put) SPACING- 2-0-0 CSI. Di in (Ioc) Vdeg Lid PLATES GRIP
TCLL 250 Plate Grip DOL 1,15 TC 0.20 Vert(LL) -0,70 B-10 >999 240 MT20 220/195
(Roof Snodal 0) Lumber DOL 1.15 BC 0.23 Vert(TL) -0.18 8-10 >999 1BO
TCDL TO Rep Stress Incr Yes Vill 0.40 Horz(TL) 0.03 6 Ne Ne
BCLL 0.0 ' Code MC2012/TPI2007 (Matrix) Weight:111 Ib FT=10%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x4 DF No.t&BU G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 DF Std G
REACTIONS. (ID/size) 6=962/0-5-8 (min.0-1-8),2=96210-5-8 (min.D-1-8)
Max Horz 2=281(LC 8)
Max Upld16=206(LC 11),2=-206(LC 10)
FORCES. (Ib)-Max.Comp/Max.Ten.-All forces 250(lb)or Was except when shown. �$�A
TOP CHORD 2-11=1137/235,3-11=-9431253,3-12=1014/347,4-12=-9321360,4-13=-932/360,
5-13=-1014/347,5-14=-9431253,6.14=1137/235 O), r
BOT CHORD 2-10=221/933,10-15=-15/593,15-16=15/593,9-16=151593,8-9--15/593,
6-8=95/792
WEBS 4-8=243/576,5.8=360/332,4-10-243/576,3.10=360/331
NOTES- a
1)Wind:ASCE 7-10;Vut=140mph(3-second gust)Val llmph;TCDL4 2psf',BCDL=6.OpsF h=25M1;Cat.ll;Exp B;enclosed;MWFRS
(envelope)gable end zone and C-C Extedor(2)-1-0.0 to 2-0-0,Inten"(1)2-0-0 to 7-9-0,Exterior(2)7-9.0 to 10-9-0,Intenor(1)13-9-0 to
19-60 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate
grip DOL-1.60
2)TCLL:ASCE 7-10;Pf=25,0 psf(dal root snow):Category II;Exp B;Fully Exp;Close 1
3)This truss has been designed for greater of min roof live bed of 14.0 psf or 2,00 times gat roof bad of 25.0 psf on overhangs
non-conwment with other live bads. o PROFFSS
4)This truss has been designed for a 10.0 psf bottom chord live load froncenctment with any other live loads.
5)'This truss has been designed for a live load of 20.01 on the bottom chum in all areas where a rectangle 3-60 tall by 2-0.0 wide will �'✓j �NGt NP /p
ft between the bottom chord and any other members,with BCDL=10,09sf
6)A ovale rating reduction of 20 has been applied for the green lumber members
7)Provide mechenicalicel connection%onnection(Dy others)of fruits to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(p=1b)6=206.
2=206.
8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI7TP11.
9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss,
9L �Q
LOAD CASE(S) Standard
OREGON
EPN O�
RENEWAL DATE 12/31/2015
August 4,2015
QWPRNING-PleuetdaopdN revkxlMC 1 M1NenoWM,7e iXNP Buik aLLr9 NT bManNtlrM PrWucte"lo fair para N MreN rhes N T D®en DraffiNT001
aT Ne DI Rebreice 5deel(rev.1114)deo Unlen dM Noted on Me TDO.only MTek nett Thal d,,Ce..Ad IM1 TDOI Ee ond.N T eDeagn Ena I apecaXy Ergmex)
IM eeal on arty TDD reTreseda an mompannive of de drothadonal er,defend,regoie dYry Iry IM onage of the andle T Depleted on Me TDD orly,trader TPI 1 The the to p bWirq wMilbnd,
:=11 aM we T.Trm or any Badi aenshenndhry IM MTer."Owrol adroeU agent M Bubeg Deeq Me mrd ddlne lRL,M IBC,Me bot WltiN ro! rd TPl1 Tne ,
aµvwal or Me TDD ad any No use dee T d adeg Nrd ort,Naage,neallR m maw snail he Me spandif N,or the BUY]rag Ddgrer and,Contractor N ml eel oxo Ile TDD aM the
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1V arry d,bap ad fgttald lama are ad deNiM In TPh 1 a.aya��.csaayd LLL,
COMr9M a.14 M.arl.0,1 Ergmenrp,LLC.IDrJI ReyW Wron of Nre Uaamenl,in erry Iqm.b gMiMe]xahM wittm Termaum Irom ProBu'bIXJ G�a�GrflN
Jo0 Tress Truss Type aty Ply wbstwopO Nanxe-Lott
1102]53]4
J150N62 RN cmmanGNer 1 e5
f Job Reference tions/
ProdRN BeavMon.OR. aeavaOon.OR. 7900spd32014Partial Industries had_ eMm911.192015Pa1
ID:JacKs%H9gDYNJeiIRp]z]yPK- OpNmOxYsizVoArFhQWOprBCIX
yrTBM
S+a In" te- -e
Sd9 5-49
4x6 Scale•1'.58 2
3
1000 12 11 12
3x6 i
]x6
2 4
10 13
2 A
1 s
5-7
3.5 9 8 T 9 3.8
3x6 II es9 0 5020al = 3a6 II
5+a 1PI}0 161-9 21-6-0
S+9 5<B 5+9 5+9
Plate Offsets(XY)- 11:0-1-90-1-8112:0-2-40-1-8114,0.2-40-1-81 I5G1-90-1-81 [6'0-4<0-1-8118'0-400-4-4119'0-",G-1-81
LOADING(par) SPACING- 2-0-0 CSI. DEFL. in (toe) Vdeft Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.08 6-8 tr%9 240 MT20 220/195
(Roof Snow=25.0) Lumber DOL 1.15 BC 0.80 Ven(TL) -0.20 6-8 >999 180 MT18H 220/195
TCDL 7.0 Rep Stress Inv NO WB 0.52 Hou(TL) 0.06 5 Na Na
BCLL 0.0 ' Code IBC2012/TPI2007
BCDL 100 (Matrix) Weight:2531b FT=10%
LUMBER- BRACING.
TOP CHORD 7x4 OF No.1 ll G TOP CHORD Structural wood sheathing directly applied or 5-42 oc puriins.
BOT CHORD 2x6 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 OF Std G'Except'
3-8:2x4 DF No.18BIf G
REACTIONS. (b/size) 1=5091/0-5-8 (min.0-2-15),5=5091/038 (min.0-2-15)
Max Horz 1=257(LC 6)
Max Upliftl=1392(1-C 10),5=-1392(LC 11) O
Max Grav 1=5562(LC 17),5=5562(LC 18) �$�H
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-10=-680111739,2.10=-671811756,2-11=4547/1251,3-11-444 /1264, �O
3-12=-4440/1264,4-12=-4547/1251,413=6717/1756,513-6801/1739
BOT CHORD 1-9=1364/5275,8-9=1364/5275,7-8=-1236/5131,57=1236/5131,5-6=1236/5131
WEBS 38=1468/5429,48=2337/777,46=-612/2683,2-8=2336/776,2-9=611/2681
NOTES.
1)2-ply tmss to be connected together with 10tl(0.131"x3'y nails as follows:
Top chords connected as follows:2x4-1 row at 0-9-0 oc.
Bottom Moms connected as follows:2x6-2 rows staggered at 0-9-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc.
2)All beds are considered equally applied to all plies,except R noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply
connections have been provided to distribute only bads noted as(F)or(B),unless otherwise indicated.
3)wri ASCE 7-10;Vuh=140mph(3-second gust)Vashi I Imph,TCDL4.2psf;BCDL=6.Opsf;hili Cal.II;Exp B;enclosed,MWFRS E� PROFFSi4
(envelope)gable end zone and C-C Exterior(2)0.2-12 to 32-12,Interiv(I)32-12 to 7-9-0,Exterior(2)7-9-0 to 10.9-0,Imenor(1)13-9-0 �Gj NGINEE /�
to 18.3-4 zone;cantilever left and right exposed;C-C for members and forces 8 MWF RS fv reactions shown;Lumber DOL=1.60 plate
grip DOL=1.60 9
4)TCLL:ASCE MT2 plates
Pse(flat roof snow);Category II;Exp e;Fully Exp Ct=t Q 85/ � f
5)All plates are MT20 plates unless otherwise indicated.
6)This truss has been designed for a 10.0 Pat bottom Mord live load nonconcurrent with any other live loads.
7)'This trues has been designed for a live load of 20.Opsf on the bottom Mord in all areas where a rectangle 36-0 tall by 2-0-0 wide will
fit between the bottom Mord and any other members. 9 OREGON Q'
8)A plate Ming reduction of 20%has been applied for the green lumber members. ✓Ga ax1 ��
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at lost except atli 1=1392, 9jL V 12 2� .�
5=1392.
10)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIl11, SEPH O
11)Girder carries tie-in span(s):21-6-0 from O-0-0 to 21-6-0
12)"Fix heels only'Member end fixity model was used in the analysis and design of this truss.
RENEWAL DATE 12/31/2015
Continued
"LOAStandard August 4,2015
uetl oon pan age 2 9
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Job Truss Truss Type pry y Wearooa lbmBs-La1
110175374
J1504462 R03 Common G. 1 2 Job Reference boreal
populM lBeamart.OR Beaverton,OR. 76COSOU 320141,1176 MuaMt.lnc. Mon=,WqMl9pe
'11MWI5 Pa3
10'.Jac_K XN9aDYNJailRp7z7yPKSbNmyzZ"G74B1DQMylQr5mkerJyrxsYWYrTBL
'LOAD CASE(S) Standard
1)Dead.Snow(balanced):Lumbar Increase=1.15,Plate Increase=1.15
UnRonn Loads(plf)
Ven:1-3=64,3-5=fi4,1-5=420(F=-400)
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e
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Job Truss Truss Type ry Ply Weald Hanes-Let
103]53]5
31504483 act GAaIE 1 1
Job Reference footfall
RaOuiq Bearoeon,OR, ea...na,.OR 7000
aI3214MTex _ iebIn.MoAuPep1
ID.JaOWzsXH9gDVNJeRq73]yPKmxB8IBTA6u1NHIX]u9rgWICN0W7BUhP4y
TBK
10-60 2000
laaa 1ao-D
4x4 = scale•1:573
1n.00 F,
e
61
9
1 )1
41 01
31 91 0
51
1-19
G d
3x4 20 19 18 17 16 15 14 13 12 3x4 O
Sas =
20-0-0
20-0-0
Plate Onsets(Xy)— [1:0-0-8,0-1-%16:0-2-0,0-0-121,[6:0-2-0.0-D-121,111:0-0-8 0-1-01 1140-30 o-3-0t
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.03 Ven(LL) n/a - The 999 MT20 220/195
(Roar Snow=25,0) Lumber DOL 1.15 BC 002 Van(TL) Na - The 999
TCDL 70 Rep Stress Ina Yes W8 0.19 Horz(TQ 0.00 11 we n/a
BCLL 0.0 ' Code IBC2012rrP120D7
BCDL 10.0 (Mead) Weight.15010 FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 of:puffins.
BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 DF Std G
REACTIONS. All bearings 20-0-0.
(Ib)- Max Hors 1 m 6)
Mex Uplift All uplift 100 Ib or less al joirn(s)1,11,20 except 17=123(LC 10),18=109(1-C 10),19=-104(LC 10),
15=121(LC 11),14=IO8(LC 11),13=108(LC 11),12=-103(LC 11) D
Max Grav All reactions 25010 or less sill 1,11,16,17,18,19,20,15,14,13,12
FORCES. (Ib)-Max.Comp/Max,Ten.-All forces 250(Ib)or less except when shown.
f
NOTES-
1)W1nd:ASCE 7-10;Vuk=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsh h=25ft;Cat.II;Exp B;enclosed;MWFRS
(envelope)gable end zone and C-C Comer(3)0-0-0 to 3.0.0,Eyerlor(2)3.0-0to 6-11-10,Comer(3)6-11-10 to 9-11-10,Exterior(2)
12-11.10 to 16.7-6 zone;cantilever left and right exposed;C-C for members and forces&MVUFRS for reactions shown;Lumber
t
DOL=1.60 plata for DOL=1.60
2) Truss designedto for wind loads In the plane of the truss only. For studs s per A S wind(normal to the face),see Standard Industry
Gable End Details as applicable,or roof
sit w);Category
burying designer lid per ANSA 1.
3)TCLL:ASCE 7-10;Pf=25.0 pill(Bet roof snow);Category II;Exp B;Fully Exp.;Ct=1
4)All plates are 2x4 MT20 unless otherwise indicated.
5)Gable requires continuous bottom chord bearing.
6)Gable studs spaced at 240-0 oC, PROfFss
7)This truss has been designed for a 10.0 psf bottom Mad live load nonconcurrera with any other live bads.
8)a This truss has bean designed for a live bad of 20.0pef On the bottom Mord in all areas where a rectangle 3-6-0 tall by 24-0 wide will �y �NG(NFE9 /Dy
fn between the bottom Mad and any other members. (7
9)A plate rating reduction of 20%has been applied for the green lumber members. 8552 E
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,11,20 except
(jt=lb)17=123,18=109,19=104,15=121,14=108,13=108,12=103.
11)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIrrPI 1.
12)"Fix heels only'Member end fixity model was used in the analysis and design of this truss. -
13)No notches allowed in overhang and 0 from left antl and 0 from right and or 12"along rake from scarf,whichever is larger. Minimum O�IEGON Q'
1.5x4 tie plates required at 2-0-0 o.c.maximum between the stacking chords. For edge-wise notching,provide at least one tie plate �- ✓ 1,
between each notch. '9,L Q'12
12
LOAD CASE(S) Standard SEP"
RENEWAL DATE 12/31/2016
August 4,2015
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Job Truss Truss Typo Oty, Ply weewooa Hames-LotI
IW753)6
J1504482 B02 Sdawr ) 1
Job Reference optional)
RdOuiM Beaverton.OR. aeeveaon,OR. 76(s)•Ott]2014 Mrak IIMOeme,Inc Most Moil 03 19S6KH Pale 1
K
ID:Jac_ H9gDVNJailRg7z7yPK-0zVWCyd ETERVREag02MRNOmTuTu%S6MMPBOzCOyrTBJ
S1-s 1640 lama 2ooa I
51-5 41611 41611 51-5
4x4 o SCele•1 51.3
3
0W 12 B 8
2.4 =
2x4 =
2 4
2E 4-6
6 10
5x8 =
5 �
1
500
4x8 q 4x6 J
1640 20.0-0
1440 1660
Plate Offsets(XV)— 11'0.1-80.0-9113:0.2-00-1-12115:0-1-80-0-91
LOADING(part SPACING- 2-0-0 CSI. DEFL. in rbc) tided Ud PLATES GRIP
TCLL 250 Plate Grip DOL 1.15 TC 0.33 VerdLL) -0,30 5.6 >786 240 MT20 220/195
(Roof Snw.-25,0) Lumber DOL 1.15 BC 0.47 Ven(TL) -0.94 5£ >250 180
TCDL 7.0 Rep Stress Ina yes WB 0.55 Hoa(TL) 0.20 5 n/a n1a
BCLL 0.0 ' Code BC2012/`P12007 (Matrix) Weight:891b FT=10%
BCDL 106
LUMBER- BRACING-
TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc purlins.
BOTCHORD 2x4 OF No.1&BitG BOTCHORD Rigid ceiling directly applied or 9-2-14 oc bracing.
WEBS 2x4 OF Bid G
WEDGE
Left:2x4 SP No.3,Right:2x4 SP No.3
REACTIONS. (Ib/size) 1=821/0.5.8 (min.0-1-8).5=82110.5-8 (min.0-1-8)
Max Horz 1=244(LC 6) O
Max Upliftl=155(LC 10),5=155(LC 11)
W
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-7=1757/478,2-7=1597/500,2-8=-1307/215,3-8=1178/229,3.9=-1178/271, Tx
4-9=1307/257,4-10=1597/418,5-10=1757/395
BOTCHORD 1-6=497/1520,5.6=259/1405
WEBS 3-6=197/1256,4E=470/418,2-6=J70/403 v�
NOTES.
1)Wind(envelope)
ASCE gable
end
zone and
-Cascend gust)Vas2-12 to 11mph;Ttenort 2psf,B to 7.0-0,E ten"(2 Cat.0 Exp B;enclosed;MWFRS
(envelope)gable antl zany end C-C Exterbr(2)42-12 to}2.12,Interbr(1)32-1210 7-40,Exteria(2)7-0.0 10 10.0-0,Intenor(i)13-0.0
to 16.9.4 zone;cantilever left and right exposed;C-C for members and forces 8 M WFRS for reactions shown;Lumber DOL=1 60 plate
grip DOL=160
2)TCLL ASCE 7-10;Pf=25.0 psf(Oat roof snow);Category II;Exp B,Fully Exp.;Cl=1
ROF4)3)This truss has been designed for a 10.0 pelf bottom chord live bad nonconcurrenl with any other live loads. 04:t815552�,K
'This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide willFfd between the bottom chord antl any other members.5)A plate rating reduction of 20%has been applied for the green lumber members8)Bearing al joints)1,5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verifyr
capacity of bearing surface.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1001b uplift at joai except N=b)1=155,
5=155, 100,
8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI?PI 1.
9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �� OREG � �Q
LOAD CASE(S) Standard 9iL G'Y 12,
E?H O�
RENEWAL DATE 12/31/201S
August 4,2015
QwARrvwG.PleasemwwpnnoNavvlM"Cuelomeh MenoiMC� nlof PmBuia Sd and Temabr ManNaaurw PrMuv4^mrm.vwlN deagn wraTelen artl reM rasa on m.Trm Drpin Dnvnp tool
eM the ON Rehrence Nook(rev.1114)Caters use Umess offierenes aebd an she TDD,on,M1eM ohnnedor intense MIIM weH roans TOD to the vma.M a Tostai Desgn EWnaer(a,SPecuMEoneen.
IM1e Beal on any TDD repoJemewaccer4anw of the sensational en,yraner,hestonably,f fns 00agn dfm trill Toney oeM.on The roD nnN uNxh TPI1 me deslslpi melon bs]Irq Mn ria.
aunaCAilyaM we of lata Trw Many BUNrq bine rmpnOdrty elm fNnrtr Ne Ovmel NM ed pent N BU MmB Oas�na nine wMezl o/Ve 0.18C.Ine 1pgl-tNe.e a DD. Th. '
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paAcn
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T.
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LLC
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Job Truss Truss Type any Ply weaw^m Nomea-Ldi
1102]53]]
J1504482 90.1 Gammon 12 1
Job Reference Anel
RpbulN aeavMon,OR, Beaverton,OR ]900 s Otl 3 2014 MTex IMueMa Inc Man nap 0319'.11232015 Ppe 1
ID'.Jec_KnsXH9gDYNJailRg7z7yPK4 3ucz7S7 N17b oj2DZJrv_LMrCwQeoAN9ryrTBl
. soo I loco i 1s4o I 2646 1
soo sao sao s4o '
4x4 = Scale=1'.53.8
3
1000 12 8X 2.4 0
7z ryy
6 d
3,10= 6 3x10 =
3x8=
604 2040
60.0 1060
Plate Offsets(X Y)— [t0-10-0 0-1-91 [5:0.10.0 0-1-9]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (I=) Udefi L/d PLATES GRIP
TCLL 250 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.13 5-6 >999 240 MT20 220/195
(Roof Snow=25.0) Lumber DOL 1.15 BC 037 Ven(TQ -0.42 5-6 >556 180
TCDL 7.0 Rep Stress Inv Yes WE 0.26 Horz(TL) 0.03 5 n/a n/a
BCLL 0.0 ' Code IBC20127fP12007 (Matra) Weight:93111 FT=10%
BCDL 100
LUMBER- BRACING-
TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6.0-0 ori purlins.
BOT CHORD 2x4 OF No.t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 OF Sid G
REACTIONS. (Ib/size) 1=824/0-5-8 (min.0-1-8),5=B24/0-3-8 (min.0-1-8)
Max Hom 1=242(LC 8)
Max Uplift 1=157(LC 10),5=458(LC 11)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. p$"H 1)
TOP CHORD 1-7=10151263,2-7-8561278.2-8=7871247,3.8=-6661260.3-9=-6661260. 4%r
P7ASyAY��(L-
4-9=787/247,4-10=860/279,5.10=1020/265 �peY
BOT CHORD 1-6=236/779,5E=120/733 x
WEBS 3.6=187/661,4-6=345/299,2-6=336/296
NOTES.
1)Wind:ASCE 7.10,Vu6=140mph(3-second gust)Vasd=111mph;TCDL=4.2psF BCDL=6.0psF h=25ft;Cat.II;Exp 0,enclosed;MWFRS
(envelope)gable end zone and C-C Extenor(2)0.2-1210 3.2-12,Interior(1)3.2-12 to 7-0-0,Extenor(2)7-0-Oto 10-0-0,Interior(1)13-0-0
to 16104 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate
grip DOL=1.60 �A
2)TCLL:ASCE 7-10;Pf=25.0 psf(Oat roof snow);Category II;Exp B.Fully Exp.;Ct=1
3)This truss has been designed for a 10.0 psf bottom chord live bad nonconcunent with any other live loads.
4)'This truss has been designed for a live load of 20.0p rl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
At between the bottom chord and any other members. ED PROF
5)A plate ra9ng reduction of 20%has been applied for the green lumber members. ,t{OP Fss
6)Provide mechanical connection(by others)of muss to bearing plate capable of withstanding 100111 uplift ill joints)except(0=b)1=157, �Gj GIN
5=158.
7)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 85FJ WE
8)"Fix heels only'Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
W��a'�.
RENEWAL DATE 12/31/2015
August 4,2015
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aryuC
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Job Truss Truss Type Qty Ply weatM rear
red,
110275378
.11504162 901 Common 5 1
Job Reference o 1,Industries
n u
PrOouid aeeveM1on,OR. Beeveaon,OR. 7Sol a Oct 32014MnMdGpJtlm5c Man R4p03 T9 iEmkPatSpp 1
ID:Jac_KruXH9gDVNJaiIRq]z7yPK{MtlG17J04m5V911NyyR4gVJOT94iErakPa16v3hHyrTBH
48a � 98a 148-a 1&38
' 4B8 50.0 5-60 4814
4x4 = Some=1:53.8
4
moo 12 8 10
2x4 O
2.4
3 5
3x4 88
2
3- -7
1 6
4x8 II 7 4x8 II
3x8 =
9&8 1638
68-8 6614
Plate Offsets(X,V)- f6:0.3-9.Edgel
LOADING(psf SPACING- 2-0-0 CSI. DEFL. in (loo) Ill Lid PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.13 6.7 >999 240 MT20 220/195
(Roof Snow--25.0) Lumber DOL 1.15 BC 034 Ven(TL) -0.42 6-7 >555 180
TCDL 7.0 Rep Stress Ina Yes WB 0.24 Horz(TL) 0.02 6 n/a n/a
BCLL 0.0 ' Code IBC2012]TPI2007 (Matrix) Weight:95 lb FT=10%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0oc purlins.
BOT CHORD 2x4 OF No.I&Etf G BOT CHORD Rigid ceiling directly applied or 1030 oc bracing.
WEBS 2x4 OF Sid G
WEDGE
Right:2x4 DF Std
SLIDER Left 2x4 DF Sid-G 2-11-9
REACTIONS. (Ib/sae) 1=807/Mechanical,6=807IMechanical Op�
Max Hoa 1=242(LC 9)
Max Uplift 1=-152(LC 10),6=-153(LC 11)
p 'Y
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. Ox
TOP CHORD 1-2=9851249,2-8=-8571261,3-8=818/273,3-9-7501240,4-9=6351254,
4-10n=-640/256.5-i0=-756l Im-823/272,6-11=980/258
BOTCHORD 1-7=224/739,6-7=112/694
WEBS 3-7=313/286,4-7=178/618,5-7=329/293
NOTES.
1)Wlnd:ASCE 7-10;Vutt=140mph(3-second gust)Vastl=111mph;TCDL=4.2psf;BCDL=6.Opsf h=25ft;Cat.II;Exp B;enclosed;MWFRS
(envelope)gable end zone and C-C Exbt ior(2)0.0-0 to 3.0.0,Ilnerior(1)3.0-0 to 6.6-8,Exterior(2)6-6-8 to 9-6-8,Interior(1)12-58 to
16-2-10 zone;cantilever left and right exposed;C-C for members and forces&M WFRS for reactions shown;Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 .r,�, F SS
3)This buss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. Qk Ep pRUF
4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will CD ANG)NU /p
fn between the bottom chord and any other members.
5)A plate rating reduction of 20%has been applied for the green lumber members. 4 855 PE
6)Refer to girders)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)except(n=lb)1=152,
6=153.
8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
9)"Fix heels only"Member end fixity model was used in the analysis and design of this Ill OREGON
LOAD CASE(S) Standard 9iy Gi p 12
SEFH O�
RENEWAL DATE 12/31/2015
August 4,2015
QwMNING-Pleas M«orpnn revlevineC 1 r' /eNnoMeUge m IRo&ea 51aN NT ro Man ha eaP Mucb'ro verlN aWp wramete rdread hadeformil Deal D 'Iq ITDDI
and Me bJ Rall Smallyher,.11141 befor,unde Uoll othemoseMa1M onthe TOD only MTM correctorrAinee thral be didedNitrate TDDI Cevalq K T p qnE 0 C .SInecday,Ena'anyon
Me rryTDDrep MphnmdNepokcvmaleMimenWree(nftUlnyfOrMe Gaq Win pki E px1e0 M TDD ly ma TPI1 Thedpn p(q eland Mil The
4onal Mueeollli T I ectoo IM pc dlAy tT phner Meawne NM W peM N e 'wbik B iM Mxgmra I wt IBr ki to Iwo/ iM MTPI1 TM1e ,
Pprw l Ilfi TDD tl Al ltl WM T tlWrONMr em p,'�alabT and SS ,eM1 N[e 1nd q dllry oliM1 c N BDag r MC taut NI nW eel ul Me TOD rMin
De ntlp ian tagpC ni5krylb mane(by a11Ptrol aey To tli arae,l ale�rM nNoved al The Tr TPI at beffines boom,lfia NOTtheIme burning Deal aM1TrrtareSl e Trues OEnBneer
DeaO Ery riMT Mub4t a inTPI1OefinM bJiCOMratl reM noon vi x�Ar II rues moNM.The Truss pesi n
for arty budding.All cagUl¢M terms are x 4finW In TPI 1. '
�Y06Lcc
LagrgM 03ID14 Proauid-DrJ Enpinarirq,Ll(DrJ)Repo]u]bn of Ne Ja«anenl In any I«m,rs proniMM MfiMvrtElen pamsuon from Proeu110.0rJ.
Job Truss Truss Type Ory Pry wedwooe Homes-Lott
1102)5]'!9
J150448z Col GABLE 1 1
Job Reference o anal
PrpCuiW BeeweoM1 OR, eeawdpn,OR. )900 a Oct]2014 Mrek Ineualtlee,Inc Mon Au 031911 25 2015 PM
1
ID'.Jac_KrzaXH9g0VNJaiIRg7z)yPK-pVAf1 f1IXOtlOMuy8N9c33T0Ex6bVJBcjSGdDjyrTBG
' � ala az.tz 1aia2 I lase (asR
1-10 47'7-8 477-e a]-fi 47)-8 100'
4x4= Scale 1:53.0
10.00 12 4-138 2)
5
914 17 19
3.4 11
25 39 3x47
8 3 - 2 2 2
2 8
474 7 Id
4x9= 8 4x8 =
5x8=
42-12 18-5-
&2-12 92-12
Plate Offsets(X V)- [2:0-5-4,0-2-01,[6:D-r>40-2-01 18:0-4-00-3<I 110:0-2-00-0-121 [17:0-2A 0-0-121
LOADING(loaf) SPACING- 2-0-0 CSI. DEFL. in (to 8de8 ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.09 2-8 >999 240 MT20 220/195
(Roof Snow=25,0) Lumber DOL 1.15 BC 0.31 Vert(TL) -0.29 2-8 >740 180
TCLL 7.0 Rep Stress Ina Yes WE 0.25 Hom(TL) 0.02 6 n/a n/a
BCLL 0.0 '
BCDL 10.0 /TPI20W Code IBC2012 (Metrix) Weight:150 lb FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 OF No.II Bir G TOP CHORD Structural wood sheathing directly applied or 10-0-0 GO purlins. Except:
BOT CHORD 2x4 OF No.t&Btr G 6-0-0 oc bracing:2-3,3-0,4-5,5-6
WEBS 2x4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 OF Std G JOINTS i Brans at Jfs):4,5,3
REACTIONS. (Ib/size) 2=835/0-5-8 (min.0-1-8),6=835/0-5-8 (min.D-1-8)
Max Ho¢2=233(LC 9)
Max Uplift2=-185(LC 10),6=-185(LC 11) �pSBPA D�c
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.TOPCHORD 2-25=-970/228,325=916/249,3-26=-739/203,426=629/217,4-27=629/217, "Y
527=-739/203,5-28=916/249,6-28=-970/228 r0�
BOT CHORD 2-8=214/774,6-=-103/722
WEBS 4-8=138/628,"=352J275,3-8=352I275
NOTES.
1)Wind'.ASCE 7-10;Vuit=140mph(3-second gush Vasd=111mph;TCDL=4.2p5f BCDL=6.OpsY h=25R;Cat.II;Exp B;enclosed;MWFRS
(envelope)gable and zone and C-C EJderior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 6-2-12,Exterior(2)6-2-12 to 9-2-12,Inlerbr(i)
12-2-12 to 16-5.8 zone;cantilever left and right exposed;C-C for members and forces&M WFRS for reactions shown;Lumber
DOL=1.60 plate gnp DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Details as applicable,or consuit qualified building designer as per ANSI/rPI 1.
3)TIC LL ASCE 7-10;Pf=25.0lost(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 � as
4)This truss has been designed for greater of min roof live load of 14.0 post or 2.00 times flat roof load of 25.0 par on overhangs Ep PROFFS
non-concurrent with other live loads. ��j NGIN,FLc /D
5)All plates are 2x4 MT20 unless otherwise indicated. '9 2
6)Gable studs spaced at 2.0-0oc. 8 2 PE r
7)This truss has been designed for a 10.01 bottom chord live bad nonooncurrent Wish any other live loads.
8)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fa between the bottom chord and any other members.
9)A plate rating reduction of 20%has been applied for the green lumber members.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 It,uplift at joints)except(p=1b)2=185, 479 OREGON Q`
6=185. L ✓G all ,`<4
11)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI?PI 1. 9jL )'12
12)"Fix heels only'Member end fixity model was used in the analysis and design of this truss. 4
13)Grephical purlin representation does not depict the sae or the orientation of the Purim along the top and/or bottom chord. IS PH 10
14)No notches allowed in overhang and 10000 from left end and 10000 from right end or 12"along rake from scarf,whichever is larger.
Minimum 1.5x4 tie plates required at 2-0-0 o.c.maximum between the stacking chords. For edge-wise notching,provide at least one
tie plate between each notch. RENEWAL DATE12/31/2015
LOAD CASE(S) Standard August 4,2015
A
WARNING Press thastr ryrevre«theC I r Acknovaids Ia crpemcrossedaWN
d r ro uanaa ee cro]utsM Why e o wamal M ea w sM r o gno n,jan Mm oJReference Street(rev 11-14)becUnisys oneness aaee on the roo onlyuT&bernmeclor hosays shallM morelro this TOO 0Ee valid As a Thas nese En, t. ,srenuXy Orontes),
lire �I1y mroo a rib W olm hexameter,
e I ry re euW¢iaM ry lne apro oto orer eelxaea N roo Iy. rd TPirrn a ren pi le Me ria
eHI t ushe TDotMT ro yB aro IM p%n Ml Ime oM4 Ne ovner a.4MreB]BQeM M a ari9 Cdgn the Mbien c tr lac,me Jowl Wlarp cM Mrnotrne' ,
IV Bus Mtn r aWVg Men SCSI lootemed by Mda rg, nanneme poor dlRy Im B telrq Ong mMe last PIIrM eel a Thre De am
p cfi M9u so s a Bc Maareryl ro Mo IacspgdiaMebyTel MsacA r nae ere Ti l erTheT rPltEV Itre Tt 'dli aMeoreaorme rrmoern muss
Over,any
Esoms, sol Trues u Mach run TPI
tyacoMna aareetl Lean nwNr9 even pens mdvee.The Trun De.enEreneere NOT me eu am9 rlesi9nerrvmi¢a system Erp ne«
kf arry CU tlng.All opfial¢M Lerma are a hfinM in TPI t
LLC
Ccp/rgM02pt4 Pro9ulk-OrJ ErpineenrqLLC.IorJ1 Repro]u tion of Me CaumeM,in any form,¢pMIdIeC wtlnoM vniXn permission M1pm ProBaWIXJ.
1
Job Truss Truss Type Qty Ply weMwooa Homes-Lot1 I..
1102]538
J1501662 602 Common 2 1
Job Reference o tional
ProSulk Beavenon.OR. Beeverron.OR. 7900 e Oct g7z7yP M lk lE?l KHe,lnc Monlb 03191 p2Wt 6 Page 1
ID'.Jac_K24XH9pDVNJaiIRg7z7yPK-HIk1 E?1 KHilt 2XL3r)IbDYVwWxp2WtKmOAm9/rTBF
r1-0a a)-a ( 4z-iz 1a1az lase 14sa
'1-ao
al-7-15
4x4 = star=1.50.3
4
10,00 1z
m
2x4
2.4 i
3 5
d
9 12
3 -0
e,y 2 6 yy
bre = 6 44 =
Us=
42-12 is"
42-12 42-12
LOADING Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) 0.19 6-8 >999 240 MT20 220/195
(Root Snow=-25,0) Lumber DOL 1.15 BC 0.31 Vert(TL) -0.29 2-8 >743 180
TCLL 7.0 Rep Stress Ina Yes WB 078 Hom(TL) 0.02 6 n/a n/a
BCDL 10.0
BC0.0 ' Code IBC2012/TP12007 (Matrix) Weight:891b FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied a 6-0-0 oc pudins.
BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 9-6-11 oc bracing.
WEBS 2x4 DF Sid G
REACTIONS. (Ib/size) 2=835/0-5-8 (min.0-1-8),6=835/0-5-8 (min.0-1-8)
Mex Horz 2=245(1_C 8)
Max Uplit12=182(LC 10),6=-182(LC 11)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-9=918/888,3-9=-773!706,3-10=-709/664,4-10=-590/684,4-11=-590/684,
5-11=-709/664,5-12=-773/706,6-12=-918/688
BOT CHORD 2-8=423/651,6-8=423/651 �O
WEBS 4-8=749/529,5-8=-308/269,3-8=-308/268 O�
NOTES.
1)Wind:ASCE 7-10;Vuft=140mph(3-seoond gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.OpsF h=25ft;Cat.II;Exp B;enclosed;MWFRS
(envelope)gable end zone and C-C Exterior(2)-1-00 to 2-0-0,Interior(1)2k0 to 6-2-12,Exterior(2)6-2-12 to 9-2-12,Interior(1) AV
12-2-12 to 16-5-8 zone;porch left and night exposed;C-C for members and forces&M WFRS for reactions shown;Lumber DOL=1,60
plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pf=25.0 pat(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1
3)This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 25.0 pat on overhangs
nomconcunem with other live loads.
4)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrenl with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 0 PR Or
fit between the bottom chord and any other members. 1•
6)A plate rating reduction of 20%has been applied for the green lumber members. Gj GINE 9 /
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 to uplift at joint(s)except(jt=lb)2=182,
6=1B2.
8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI?PI 1. 8552 r
9)"Fix heels only'Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard A� 0 EG
9,y Cil 1"12
SEPVA O�
RENEWAL DATE 12/31/2015
August 4,2015
WARNING PleaemcrorpnM reyeetine CifshamrNrAcxnoyrw,rnnaMrbRo8uik1 standard rb hfanNbyhuhbrilbrroftcd form V E on Mrarroxerry arrob heart nd«on ins T 0«pn Dr rp(TDD)
Mm IXJ RNererce aM1 q .11101 bel UI WM1e NIeU Pe Tpp, ryMTM d Ix1 aM1 IIM Mb0 pD1 [e eleN T De Erp (. ,apecdlly Erpn«r1,
m MT of p m pla isi k m rq eepom dlM lorlM E«p nt r Bui DpQne N TDp ry uM C tMIM1 tledan qw loa]Ingg rt T e
ea i MrTDDrr T ro yB nm 11R pJ blqonal VM nne,memiNlq WtNw agent N a rand p e Don I,u eIRCIM The bra nal Wlprp cv Waca I1.TM1e
aMMaloftheTDDaManyfieldeMeTwndW rghandin 1 n,a,inadllatonaMtlorpshalMtMry NltyoftheSuiWingengmrm CoMmMr frAnonearanovintneTDIDarrithe
brababery ofEitykfingL « t Saint robannyhon IBCSI)pWynM by for ane SBCA are reforanobilt general godyanob TPltdefin " go tiN aMdul lthe Trun Deep Trvn
Der,ii-En,heneranoTrussmanu diber unimso erx danedbyaLpNadnre umn nxMb WatlpedleapmoNW The True Deelgn En,neer a NOT the BUHng Dernagner or Titans Staten Ergmeer
for any Wiring Mi caglal¢M terms are:defined In TPI 1.
coPyrpm 0 zo+4 PrgamNOrJ 6,on«nrp.uc.lDrJI RepW aclan of they aommnt In any rerm,'re Proddled.wnpn wmen Ixrmreclon from ProadnorJ.
EJVON1116ttc
Job Truss Truss Type Ory Ply Wesevoptl Horden-Lal
1IM75MI
J151N482 CO3 Common Giller 1 ex
L Job Reference tional
Pmbuid Beaverton,OR. Beaserron.OR. ]600 a Om 32010 MDek Ineu9riea,Inc Mon Augg 319112]2015 Page 1
ID'.Jac_Krss%H9gDVNJaiIRg7z7yPK-IZIPSL2yZOIkcC5XdZeX8Q5tMvDSnybOZQBklcyrTBE
4-Re 32-12 I TO., 165-8
4]-8
4.4 = scale=1'.49.6
3
11
0.00 12
3.4 G 3x4 O
2 4
2-
5
'd
3, = 8 ] 6 3rd _
3A 8x8 = 3x8 II
0.]-8 9-2-12 1310.2 1 e5$
0.]-8 0.]$ 4]$ 4-71
Plate Offsets(XV)- 12:0-1-00-1-8113:D-2-o0-1-41 w:0-1-00-1-8) 16:0-3-120-1-8t 17:0-4-00-3.121 rB:0-3-120-1-81
LOADING(psi SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 7.15 TC 0.19 Ver(LL) -0.05 7-8 1999 240 MT20 220/195
(Roof Snow-25.0) Lumber DOL 1.15 BC 0.54 Veri(TL) -0.13 7-8 1999 180
BCDL 7,0 Rep Stress Ina NO WB 0.79 Hom(TL) 0.04 5 We true
0.0 '
BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight:216 Ib FT=10%
LUMBER- BRACING-
TOP CHORD 20 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2X4 OF Sid G
REACTIONS. (Ib/size) 1=3780/0.5-8 (min.0-2-2),5=3780/038 (min.0-2-2)
Max Horz 1=220(1-C 7)
Max Uplift 1=-1024(LC 8),5=-1024(LC 9)
Max Gray 1=3960(LC 15),5=3960(LC 16)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=4819/1253,2-3=3242/929,3-4=-3242/929,4-5=4818/1252
BOTCHORD 1-8=1 W5/3742.7-8=1075/3742,6-7=-911/3619,5-6=-911/3619 O�
WEBS 37=1057/3810,4-7=1642/588,4-6=-519/1909,2-7=1641/587,2-8=518/1908
NOTES-
1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:2x4-1 row at 0-9-0 oc.
Bottom chords connected as follows:2x6-2 rows staggered at D-9-0 oc.
Webs connected as follows:2x4-1 row at G-9-0 oc. raa,�
2)All bads are considered equally applied to all plies,except 0 noted as from(F)or back(B)face in the LOAD CASE(S)section.Ply to ply �•��/Xll1�
connections have been provided to distribute only bads noted as(F)or(B),unless otherwise indicated.
3)Wind:ASCE 7-10:Vua=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psF BCDL=6.Opsf;h=25fl;Cat.11;Exp B;enclosed;MWFRS
(envelope)gable end zone;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 0 PROF
4)TCLL:ASCE 7-10;Pf=25.0 psf(gat roof snow);Category 11;Exp B;Fully Exp.;C1=1 , tOP fill
5)This truss has been designed fora 10.0 pet bottom chord live load nanconcunem with any other live bads. 61 NG)NEE /Q
6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 9 y
fit between the bottom chord and any other members. $55 PE.
7)A plate rating reduction of 20%has been applied for the green lumber members.
8)Provide mechanical connection(by Whers)of truss to bearing plate capable of withstanding 100 lb uplift at joings)except(jt=1b)1=1024,
5=1024.
9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard AN SIrrP1 1.
10)Girder carries tie-in span(s);18-5-8 from 0-0.0 to 18-5-8 '9 OREGONQ'
11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 1- ✓
. LOAD CASE(S) Standard 92 a� Y 2 20 oG�~
to
1)Dead+Snow(balanced):Lumber lnaease=1,15,Plate Increase=1.15 SSE P H
Uniform Loads(pit)
Vert:1-3=64,3-5=64,1-5=-356(F=336)
_ RENEWAL DATE 12/31/2015
August 4,2015
AWARNING PleMM x m SHIMaoWhM1M wtn T to f PCMou.IMg M IP Bww SIrd NT b WnNd a Po]e ra y"
tyE q raa el M E dec IM1 T Della D rmp(TIM)D RemanM1e1114)tlel rvns to T Unl MM1emeTOD IyMk beetl
,dwpW M llb 0 TDDI Le aid.An T Da nErq (. ,Sreaalry Ergneer),
iM1e amna In anyTDD mommendea an accordanceofthe Vinfrommanal en,ineenar,reemonamint,1 the Esq afthe iiii Them EePlme4 on Me TDD onfir,under TPI1 iM1 J gn pt baoirg MNwq,
IpdIM tl IIM1 T 1 YB tlU rq IM Pon bpM IN 6.me,Te Gwneh NM Ma9en1 M B kligD ® tim ntetl INtM1eRC i IBC tM1elocnlWN paV ni1 TM1e ,
rp IMe TDD rM yfiltl WM T d,dr,h Elm& ye'Wllap Mdaarg,cM1aY[etM1 icily fm B b gDeaq raMC Ira] Pll ml aH M ill TOD vdM
predrom..'adefiney.fRurider,L oo msi lnb maim IB published by TPland SRI am rearemandlradM l godamord.TPI 1 carries the refordidiall di ofthe Two,banisher Trum
Deng Ery raMi M uracl MM1erx+se EernMtyaCOMratl apreM up�nnvnEirq by ap prlM nvoNN.The Trans De&9n Eori a NOT TM1e BUMing Trani or Truss system Enireer
for any W ah,All-dea d.lerm5 are.narration TPI 1. �•�aaa�ea/x
Great�aGGMNLLC
Co1rgM02014 PmBmdDrJ Enpineerire.LLQ(Orl).Repo]i tbn olln¢Wvumem,In any fmn,a proMdrN wAnM vnAlen permulon horn ProBupbOrJ
JOb TN65 Truss Type city Ply WaelwapE Horne.-Lot 1
1102]5382
J1504162 D01 GABLE 1 1
Job Reference(optimal)
PraaYlM Beaw4on,OR, eaawrian.OR. 7800 00 3 K-D7snfh3apJ?bD MiTem,Industries;In hMon IBAug0319 11Jh.282015Pags1
ID'.Jac_KrzsXH9gDVNJaiIRq]z]yPK-D7srrth3apJ?bDMhIBG9mgees5Jhd Wau9o4tHq2yrTBD
_ r1-o-Dl sao I 1166 I
'1-ao sso s9-o
4x4 = scale=1'49.1
1100 12 4
6
3x4 // 1
3 41 81
31 8
1 2 Id
4.5/i 13 12 11 10 9 3x4
3x4 II
116-0
1150
Plate Oftsets(XY)— [2:0-1-130-2-0I 15:0-1-40-0-0) 15:x1-40-D-4] 15:Edpe0-0-6) 18'0-0-00-1-41
LOADING(Pat) SPACING- 2-0-0 CSI. DEFL. in floc) VdeB Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) 0.00 1n/r 90 MT20 220/195
(Roof Snow=2S0) Lumber DOL 1.15 BC 003 Ven(TL) 0.00 1 n/r 120
TCDL 7,0 Rep Stress lna Yes WB 0.09 HoR(TL) 0.00 8 This n/a
BCLL 0.0 ' Code IBC2012/7P12007
BCDL 10.0 (Malta) Weight:901b FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 OF No.1&BIT G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 OF Std G
REACTIONS. All bearings 11-6-0.
(lb)- Max Hoe 2=209(LC 7)
Max Uplift All uplift 1001b or less al joint(s)8,2,13 except 12=-197(LC 10),10=-191(LC 11),9=-140(LC 11)
Max Grav All reactions 250 Ib or less atjoint(s)8,2,11,12,13,10,9 �$8tFl
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES- �p
1)Wlnd:ASCE 7-10;Vua=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf h=25ft;Cat.II;Exp B;enclosed;MWFRS
(envelope)gable end zone and C-C Comer(3)-1-D-0 to 2-0-0,Exterlor(2)2-0-0 to 2-8-8,Comer(3)2-"to 5-8-8 zone;cantilever left
and might exposed;C-C for members and faces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),we Standard Industry a
Gable End Details as applicable,or consult qualified building designer as per ANSITPI 1.
3)TCLL ASCE 7-10;Pf=25A par(Oat roof snow);Category 11;Exp B;Fully Exp.;Cl=1
4)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times Bat roof load of 25.0 pat on overhangs Araa,�
non-conarrtent with other live loads. •�al�
5)All plates are 20 MT20 unless otherwise indicated.
6)Gable requires continuous bottom chord bearing.
7)Gable studs spaced at 2-0-0 oc tD PROF `rS
8)This truss has been designed for a 10,0 psf bottom chord live load noncuncurrent with any other live loads. P F
9)'This trim has been designed for a live load of 20.Opsf On the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �Gj ANG)NEF9
fn between the bottom chord and any other members.
10)A plate rating reduction of 20%has been applied for the green lumber members. E{5 6PE.
11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,2,13 except
(it--lb)12=197,10=191,9=140.
12)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSVTPI 1.
13)"Fa heels only"Member end fixity model was used in the analysis and design of this truss. ,n
14)No notches allowed in overhang and 10000 from left end and 0 from right end or 12"along rake from scarf,whichever is larger. Y GREG4
Minimum 1.5x4 tie plates required at 2-0-0 oc.maximum between the stacking chords. For edge-wise notching,provide at least one ✓ As'�
tie plate between each notch. IV4, Gi N�2
-LOAD CASE(S) Standard -Y SEFH
RENEWAL DATE 12/31/2015
August 4,2015
,&WARNING Played thoorgPh revawthe tamonsesAcknwNttg Mo(Proiliumid standard Ttor ManNatlueE PrWuCb'Non V HE g pamH MrW notes IP T Daemon Drawn,(TOO)
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tae sualon any TDD relaesents an acxpla ortheprofessional rg ing doxydraider,l tire tl g Ofthe i Trust E plciM on Me TDD only, Me TPI1 Thedeugnamadiumorations b drq MI[iona,
aaGltyvM otta T b yB k g la po titllly ,s cards,M Ow»Y uN M pent s, Burns,D Designer tM M ltl Ila IRC tM1 IBC to I�IauM Bort aMTPI1.Tae
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cewg Erg ani M Idu dAennse than M a Conrad agreed upon'n wiiarg tag am runes mdved The Trust Desgn Engncer a NOT the aulldlrg Dal or Tres System Engineer
,or aM humer,Al napllal¢M tarn any as tleanM n TPI 1 tLC
CopygM02014 PmBuio-DrJ Ergmxnrg,LLQ TrJ)Rephaduchon of Ih¢Emument In any loom,rc proMdb]wIIhoN xiillen permceum hom PmBulp-0rJ.
Job Truss Truss Type Qty Ply WYIwopO Homes-Let
I104)SOBJ
J1504404 D04 Camnlan 6 1
Job IA 3314 mid,I Industries
PrpWIN Bewa4on,OR, Beaverton OR. 7.fl00s0a 34014 MTak IlMutlrbs lnc Mon Aug 03 19 1129 M15 Par
zLLdFDJMdgpe1
ID:Jac_KrzsXH9gDVNJaiIRg7z7yPK-0 Q9s14Datl7SrWGwl_g?DrAzl-LtlF9DJOktlgUUyrTBC
e I1pJ)_I i&o tt-B-O
40 Sao Sao
40 = Sule•1"5
3
14.00
7
8
4
4 1
s 5 a
1x0= 4.1
=
4x4 II
S9-0 I 116-0
Sao S40
Plate Offsets(X V)- 12:0-8-0,0-1-81,14:0-8-0,0-1-71
LOADING(Pat) SPACING- 2-0.0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) 0.07 4-5 >999 240 MT20 220/195
(Roof Snow=25.0) Lumber DOL 1.15 BC 0.24 Vert(TL) -0.09 2-5 >999 180
TCDL TO Rep Stress Ina Yes WS 0.14 Horz(TL) 0.00 4 Na Na
BCLL 0.0 ' Code IBC2012/TPI2007 (Maida) Weight 54 Ib FT=10%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 DF No.l&Btr G BOT CHORD Rigid ceiling directly applied or 10.60 oc bracing.
WEBS 2x4 OF Sid G
WEDGE
Lek 2x6 SP No.2,Right:2x6 SP No.2
REACTIONS. (Ib/size) 4=459/65-8 (min.0-1-8),2=547/0-5-8 (min.0.1-8)
Max Hoa 2=224(LC 7)
Max y 4=91(LC 10),2=-110(LC 11)
Gra
Max Gray 4=493(LC 18),2=547(LC 1)
FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. �Ox�
TOP CHORD 2-6=556/151,6-7=456/156,3-730/172,31=551/164
BOT CHORD 2-8=-401304,5-8=-40/304,59=10/304,4-9=-40/304
WEBS 3-5=64/335
a
NOTES.
1)WAntl:ASCE 7-70;Vuft=140mph(3-second gust)Vastl=111mph;TCDL=4.2pst BCDL=6.Opsf;n=25R;Cat.II;Exp B;enclosed;MWFRS
(envelope)gable end zone and C-C Exteria(2)-1-"to 2-0-0,Interlor(1)200 to 2-9.0,Extedor(2)2-9-0 to 5-9-0zone;cantilever left
and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL ASCE 7-10;Pf=25.0 pat(flat roof snow);Category ll;Exp B;Fully Exp.;C1=1
3)This trues has been designed for greater of min roof live bad of 12.0 psf or 2.00 times flat roof load of 25.0 par on overhangs
non-concu em with other live bads. P�p PROOF
4)This truss has been designed for a 10.0 psf bottom char)live bad noncuncumem with any other live bads.
5)'This truss has been designed for a live bad of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 200 wide will
fit between the bottom chord and any other members,with BCDL=10.Opsf.
6)A plate rating reduction of 20%has been applied for the glean lumber members. 85 PE r
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 It,uplift et joint(s)4 except jt=Ib)
2=110.
8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard ORE� ✓G`
'1' Y12e2
SEPN
RENEWAL DATE 12/31/2015
August 4,2015
WARNING freare thmoNhN reekwthe CreemeeftXMu.YeGpe 1 ofPmBus!Standard T b MantlN MPrcdermfa V ftmatterpe arm M E Dee thei 0 qn Drayer,(Too)
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(p 1theTDO.N.- MovM attl T q W rig laMl h efu) e.ingalN M b rq, halite or tippy x1111 B k rig Designer..em l azb de ml ...an T TDD ar,rM
pra[Scu Mgutlel iBuytlryC � 5.1eary e...nleTnnIECS11 WMlahed MTPI MSBCA referenced!b generalguk TPI ltleflroe111 eaIlO GHin aM Eut It1uT UY pY,Mr,TruY -alk
ueeq Er, reMT M opal bee oNem2e EefinM C/a CoMYoi,mo pm nwIt,M lllanne nchr.The inm Ceegn Er,Ineers NOi 111e Bu plop Cevprcra TruY aptem Erq neer
IV erry W k N All CagGl¢M terms are Y tleMeE In TPI 1
GreawsacralNLLC
COyyr,InO A14 Prc8uILLIXJ Erynttnry.LLC.IpJI Rego]vHwn Oletie hCYmMl,In any lamegalMetl xlM,I wigM pem,WMlrpn PrOOwbDrJ
Job Truss Truss Typepty Ply wesexam Bomes-Lott
02]530
J1506182 D03 Corrwon Girder 1 a0
L Job Reference o tional
PrdwlW BeaaMm,OR, eeawaon,OR. >800slR 37yPKM iewHi5TliENA Mon Auq GKmX312015 Peet
ID:Jac_KrzsXM9g0VNJaiIRg7z7yPKaiVwHi5T6ENA4ppISPiTIGGKmXYhjo?cU26zRNyrTBA
2no- M
0.8 l 2-N
e l 5.ao a>-s
2-1ttca l
2-10-8
4.4 It Scale=1.47.4
3
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2x4
2x4 41
2 4
II
2
1
1-
B 8 9 10
3a8 LUS24 LUS24 6e LUS24 LUS24 3x6
LUW4
SSO 11-50
59-0 590
Plate Offsets(X Y)— 11:06-0 0-2-21,[3:0-1-8,0-2-01 14:0.0.0,0 ,15:0-6-0,0-2-11,16:0-4-0.0-4-81-0-01
LOADING(pap SPACING- 2-0-0 CSI. DEFL. in (loc) gde8 Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 023 Vert(LL) -0.04 5-6 >999 240 MT20 220/195
(Roof Strow=25.0) Lumber DOL 1,15 BC 0.65 Vill -0,10 5-6 >999 180
TCDL 7,0 Rep Stress Ina NO WE 064 Horl 0.01 5 n/a his
BCLL 0.0 Code IBC20121TPI2007
BCDL 10.0 (Malta) Weight:1391b FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural mod sheathing directly applied or 6-0.0 oc pudins.
BOT CHORD 2x6 OF No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing.
WEBS 2x4 OF Sid G
REACTIONS. (Ib/size) 1=2510/0-5.8 (min.0-1-6),5=2402/0-5-8 (min.0.1-8)
Max Horz 1=-202(LC 19)
Max Uplift 1=-522(LC 9),5=500(LC 8)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=2194/498,2-3=2084/530,3-0=2083/529,4-5=-2194/497BOTCHORD 1-7=344/1374,7-8=344/1374,6-8=344/1374,6-9=-274/1373,9-10=274/1373,
510=-274/1373 Ox
WEBS 36=702/2887
NOTES-
1)2-ply truss to be connected together with 10d(0.131"1 nails as follows:
Top chords connected as follows:2x4-1 row at std oc.
Bottom chords connected as follows:2x6-2 rows staggeretl at 0.9-0 ac.
Webs connected as follows:2x4-1 row at 0-9-0 oc.
2)All loads are considered equally applied to all plies,except 8 noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply AL
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise Indicated.
3)Wind:ASCE 7-10;Vuh=140mph(3-second gust)Val 11mph;TCDL=•4.2psf;BCDL=6.Opsf;h=25ft;Cal.Il;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 0 PRQf
4)TCLL ASCE 7-10;Pf=2S0 psi(flat roof snow);Category II;Exp B;Fully Exp.;Claw 1 ,tfLP Fss
5)This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. �j GI N f /
6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will
fn between the bottom chord and any other members Q� 9
7)A plate rating reduction of 20%has been applied for the green lumber members. 8552P
8)Provide mechanical connection(by Others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)1=522,
5=500,
9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIrrPI 1.
10)"Fix heels only'Member end fixity model was used in the analysis and design of this truss, 0"E130 Q'
11)Use Simpson Strong-Tie LUS24(4-SD9112 Girder,2-SO9212 Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting r/G4 11 �<(I
at 1-6.12 from the left end to 96-12 to connect trusses)003(1 ply 2X4 DF)to back face of bottom chord.
12)Fill all nail holes where hanger is in contact with lumber. Y✓QSE PH
LOAD CASE(S) Standard
1)Dead a Snow(balanced):Lumber Increase=1,15,Plate Increaseiii
RENEWAL DATE 32/31/2015
Continued on page 2
August 4,2015
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px MIM1¢TOD aM yfieM MNei tlm ip M1amlign pe, nalla00 mpa ry, M1 IIMiM ohn,ily Illi -ldrp Designerhe IC thactor.All Mas h in IM1 Tnt am iM1
Pgnrid ManagerialIOrBnNn9Cormorant goal Info abrin(O Sl)pdinm Ey TPI mSBCA entranced to Wria lguM TPI1 der thero Bides am dot Int T coacher,Truss
D Engineer aM Trom Mantrymoner orpareare del M a Contract yreN upon in xSNrp thy all harteelmnvM.The Truss Design Engineer NOT the BU Idle,Digital or True System Engineer
for arty Will All capaal¢M terms are a definm 11 TPI 1.
cmnrecraarre4x LLC
Cop/rgM1[O At<Proal-0rJ Engineering,LLC,(OrJ)Reprmucllon or hlra mcumenh,In any loan,is pohipla]MhoW wlRm perm'revm from PraBuiM4DrJ.
Job Tvu Tvss Type Ory Plyrota"Mood
llonall1
1102]539,1
44
.15092 003 Correrldn GI19e 1 2 oDRefererr» tgnal
Probal0eevenon.OR, %awdon.OR. T 900 s Od 3 M14 MRek IMuWien,last
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10'JacKrza%H9gDVNJaiIRq]z]yPKelYwHi5T6EA07GGKmX ?CUMTR2N
yrTBA
LOAD CASE($) Standard
Undone Loads(pr)
Vert:1-3=64,3-5=84,1-5=-20
Concentrated Loads(Ib)
Vert:6=797(B)7=-797(B)8=797(8)9=797(8)10=797(13)
QWARNING-Please MaoWhM reviewlM'Cusbmer'e PcMnoMMpemenl or Fo9uW steMeM Tame to,Me arecouretl PrMucLL"To.Won N Onpn WremMen and read notes on The Trues Dwpn DraWry(TDDI
aMNe DURekrenw Siddyev MaThoseDideshErgenel Brecully Epns,
IM seal on any TDD reicial an dometanen MlM VOl M2J awareener,reyv Ullyfor the damp ofthe thoseT oriented!on fire TDD mly undisToll Thad q IOMinp MI ase
sudedllry Muw or
b T r yBuytlM4ls(M reepan&dliry 1N gmer the GwneM1 INro Mapenr N 9 png Drop IM D gMtMd Conn IBC.Atnool Ml dry ads aM TPlt Tee
arpcval of me TOO M any field 0 Ne T un.Inculry MMfrq Mail FMauauo ndtol Mau by the ndrwdlM alm Bal Dxgrcr do ,roto.Pll rot M 4 rot TDD Mrn
preNweVurdW IBWnpCwn"'I'dSalary lnbrmatm lBCS1)Wd1aneE Ey TPI MSBCA reI aEb gei gud Tor tdfrcs re eapa er.aM dN of the Tut Dmp ,Trus
Odeon Erg rcer end Trurs M tram,«,tyles otnI—dMnM by a CoMraa yreM tabon'n Amory liy all ryndes Irrvotvcl The Truw Poegn Erpns s NOT be Budanp Gerona,or Trans system Engineer
M aro days,.1 oddial terra as a canned n T11
ENOIII®PMOuc
CogrgM 0201a PrcBuibUJ Ergrieenrq.LLC.GO)flelxW uvtm of M®Tvvnmr,in anY Iwm,w pdnMe]v.MicN waren I'+erm4sim M1om PrcBwNDrJ
Jot, TN59 TN54 Type an, Pty wbW'OOE Hornal-Lott
10275]45
J1504462J15462 E01 (.rumen SW
lunl Gal 1 1
Job Reference I
PrgWIM 9esronon,OR, Beaarbn,OR. 76008Oct
iJ2014 .InMon416P..
IDUepbjSylgBZpgMep]vHyUU9-6u6P,265tWtuVWW0o2SS011lrwwA
YrT89
Lia
-ta-0 138 437 87
1-0a 33-0 2-11-15 0.
4.4 O 1-0D Sple•1 42.5
4.8 O
3
14N 12
64
6x5 \\
1x6 3 airs II
d
eVy«Vy4 2 - a
5 l�
6 7. 6
3x6=
338 338
Plata Onsets(X.V)- 12:0-2-4.0.2-OL f3:0-0.7.0.2-01.f3:0-0.0.0-0-0] 13:0.5-4 0.2-0I f4:0-2d 0-2-0I 110:0.3-0 0-0-41 113:0.0.00401 f 14:0-3-0 01441 118:0.0.0 0-0-01
LOADING(psi SPACING- 240 CSI. DEFL. in (roc) gde6 Ltd PLATES GRIP
TCLL 25.0 Plate Grip DOL1.15 TC 0,13 Vert(LL) -0,00 7-8 >999 240 MT20 220/195
(Roof Snow=-25.0) Lumber DOL 1.15 BC 0.04 Vert(TL) -0.01 7-8 -999 180
TCDL 7,0 Rep Stress Ina Yes W5 0.06 Horz(TL) D00 6 We Na
BCLL 0.0Code IBC2012]fPl20D7 (Matrot) Weight:70 lb FT=10%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x4 OF NO.l6Btr G TOP CHORD Structural wood sheathing directly applied or 640 oc purlins, except
BOT CHORD 2x4 OF No.18Btr G and verticals.
WEBS 2x4 OF Std G*Except' BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing.
2-3,34:2x4 OF No.18Btr G
OTHERS 2x4 DF Still G
REACTIONS. (Ib/size) 8=338/0.3-8 (min.0-1-8),6=33810-3-8 (min.0-1-8)
Max Hoa 8=15O(LC 8) O
Max Uplifts=91(LC 11),6=-91(LC 10)
FORCES. (b)-Max.Comp.11i Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2.8=3131192,4.6=313/192
NOTES-
1)Wind:ASCE 7-10;Vub=14Dmph(3-second gust)Vasd=111mph;TCDL=4.2psf,BCDL=6.Opsf,h=25R Cat.II;Exp B;enclosed;MWFRS
(envelope)gable and zone and C-C Exterior(2)zone;cantilever left and night exposed;C-C for members and forces 8 M WFRS for
reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Dwells as applicable,or consult qualified building designer as per AN SI]fPI 1.
3)TCLL ASCE 7-10;Pf=25.0 pat(flat roof snow);Category ll;Exp B;Fully Exp Cl=1
4)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times Oat roof bad of 25.0 pat on overhangs
nonconciment with other live bads.
5)All plates are 2x4 MT20 unless otherwise indicated. 0_5PE
ROFE6)Gable studs spaced at 2-0-0 oc7)This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live badsN9 ^6)'This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 240 wide will 0fd between the bottom chord and any other members. r
9)A plate rating reduction of 20%has been applied for the green lumbar members.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint($)8,6.
11)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIRP11.
12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss.
9
LOAD CASE(S) Standard � ✓GOREGONe 1r` �4lIQ
-V4,
EPN OD
RENEWAL DATE 12/31/2015
August 4,2015
QWoRNING-Pleaethbr ghlyreviewm,"CWlomersO oybbM
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Job Truss Truss Type ry N wewoaa names-Lee 1
1102]5388
J1504482 ew Conmon 1 1
Job Reference or el
RODuIb Bealarlon.OR, BeWWkno,OF 7BOOS Old 31014 MTek lWugMs trio Mm A10319'1 in.415 Papal
ID'.Uespbj5ytgB2ip M8p7vHyNU9 gg,071es K] _plxNhLMnKOhBly.sIz2WFyrT
8-]-D ]4-0
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3
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4x4 O 4.4 \\
2 a
5
t
Ka
7
8 6
2.4 II 3x8= 2x4 II
1 8-7-0 1
338 338
Plate Ousels(X,Y)- 12:0-1-0,0-2-0114:D-1-0,0-2-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Vd PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 7-8 >999 240 MT20 220/195
(Roof Snow-25.6) Lumber DOL 1.15 BC 0.04 Vert(TL) -0.01 7-8 >999 180
TCDL 7.0 Rep Stress Ina Yes WB 0.06 Hou(TL) 0.00 6 Na n/a
BCLL 00 ' Code IBC20127PI2007 (Matrix) Weight:501b FT=10%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x4 DF No,18Btr G TOP CHORD Structural wood sheathing directly applied or 6-D-0 oc purlins, except
BOTCHORD 2x4 OF No.18BtrG end verticals.
WEBS 2x4 OF Still G BOT CHORD Rigid ceiling directly applied 11 D-G-0 oc bracing.
REACTIONS. (Ib/size) 8=338/0.3-8 (min.0-1-8),6=338/0.3-8 (min.0-1-8)
Max Hoa 8=-150(LC 8)
Max Uplift8=-91(LC 11),6=-91(LC 10)
FORCES. (ID)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except wean shown.
TOP CHORD 2-8=313/192,4-6=313/192rA-
NOTES. Ox
1)Nfnd:ASCE 7-10;Vu8=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf,BCDL=6.Opst;h=25R Cat.Il;Exp B;enclosed;MWFRS
(envelope)gable end zone and C-C Exlenor(2)zone;cantilever left and right exposed;C-C for members and forces 8 MWFRS for
reactions shown;Lumber DOL-1.60 plate grip DOL=1.60
2)TCLL;ASCE 7.10;Pf--25.0 psf(gat roof snow);Category 11,Exp B;Fully Exp.;Ct=1
3)This truss has been designed for greater of min roof live load of 12.0 pot or 2.D0 times flat roof load of 25.0 psf on overhangs
non-conwrtenl with other live loads.
4)This truss has been designed for a 10 0 pod bottom chord live load nonooncunent with any other live loads.
5)-This truss has been designed for a live bad of 21 on the bottom chord in 911 areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6)A plate rating reduction of 20%has been applied for the green lumber members.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at jointly)8.6. PR
8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/lPI 1. �D PROF,
9)"Fix heels only'Member end fixity model was used in the analysis and design of this truss. GIN /0
LOAD CASE(S) Standard y
855 PE
OREGON Q
9,y✓G`1'121 2�a, 1~�
JOSEPH OD
RENEWAL DATE 12/31/2015
August 4,2015
WARNING.Plemeth-orOyrev-ore,"Cusrnmere Acxnoneuaemem a ProBoad si&NaN Terme ror MMMMO rea Proouc roan.VenN aespn overnen aM rasa rase an me Toney Drpn Dranev ITODI
aM me DI Reference sneH(rev 11-14)More use union Nhe-le de1W m iM TDD,anry Mnek mmeaw p«es MaII ce reM ror mle IDD to Ce vela M a Trus Deapn EW Mar(I.e..SIR-o,Erpineer),
IM nal-any TDD repnenb an acoNnei Me p'oleee on ry rp reapaab110I Me derign Dfthe arviei EegclM on Me TDD only uM TPI1.Tr Eesgn mpt been wnMlwns
I dM Muuolm T M yBuknp nlMrupx-IMGMy IM rave Teleyon eulM eU egnl m B krpD IM M HMiM IRC.rr IBC,Melo OO.Ir.I wt.TDOTPI1 To,
ry tme TDD yM y Mq Mme True,ntlW ry IUMnp,sl aae.NYaIIaO M Na tp, r II M iM pvreidliry o n B tle De prier aM C t act Pll le sal N iM no aM the
paN rE M...OoyorBmryC rymnl 5elery lnbratim(BC61)"Wood by TPI M6BCA are relearnaNibr varrealMucleanceTPltaenue me espy pN aM aN ImeTun OespMl True _qj
Des'pn Erp neeraMT M ulap leu oNerwne tlennM py aCOMratl aarceE Lpan nvnmrp ty all ryrllea lmWq The Tnn DngnEryneers NOTme Bu tlir Oe mrm True6yelem Er neer
mr am Ea a rp All npnalaee i«mm are b9 aennea in roti OYOAI�tNOILC
CcgrpM 0 1014 Pr 9uoyI EnOne-IN LLC.(IXJ)RegrGuciwn of m¢hwumeni,in any Iwm,a raMiMN W pout WOW re m nom ProBundI
Job Truss Truss Type Qty Pty weirdos dHomes-Litt
1102]5b]
,150462 E03 GABIE 1 1
Job Refersral(Optional) nup 19pe
Prpdulm Beaaafton,oa, Beavenpn.oa. ID UespblSytgBLpgvM8p7MYy U9-2HDI OLP911xH61%XV ir1 U MIS
S Per IyrTB7
7-3a
-0O i11-15
3-0U 9-0 2-b] 0.
5.8 1-04 Sole=160.4
1
N
130
10 B 8 ]
3X4 = 20 II
ass II
30-0 6 0-38
340 280
Plate Offsets(X.Y)- 2:0 0.15 0.2 12 30.5-0 0 1 8 4:0-7 1 0.0.12 5:0-6-8 0.1 12 9:0.3-0 0.0-8
LOADING(ps) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Vd PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.81 Vert(LL) 0.03 7-8 >999 240 MT20 220/195
(Roof Snow=25.0) Lumber DOL 1.15 BC 0.16 Ven(TI-) -0.03 7-8 >999 180
TCDL 7.0 Rep Stress Ina Yes WB 0.15 Horz(Ty 0.00 7 Na We
BCLL 0.0 ' Code IBC2012/fP12007 (Matrix) Weight 73 lb FT=10%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except
BOT CHORD 2x4 DF No.laBtr G end verticals.
WEBS 2x4 DF Still G*Except* BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing.
3-13:2x6 OF No.2 JOINTS 1 Brace at Jt(s):13
OTHERS 2x4 DF Std G
REACTIONS. (Ib/size) 9=263/Mechanical,7=32710.38 (min.0.1-8)
Max Hoa 9=361(1-C 11)
Max Upli09=376(LC 14)
Max Grav9=351(LC 19),7=337(-C 21)
FORCES. (lb)-Max.Comp Was.Ten.-All forces 250(Ib)or less except when shown. O�
TOP CHORD 9-13=3031408,2-13=-154/251,3J=257/129,4-5=-251/109.5.7=312H05
BOT CHORD 8-9=1221369
WEBS 5.8=227/472
NOTES.
1)Wind:ASCE 7-10;Vua=140mph(3-ascend gust)Vastl=111mph;TCDL=4.2psf;BCDL=6.OpsF h=251t;tet 11;Exp B;enclosed;MWFRS
(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces 8 M WFRS for
reactions shown;Lumber DOL=1.60 plate grip DOL=1 60
2) Truss designed for wind bads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Details as applicable,or consuh qualified bu iiding designer as per ANS I/TPI 1.
3)TCLL'.ASCE 7-10;P1=25.0 psf(Oat roof snow);Category II;Exp B,Fully Exp;Cl=1 Ep PRO pe_
4)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 25.0 pit on overhangs
non-conctnent with other live loads. �Gj �tJGiN�9 /0
5)Gable studs spaced at 2-0-0 oc. C7
6)This truss hes been designed for a 10.0 psi bottom chord live bad noncenanent with any other live loads. 525PE yr
7)'This truss has been designed for a live bad of 206psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will
fit between the bottom chord and any Other members.
8)A plate rating reduction of 20%has been applied for the green lumber members.
9)Refer to girders)for truss to truss connections.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1001b uplift at joint(s)except N=lb)9=376. ORE Q'
11)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TP11. ✓� Oax\ ��(/
12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard SEPIA
RENEWAL DATE 12/31/2G15
August 4,2015
WARNING-Plexe MwmeMy rev-the'CuetomeM1 PCMovYdaemenl Of Proaultl Shellane Tent ear ManNadurM PrMuods form Vat dat parameall read notes on the TDYgn IXvm
ae(TDD)
�aM Me DU ReleYn Slued 11-I,h f U otM gatm Me TDD Iy MTY tl qal shall as umbthMn
DDI ee vldN a Thass Deaen EWpnmr tie Stein),Erpmeep.
the Yel on all Too repel an tasheard,or the p Me l' ryMWreaalay for lM Yup of the gkT ceg1eC M TDD My,um TPI 1.T5 Meson q batlnp Mebna.
suaahllal all use of Ml T b ,of IeTr the rm hand IM OVTe.Me OvmeM1 NMI,,thati,arl M B prig DO, her IM mraN era RD the IBC the Ideas o 0� mandt The
arpwal and TDD aV ylo IM T tlmrgluml rine geintlallaL rad rq.NIIMIM W duly,h a Nrp Ceeq r nR he b.NIM MI a' theod i. PI the
pr..all sorearses On BMag coarnp,nerne5telylb Ion(BC51)Wdnhetl Ey TPI andSBCA are referenced!for general gustTPI I Merrcs the reaW dlNes and durbes of the i DMpmr,Troll
Carl Enamel and Trade Manuerhotuater. Ills othenot a definm ey a Contract Wreal urm in-I,In,all ham-M..TM Trues Ceelgn EV-,as NDT the BuiMlrq Dead-or Trull State.Erphlen
far any dnbnp M Cyod.lame are Y MIneM in TPI 1
coprrem a 2o1a wmwd-Dr,Eroneenro.uc(Dr3)aepmianon oIMM eooamem..n am tarn.a pmimm..sMn..men Pmneaan eom Proae�uor,
IXAOLLC
job Truss Truss Type Qty ply N/e9woW Homee-Lot 1
10275]88
J150+162 E04 Roof Special 1 1
Job f,t 3 rx:e Tonal
RODUItl BBavMm,OR. Beaverton.OR. )80J s Oft 2a1e Mnek IlqugMe,Inc.Mm nue 113181 T30 2015 Pee 1
ID'.Uespbj5ytRB2ipgvMBp7vHyrUU62HD2wk8LP911XH80(XGAwvutdciMiFA2A0Kb2iyrTB7
61e IW
368 2.60 1-00
sola-180.8
2x1 II
1
2
14 00
4x4 O
9 ]
d
2.4 II
4
3
e) 6
$A= ]x4 =
638
638
Plate Offsets(X,V)— 17:0-3-0.0-2-121
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeB Ud PLATES GRIP
TCLL 25,0 Plate Gnp DOL 1.15 TC 0.11 Vert(LL) -0,06 6-7 >999 240 MT20 220/195
(Roof Snow=25.0) Lumber DOL 1,15 BC 0,18 Vert(TL) -0,17 67 >426 160
TCDL 7,0 Rep Stress Ina Yes WB 0.23 Hoa(Ty 0D 6 n/a Na
BCLL 0.0 ' Code IBC20127rP12007 (Matrix) Weight:54 to FT=10%
BCDL 100
LUMBER- BRACING-
TOP CHORD 2x4 OF No,1l G TOP CHORD Structural wood sheathing directly applied or 6-0-0 Dc purlins, except
BOTCHORD 2x4 OF No,1&BtrG and verticals.
WEBS 2x4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 2-7
REACTIONS. (Ib/size) 7=263/11filechenical,6=327/0.3-8 (min.0-1-8)
Max Tom 7=-371(LC 11)
Max Uplift 7=-392(LC 11)
Max Gmv 7=356(LC 19),6=345(LC 21)
FORCES. (lb)-Max.Comp./Magi.Ten.-All forces 250(Ib)or less except when shown.TOPCHORD 3-4=721254,4-6=1781306
WEBS 37=327/409,3.6=517/100 rOx
NOTES.
1)Wmd'.ASCE 7-10;VUR=140mph(3-second gust)Vasd=111mph,TCDL=4.2pst BCDL=6.Opst h=25ft;Cal.II;Exp B;enclosed;MWFRS
(envelope)gable and zone and C-C Exterior(2)zone,cantilever left and right exposed;C-C for members and forces&M WFRS for
reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pf--25.0 psf(Oat roof snow);Category 11;Exp B;Fully Exp.;Ct=1
3)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times gat roof load of 25.0 psf on overhangs
non-concurrent with other live loads.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
5)-This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will
fa between the bottom chord and any other members. 0 PROF f s
6)A plate rating reduction of 20%has been applied for the green lumber members, S`
7)Refer to girders)for truss to truss connections. �y �NGIN�9 /O
8)provide mechanical connection(by Others)of truss to bearing plate capable of withstanding 100lo uplift at loirri except Qt=1b)7=392. IVa
9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSlrrP1 1. 855 P r
10)"Fix heals only Member antl fixity modal was used in the analysis and design of this truss.
LOAD CASE(S) Standard
9� OREGON �¢
�OSEPN ID
RENEWAL DATE 12/31/2015
August 4,2015
WARNING-Pleate tocare,try revkw the Customers PcknoWeGdement M PhoBu1b StaMaN TerM for ManWepaM Proo.loan VxIN Oeegh paramelnM mn
ea1.notes ohth.True Deign Drp(TOD)
A aMNe DINoteewM
Set( .1114(Cel I UpinM
e lowdne TDO, ryMT* ed nql 1111ce1 brth TDDt leavatJ ftaT—OhnagrEnt,proof SpeoN."Eryneeq,
In Ory TODof m N uO 1111 p Is On rig rig,the llry fade Ceelen pith OkT OegctM 111 Tpp Iy,uM iPl1 Trt Ceelen q badrq odltbm,
11 d11ry Mune pith T I yBUNE rp bird earl dlN.1 the,timer.Vro Ovnwr NM ed apeM T B Mrq ON,T IM MN 1111 IRC,tC IBC.IEe Iwai W'M BaC rid TPl1 TCe '
cqr IMe TOO d yMtl dM T IWrq lvMl p,fo ape,lntaNnf Mh n, hall be the q GI'lly0 theSwung
Desg r MLantaM AIIM t N' IM TOO wptrte
plac9 Mputlel tO ldryCnnoreenl SaMyl nbmulon(KSllµdaMd Ey TPI SBLA erele ml br general guotnce TPI t defircs theW dM aN bA Ith ius Deegre,Trw
Olayn Eryr BM T M OIeCt W MherypdefinM by a COMreq a2reM upm n vnNrq Cy ill IgrIN6 mcNM The TMe p n Ensnare w NOT the Bu Wlrq DeayMr or TON System Erg neer
In iM a I Nl Cephl¢M/gnat are i dMad in Tot 1 �•��ae�aay
fee4�liGIYN LLC
c0%rgMe2ot4 PrOBWnprJ Engineering.LLc.IOrJ)Rewoauvmn of on mculnml in any tum.a pmiblee wnwn wlnm pcmram from woewlaprJ
Job Truss Trues Type Ory Ply wemyaad Hornet-Loi
10275089
J15g4482 E05 ROOF SPECIAL 1 1
Job Reference o Lionel
PrtDUIItl Be9Mnon,OR, aMMnM.OR. >800e Otl 3 M44 yrUU9-nenR74 rl6a In c Mon Augg 031P1Y352015 Peagg 1
ID'.UespbjSytgBZipgvMBp]vHyNU9-W TnR]48zAT1bZRj35EnP66D2b82wgpBPg49aByrTB6
139 I 8 3a
� 39-8 280
Scale=160.8
264 II
1
2
14.W 12
4x4\\
3
2x4 II
4
0 3 I�
76 5
5th= 3x4 =
638
B 38
Plate Offsets(X Y)— [6:0.3-0,0-2-121
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (to VdeO Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1A5 TC 0.11 Vert(LL) -0.06 5-6 >999 240 MT20 220/195
(Roof Snow=25.0) Lumber DOL 1.15 BC 0.18 Vert(TL) -0.17 5-6 >426 180
TCLL 7,0 Rep Stress Ina Yes WB 0.20 Hol 0.00 5 n/a n/a
BCLL DO '
BCDL 10.0 Code IBC2012ITP12007 (Matrix) Weight 51 Ib FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 DF No,1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except
BOT CHORD 20 DF No.1&Btr G end verticals.
WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 1000 oc bracing.
WEBS 1 Row at midpt 2-6
REACTIONS. (Ib/size) 6=270/Mechaoical,5=246/0.3-8 (min.0.1-8)
Max Horz 6=-319(LC 11)
Max Uplitt6=-383(LC 11)
Max Grev6=360(LC 18),5=307(LC 20) ps PH
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. r.{.-
WEBS 3-6=336/396,3-5=317/186
NOTES-
1)Wind:ASCE 7-10;Vuit=140mph(3-secend gust)Val 111 TCDL=4.2psC BCDL=6Opsf;hel Cat.II;Exp B;enclosed;MWFRS
(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&Mill for
reactions shown;Lumber 001-=1,60 plate grip 001-ill
2)TCLL:ASCE 7-10;Ph-25.0 psf(Oat roof snow);Category ll;Exp B;Fully Exp.;Ct=1
3)This truss has been designed for a 10.0 psf bottom chord live bad nonconcunent with any other live loads.
4)a This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will AL
fit between the bottom chord and any other members.
5)A plate rating reduction of 20%has been applied for the green lumber members.
6)Refer to girders)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1001b uplift at joint(s)except(til 6=383.
8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,`C�,P�p UfFSS
9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �NG(NE f9 /Oy
LOAD CASE(S) Standard 8552 E r
9
DREGO Q
9tiVG�)'12,2��1 A6
SEPK Oti
RENEWAL DATE 12/31/2015
August 4,2015
WARNING Pleae lawly oo revrtwiMC 1 f K*noMeda rt IP BUItl standard Tell forManufactured;PrWucb'b Val E p prmirm ean
M a noaress TuGreen Dilmos(TIM)
� rMthDJRkence Sn t( tt 14)Cel LI olfiervn skha Itle TDD, IyMTk tlaplamerhatce eelDDI Eeaitl AsT DgnEO (. .STemorr Ergneer),
(M m,TDD P nia uxW dthe p femional examen, pon iglllyl IM drag ofih arlT d pi1W theTDD-1,uM TPI1 Tn d I9n q baUry thione
,
.,airy aM Iln T I y9 wrp m po dliry 1N Pma,N Gwner ullwnxM aaem Nee agaD o IM mklolhMlRLm IaL.MelonlWa gmoe BM TPI 1h.rhe
(p IN TCO M yfi Itl WN T tl
' Wrgharmli, i pe,rMamalro Mda rl bethp ctaldllry fhl, Bull Designer a cIrat .Nicola 1 W' the TDDamil '
breenbeareadliukleyned.eal Cionoloorremaferylot,.-ri bulk hed by Ter andSBCA am reareareeddirgeneral gud TPIIMcepamibiltmaMdNl ofhheTu Deng r,Truas
D"ner,ineyerandTiormyranornmorm uniss emlaederinMt aCoMradVre uponkxiArgb/allpad4 imoNM.The Trrxp nErgnttrc NOTIhe BUUingOa ror TrvsSystem EWineer
for any h prg.All capklved terms are an afford!In TPI 1. IreI^
LLY
CopyrpphO X114 ProBuiN-0rJ Engineenrq,LLC DrJ).RepW tron of dreary document In any Nor,kprohidlM xThmlwrMen pmmbuon M1om PmBWk4DrJ.
��erog �� tea�'"5�'° the��°�"e� Numbering System
General Safety Notes tMm�.a.R•v�n„rphics,amMiana,a�.nL 9 y
19.Truss nWnprNrnp qua ty control ser M performed per TR 1,Grapier 3,tend monitored (j¢8
Failure to Follow Could Cause property damage or personal injury by a vwd plvy wp cean agency. o mansions shown,n e-n+meenms
1. PNaw tthofouyeY revww IM-Custmwfe AtlaionMdgerneM a PM&id StrMrtl 20.Unless specified M m•SO in wring a c notso on the TDD.a*"TDDs are non (Drwirps real m scale)
Tans yon Mwxaet m Prodirctt'farm, applicable for Lee,with 9rereWdnl.press vatrroLsalad or green l mbr.
z. Plow raagMJ neviv el Tms Design Dianna(TDD)cover sheat nabs mil TDD 4 i�ieybq,size orientation will location dimensina Indul•d we mntmnm paying
2 TOP CHORDS 3
rnolw,very daspn parrrMws
ars!review,Y canscam detail miss.Inportnt work 22.Lumbar wed NMI be of re sperJw,size aW grade,text in as respects,egrad to or beds
scope ext mponsibilitiw are GNies moan. ran rat apecifiW,
3. N;;::ii tenw we w tlw9med n ANSVTR 1,the National Design Stmdwd for
Mehl Rab CavwaW Wood Trim;Conawaun(TR 1). 23.Tempary LR a l DB is required to be nsbed dureg construction for the purposes ofO V11E83 4
a. TPI 1 dss a9ntie awbYE•a resptext Area a die Trim, igro
TrDesr(TD),Tmaa Design Wing trsen
uss ever proal Panicd n location.Panic teplans,Lina Permanent IndiidW b
vuss = D
ErWmaer(TDE)and Trial,MrvJaqurr((TT41.a'M.athewiw clawed by a Contract memMr LR,DB text Prmrwl pLACd MabWly bracki9 tee completely inateletl(se•BCSI-81. O v q O
agr•M Lipa+n wrong by the paMwinv N. BC5182,BC5183. s187,aW BC 10ts appYcade). d ury =
S. As a TDE w
(i.•..Specialty Erge).In sen al my TDD representsn acceptance 24.Top awls insist s
ust M swerved or caMranoli LRS(its.pudro)provided al the spacing O 9 U
Of pMMaiarwlrw nspntWtyforawdasignamesngleTwwdeparte rndnalWnTOD(•.g..xano.cmexnvanl. H a� u d
ane TDD only.war TR pA TDO b slow a'SaucNal DWgaled Engrwenng Donnwt'. 25.d no wing is wW4 or MMm awd LR is sprYwd in writing by 1M SD,bottom awMe O
6. Pm&ild send Dd Enpnawg(DrJ)w NOT sew Baldig Designer or Tres System where eandruo;ns LR 9101 c.c.spacing,or lass,along wth DB as sp•aMd n SCSI-B1.
8CSI-B3.BCSI-07 a BCS1810 w applicable. C7.4 ca.?
cs.a
Ergrnar M Welding. 29.CrepM n nreWn a LR member,(i.e.,Runs),d ser n ttw TOD.M not depict
7. rM=ase unlaaw,mmrg mtAlwu,mad pairs,alMbity ane we a TMsw der sirt a awl/aMn a yw,pE.avM gag tlw fop arab Mdom enact arab web mrMra. 8 7 BOTTOM CHORDS 6 5
Wow Designer the responsibility the oiYyof of
Owner.tlw O.the lcahonzadaprY orIM 27 The sue mywctlau and anchorage oder pernwwM mMMwuslows awd text web JOINTS ARE GENERALLY NUMBERED(LETTERED CLOCKWISE AROUND
Brrdiy Designer(BD),n the aKeext a tlw IRC,Via IBC,as bel Wlbg cods arxt mambr UR aid DB naut be MsioneO by amrs n such a way w to wpporl der reposed mW THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT.
S.TM approval a tM TDD art my Mlo use a IM Trim,noticing handing,storage,TPI 1. Nano rs Wr span a tlhe LR rd DB,a w apedfied n BCSI81,BCSl83,BCSI-B7 a
nSWbtln send bracing,and M tlw reaPemtlblry atlw BD ext Contractor(GC). BCSI810 w applicable. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS
28.Additional pammabnt Wlding stability bractsrpfor tl1a low,a em(e.g.,diagonal,I-
9. N nags sat fonth in the TOD art da practices sera pudeYws a Building CanppwN ractng,a .)may M requM and is to be aPaafi•d by the BD.DB in accordseas with Symbols
Safely Information(BCSI)pubsaMd by the Toss PIws InstiWe mi ma Sbuaual BuYArg gCS��,be au0ldrht
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4
®Doha Cascade Single 94/2" BCI®5000-1.7 DF Main LevelliFloor JoistslJ6(i955)
Dry 12 spare I No cantilevers 10/12 slope June 17, 2015 10:55:54
BC CALC®Design Report Im 16 OCS Repetitive Glued&nailed corslruction
Build 3924 File Name: 15-968.mmdl
Job Name: Westwood Homes Description:Designs\FloorJoistsWlain LeveMIOOrJOistsU6(i955)
Address: Lot 1 Specifier: PDG
City,State,Zip: , Designer:
Customer: PROBUILD FOREST GROVE Company: BOISE CASCADE BMD
Code reports: ESR-1336 Misc:
RECEIVED
AUG 19 2015
Lj ly ul-'i
BO 09-06-14 61 11-08-14 B2
Total Horizontal Product Length=21-03-12
Reaction Summary (Down/ Uplift) (lbs)
Bearing Live Dead Snow Wind Roof Live
BO,4-3/8" 237/49 47/0
B1,3-1/2" 688/0 172/0
B2,4-3/8" 281 /21 65/0
Live Dead Snow Wind Roof Live OCs
Load Summary
Tag Description Load Type Ref. Start End 100% 90% 115% 150% 125%
0 FC1 Floor Material Unf. Lin. (lb/ft) L 00-00-00 21-03-12 53 13 n/a
Controls Summa value %Allowable Duration Case Location Disclosure
Summary Completeness and accuracy M input must
Pos.Moment 799 ft-lbs 32.5% 100% 3 16-01-01 be verified by anyone who would rely on
Neg. Moment -869 fl-lbs 35.3% 100% 1 09-06-14 output as e4dence of suitability for
End Reaction 3471)s 30.8% 100% 3 21-03-12 particular application. Output here based on
Int.Reaction 860 lbs 41% 100% 1 09-06-14 building code-accepted design properties
End Shear 322 lbs 21.8% 100% 3 20-11-06 and analysis methods. Installation of
Cont.Shear 448 los 30.3% 100% 1 0908-10 BOISE engineered wood products must be
in accordance with current Installation
Uplift -2 lbs n/a 100% 3 00-00-00 Guide and applicable building codes. To
Total Load Defl. L/999(0.101") n/a n/a 3 15-07-10 obtain Installation Guide or ask Questions,
Live Load Deft. L/999(0.084") n/a n/a 6 15-07-10 please call(800)232-0788 before
Total Neg. Del. L1999(-0.016") n/a n/a 3 06-02-03 installation.
Max Defl. 0.101" n/a n/a 3 15-07-10 BC CALOS, BC FRAMER®,AJSTM,
Span/Depth 14.4 n/a n/a 0 00-00-00 ALLJOIS70, BC RIM BOARDTM, BCI®.
BOISE GLULAM",SIMPLE FRAMING
%Allow %Allow SYSTEM®,VERSA-LAMS),VERSA-RIM
Bearing Supports Dim. (Lx W) Value Support Member Material PLUS®,VERSA-RIM®,
BO WaIVPlate 4-3/8"x2" 284 lbs 7.6% 25.3% Unspecified VERSA-STRANDS),VERSASTUDID aro
B1 WaIVPlate 3-1/2"x2" 860bs 28.9% 41% Unspecified trademarks of Boise Cascade Wood
B2 WaIVPlate 4-3/8"x 2" 347lbs 9.3% 30.8% Unspecified Products L.L.C.
Notes
Design meets User specified(U360)Total load deflection criteria
Design meets User specified(U480)Live load deflection criteria.
Design meets arbitrary(1")Maximum total load deflection criteria.
Calculations assume Member is Fully Braced.
Composite EI value based on 3/4"thick OSB sheathing glued and nailed to member.
Design based on Dry Service Condition.
Deflectors less than 1/8"were ignored in the results.
Page 1 of 1
Single 94/2" BCI® 5000-1.7 DF Main LeveSFloorJoists\J7(i919)
Dry 12 spare I No cantilevers 10/12 slope June 17,2015 10:55:54
BC CALC®Design Report Im 16 OCS Repetitive I Glued&nailed construction
Build 3924 File Name: 15-968.mmdl
Job Name: Westwood Homes Description:DesignslFloorJoists\Main LeveWloofJoistsU7(i919)
Address: Lot 1 Specifier: PDG
City,State,Zip: , Designer:
Customer: PROBUILD FOREST GROVE Company: BOISE CASCADE BMD
Code reports: ESR-1336 Misc:
ji
BO 09-06-14 B7 11-01-10
B2
Total Horizontal Product Length=20-08-08
Reaction Summary (Down/ Uplift) (Ibs)
Bearing Live Dead Snow Wind Roof Live
BO,4-3/8" 244/46 49/0
B1,3-12" 776/0 202/0
B2,1-5/8" 269/23 62/0
Live Dead Snow Wind Roof Live ocs
Load Summary
Tag Description Load Type Ref. Start End 100% 90% 115% 180% 125%
0 FC1 Floor Material Unf. Lin pb/fl) L 00-00-00 20-08-08 55 14 n/a
1 5(il20) Conc. Pt.(bs) L 09-06-14 09-06-14 81 28 n/a
Disclosure
Controls Summary Value %Allowable Duration Casa Location Completeness and accuracy of input must
Pos.Moment 772 ft-lbs 31.4% 100% 3 15-10-07 be verified by anyone who would rely on
Neg. Moment -855 fl-bs 34.7% 100% 1 09-06-14 output as evidence of suitability for
End Reaction 331 bs 34.5% 100% 3 20-08-08 particular application.Output here based on
Int.Reaction 977 bs 46.5% 100% 1 09-06-14 building code-accepted design properties
End Shear 322 bs 21.8% 100% 3 20-06-14 arid analysis methods. installation ofBOISE engineered wood products must be
Cort.Shear 448 bs 30.3% 100% 1 09-08-10 in accordance with current Installation
Total Load Defl. L/999(0.093") n/a n/a 3 15-OM4 Guide and applicable building codes.To
Live Load Defl. L/999(0.077') n/a n/a 6 1505-04 obtain Installation Guide or ask questions,
Total Neg. Defl. L/999(-0.015') n/a n/a 3 06-03-09 please call(800)232-0788 before
Max Defl. 0.093" n/a n/a 3 150504 installation.
Span/Depth 14 n/a n/a 0 00-00-00 BC CALC®,BC FRAMER®,AJS-,
ALLJOISTO, BC RIM BOARD"', BC*,
%Allow %Allow BOISE GLULAM-,SIMPLE FRAMING
Bearing Supports Dim.(L x W) Value Support Member Material SYSTEMS,VERSA-LAM®,VERSA-RIM
BO WaIVPlate 4-3/8"x 2" 294 bs 7.9% 26.1% Unspecified PLUS®,VERSA-RIMe,
B1 Wall/Plate 3-1/2"x2" 977 lbs 32.9% 46.5% Unspecified VERSA-STRANDS,VERSASTUDO are
B2 Wall/Plate 1-5/8"x 2" 331 bs 24.3% 34.5% Unspecified trademarks of Boise Cascade Wood
Products L.L.C.
Notes
Design meets User specified(L/360)Total bad deflection criteria
Design meets User specified(U480)Live bad deflection criteria.
Design meets arbitrary(1")Maximum total load deflection criteria.
Calculations assume Member is Fully Braced.
Composite EI value based on 3/4"thick OSB sheathing glued and nailed to member.
Design based on Dry Service Condition.
Deflections less than 1/8"were ignored in the results.
Page 1 of 1
Single 94/2" BCI®5000-1.7 DF Main LevelliFloorJoists\J5(i939)
Dry 12 spars I No cantilevers 10/12 slope June 17, 2015 10:55:54
BC CALC®Design Report Im 16 OCS Repetitive I Glued&nailed construction
Build 3924 File Name: 15-968.mmdl
Job Name: Westwood Homes Description:Designs\Floor JoistsVNain LeveWloor JoistsU5(i939)
-Address: Lot 1 Specifier: PDG
City,State,Zip: , Designer:
Customer: PROBUILD FOREST GROVE Company: BOISE CASCADE BMD
Code reports: ESR-1336 Misc:
SO 14-01-00 131 14-07-14 B2
Total Horizontal Product Length=28-08-14
Reaction Summary (Down/ Uplift) (Iba)
Bearing Live Dead Snow Wind Roof Live
60, 1-3/4" 333/48 71/0
B1,3-1/2" 939/0 235/0
B2,4-3/8" 352/44 77/0
Live Dead Snow Wind Roof Live OCS
Load Summary
Tag Description Load Type Ref. Start End 100% 80% 115% 180% 125%
0 FC1 Floor Material Unf. Lin. (lb/fl) L 00-00-04 28-08-14 53 13 n/a
Disclosure
Controls Summary Value %Allowable Duration Case Location Completeness and accuracy of input must
Pos. Moment 1,254 fl-bs 51% 100% 3 22-03 06 be verified by anyone who would rely on
Neg. Moment -1,623 fl-lbs 66% 100% 1 14-01-00 output as eWence of suitability for
End Reaction 404 lbs 41.6% 100% 2 00-00-00 particular application.Output here based on
Int.Reaction 1,174 lbs 55.9% 100% 1 14-01-00 building code-accepted design properties
End Shear 405 lbs 27.4% 100% 3 28-04-08 and analysis methods. Installation of
Cont.Shear 582 los 39.4% 100% 1 1402_12 BOISE engineered wood products must be
in accordance with current Installation
Total Load Deft L7741 (0.232") 48.6% n/a 3 21-08-05 Guide and applicable building codes.To
Live Load Defl. LB65(0.199") 55.5% n/a 6 21-07-03 obtain Installation Guide or ask questions,
Total Neg. Defl. L1999(-0.047') n/a n/a 3 09-06-04 please call(800)232-0788 before
Max Defl. 0.232" 23.2% n/a 3 21-08-05 installation.
Span/Depth 18.1 n/a n/a 0 00-00-00 BC CALCV,BC FRAMER®,AJSTM,
ALLJOISTA, BC RIM BOARDT , BCI®,
%Allow %Allow BOISE GLULAMTM,SIMPLE FRAMING
Bearing Supports Dim. (L x W) Value Support Member Material SYSTEMS,VERSA-LAMS,VERSA-RIM
BO Wall/Plate 1-3/4"x 2" 4041)s 27.2% 41.6% Unspecified PLUS®,VERSA-RIMS,
81 Wall/Plate 3-1/2"x 2" 1,174 bs 39.5% 55.9% Unspecified VERSASTRANDID,VERSASTUDO are
B2 Wall/Plate 4-3/8"x 2" 429 lbs 11.5% 38.1% Unspecified trademarks of Boise Cascade Wood
Products L.L.C.
Notes
Design meets User specified (U36O)Total load deflection criteria
Design meets User specified (U48O)Live load deflection criteria.
Design meets arbitrary(1")Maximum total load deflection criteria.
- Calculations assume Member is Fully Braced,
Composite EI value based on 3/4"thick OSB sheathing glued and nailed to member.
Design based on Dry Service Condition.
_Deflections less Oran 1/8"were ignored in the results.
Page 1 of 1
Single 94/2" BCI® 5000-1.7 DF Main LevehFloor JoistsW3(i933)
Dry 12 spars I No cantilevers 10/12 slope June 17,2015 10:55:55
BC CALC®Design Report Im 16OCS Repetitive I Glued&nailed construction
Build 3924 File Name: 15-968.mmdl
Job Name: Westwood Homes Description:Designs\FloorJoistsWlain LeveKFloorJoistSU3(i933)
Address: Lot 1 Specifier: PDG
City,State,Zip: , Designer:
Customer: PROBUILD FOREST GROVE Company: BOISE CASCADE BMD
Code reports: ESR-1336 Misc:
1z
.,
0
=:! x�a}..r. 3 .n �i; ?tt'+�- � 4 -. � 4-�€�� ; +, ,;..� .FwirE+��., fi➢K �"' 3r t t u(€' --'i.
14-05-06 16-01-14
BO 81 B2
Total Horizontal Product Length=30-07-04
Reaction Summary (Down/ Uplift) (Ibs)
Bearing Live Dead Snow Wind Roof Doe
BO,1-7/8" 431 /60 105/0
B1,3-12" 1,003/0 251 /0
B2,4-38" 380/40 85/0
Live Dead Snow Wind Roof Live ocs
Load Summary
Tag Description Load Type Ref. Start End 100% 90% 115% 190% 125%
0 FC1 Floor Material Unf. Lin. (lb/ft) L -00-00-00 30-07-04 27 7 rda
1 FC1 Floor Material Unf. Lin. (Ib/ft) L -00-00-00 29-02-06 27 7 n/a
2 FC1 Floor Material Unf. Lin. (Ib/ft) L 29-02-06 30-07-04 23 6 n/a
3 10(i126) Conc. Pt. (bs) L 00-00-04 00-00-04 87 34 n/a
Controls Summary value %Allowable Duration Case Location
Pos. Moment 1,525 It-lbs 62% 100% 3 23-07-01
Neg. Moment -1,861 fl-lbs 75.7% 100% 1 14-05-06
End Reaction 536 lbs 54.4% 100% 2 00-00-00
Int.Reaction 1,254 lbs 59.7% 100% 1 14-05-06
End Shear 443lbs 30% 100% 3 30-02-14
Cont.Shear 636lbs 43.1% 100% 1 14-07-02
Total Load Deft. L/566(0.336") 63.6% n/a 3 22-11-05
Live Load Defl. 1-667 (0.285') 71.9% n/a 6 22-08-11
Total Neg. Dell. LF999(-0.071") n/a n/a 3 09-04-11
Max Dell. 0.336" 33.6% n/a 3 22-11-05
Span/Depth 20 n/a n/a 0 00-00-00
%Allow %Allow
Bearing Supports Dim. (L x W) Value support Member Material
BO Wall/Plate 1-7/8"x 2" 536 lbs 33.1% 54.4% Unspecified
B1 Wall/Plate 3-1/2"x2" 1,254 lbs 42.1% 59.7% Unspecified
B2 WalVPlate 4-3/8"x 2" 466 bs 12.5% 41.4% Unspecified
Notes
Page 1 of 2
� 1
Single 9-1/2" BCI®5000-1.7 DF Main LeveSFbor,loistsW3(M33)
Dry 12 spare I No cantilevers 10/12 slope June 17,2015 10:55:55
BC CALC®Design Report ow 16 OCS I Repetitive I Glued&nailed construction
Build 3924 File Name: 15-968.mmdl
Job Name: Westwood Homes Description:Designs\FloorJoists\Main LevePFIOOrJoistsU3(i933)
Address: Lot 1 Specifier: PDG
City,State,75 p: , Designer:
Customer PROBUILD FOREST GROVE Company: BOISE CASCADE BMD
Code reports: ESR-1336 Misc:
Design meets User specified(L/360)Total load deflection criteria Disclosure
Design meets User specified(L/480)Live load deflection criteria. Completeness and accuracy or input must
Design meets arbitrary(1")Ma>amum total load deflection criteria. be%enfied by anyone who would rely on
Calculations assume Member is Fully Braced. output as audience or suitadlity for
Composite EI value based on 3/4"Hick OSB sheathing glued and nailed to member. particular application.Output here based on
Design based on Dry Service Condition. building code-accepted design properties
and analysis methods. Installation of
Deflections.less than 1/8"were ignored in the results. BOISE engineered wood products must be
in accordance with current Installation
Guide and applicable building codes.To
obtain Installation Guide or ask questions,
please call(800)232-0788 before
installation.
BC CALC®, BC FRAMERS,AJS",
ALLJOISTS, BC RIM BOARD"', BCI®,
BOISE GLULAM-,SIMPLE FRAMING
SYSTEMS,VERSA-LAMS,VERSA-RIM
PLUSS,VERSA-RIMS,
VERSA-STRANDS,VERSA-STUDS are
trademarks of Boise Cascade Wood
Products L.L.C.
Page 2 of 2
1
®ew.ec..e.da Single 9-1/2" 13CI®5000-1.7 DF Main LevehFloorJoists%J4(i971)
Dry 12 spans I No cantilevers 10/12 slope Jute 17,2015 10:55:55
BC CALC®Design Report Im 16 OCS I Repetitive Glued &nailed construction
Build 3924 File Name: 15-968.mmdl
Job Name: Westwood Homes Description:DesignstFloor Joists\Main LeveKFloor JoistsU4(i971)
Address: Lot 1 Specifier: PDG
City,State,Zip: , Designer:
Customer: PROBUILD FOREST GROVE Company: BOISE CASCADE BMD
Code reports: ESR-1336 Misc:
BO 14-07-14 B1 14-07-14 B2
Total Horizontal Product Length=29-03-12
Reaction Summary (Down/ Uplift) (lbs)
Bearing Live Dead Snow Wind Roof Live
60,4-38" 353/46 77/0
B1,3-12" 951 /0 238/0
B2,4-3/8" 353/46 77/0
Live Dead Snow Wind Roof Live OCs
Load Summary
Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125%
0 FC1 Floor Material Unf. Un.(lb/ft) L 00-00-00 29-03-12 53 13 n/a
Controls Summa Value %Allowable Duration case Location DisGosure
Summary Completeness and accuracy of input must
Pos. Moment 1,254 ft-los 51% 100% 2 06-05-08 be vented by anyone who would rely on
Neg. Moment -1,664 ft-lbs 67.7% 100% 1 14-07-14 output as evidence of suitability for
End Reaction 429lbs 38.1% 100% 2 00-00-00 particular application.Output here based on
Irl.Reaction 1,1891)s 56.6% 100% 1 1407-14 building code-accepted design properties
End Shear 405 bs 27.4% 100% 2 00-0406 and analysis methods. Installation of
Cont.Shear 585 los 39.6% 100% 1 14.,06-02 BOISE engineered wood products must be
in accordance with current Installation
Total Load Defl. L1741 (0.232") 48.6% n/a 2 07-00-09 Guide and applicable building codes.To
Live Load Defl. L1862 (0.2") 55.7% n/a 6 22-02-01 obtain Installation Guide or ask questions,
Total Neg. Defl. L/999(-0.047') n/a n/a 2 19-03-14 please call(800)232-0788 before
Max Defl. 0.232" 23.2% n/a 2 07-00-09 installation.
Span/Depth 18.1 n/a n/a 0 00-00-00 BC CALC®, BC FRAMERS,AJSm,
ALLJOISTS, BC RIM BOARD-, BCI®,
%Allow %Allow BOISE GLULAM-,SIMPLE FRAMING
Bearing Supports Dim.(L x W) Value Support Member Material SYSTEMIC,VERSA-LAMS,VERSA-RIM
BO Wall/Plate 4-3/8"x 2" 429lbs 11.5% 38.1% Unspecified PLUS®,VERSA-RIM®,
B1 Wall/Plate 3-1/2"x 2" 1,189 lbs 40% 56.6% Unspecified VERSASTRANDO,VERSASTUDtD are
B2 Wall/Plate 4-3/8"x 2" 429lbs 11.5% 38.1% Unspecified trademarks of Boise Cascade Wood
Products L.L.C.
Notes
Design meets User specified (U360)Total load deflection criteria
Design meets User specified (U480)Live load deflection criteria.
Design meets arbitrary(1")Maximum total load deflection criteria.
Calculations assume Member is Fully Braced.
Composite EI value based on 3/4"thick OSB sheathing glued and nailed to member.
Design based on Dry Service Condition.
• Deflections less than 1/8"were ignored in the results.
Page 1 of 1
Single 11-7/8" BCI® 5000-1.7 DF Upper Level\Floor Joists\J1(1679)
Dry 13 spare I No cantilevers 10/12 slope June 17,2015 10:57:24
BC CALC®Design Report 16OCS I Repetitive I Glued&nailed construction
Build 3924 File Name: 15-968.mmdl
Job Name: Westwood Homes Description:Designs\FloorJoists\UpperLevel\FloorJoistsUl(i679)
Address: Lot 1 Specifier: PDG
City,State,Zip: , Designer:
Customer: PROBUILD FOREST GROVE Company: BOISE CASCADE BMD
Code reports: ESR-1336 Misc: rr 4 —
AUG 19 2015
CITY C% Tl,- RD
o 181,1
60 09-06-08 at 11-00-12 B2 10-09-12 83
Total Horizontal Product Length= 31-05-00
Reaction Summary (Down/ Uplift) (lbs)
Bearing Live Dead Snow Wind Roof Live
BO,4" 243/37 52/0
B1,3-12" 636/0 147/0
B2,5-1)2" 682/0 163/0
B3 262/30 58/0
Live Dead Snow Wind Roof Live ocs '
Load Summary
Tag Description Load Type Rat. Start End 100% 90% 115% 190% 125%
0 FC2 Floor Material Unf. Lin. (Ib/ft) L 00-00-00 31-05-00 53 13 n1a
Controls Summary value %Allowable Duration cane Loca9on
Pos. Moment 734 ft-los 23.3% 100% 2 26-06-13
Neg. Moment -840 ft-lbs 26.7% 100% 5 20-07-04
End Reaction 320 bs 29.9% 100% 2 31-05-00
Int.Reaction 782 bs 34.8% 100% 4 09-06-08
End Shear 309 los 19% 100% 2 31-03-00
Cort.Shear 420 bs 25.9% 100% 5 20-10-00
Total Load Dail. L/999(0.056") n/a n/a 2 26-02-01
Live Load Deft. L/999(0.047') n/a n/a 7 26-02-01
Total Neg. Defi. L/999(-0.014") n/a n/a 2 15-06-14
Max Dail. 0.056" n/a n/a 2 26-02-01
Span/Depth 11.2 n/a n/a 0 00-00-00
%Allow %Allow
Bearing Supports Dim.(L x W) value Support Member Material
BO WalVP late 4"x 2" 2951)s 8.7% 20.7% Unspecified
Bt WaIVPlate 3-1/2"x 2" 782 bs 26.3% 34.8% Unspecified
B2 Wall/Plate 5-1/2"x 2" 845 bs 18.1% 33.5% Unspecified
B3 Hanger 2"x2" 320 bs 27% 29.9% IUS2.06/11.88
Cautions
Hanger IUS2.06/11.88 requires(10)1 Od face nails,(2)Strong-Grip joist nails.
Notes
Page 1 of 2
®am..c..�.d. Single 11-7/8" BCI®5000-1.7 DF Upper Leveffloor JoistsW1(i679)
Dry 13 spars I No cantilevers 10/12 slope June 17,2015 10:57:24
BC CALC®Design Report RM 16 OCS I Repetitive I Glued&nailed construction
Build 3924 File Name: 15-968.mmdl
Job Name: Westwood Homes Description:Designs\FloorJoists\Upper Level\FloorJoistsUl(i679
Address: Lot 1 Specifier: PDG
City,State, .Tip: , Designer.
Customer PROBUILD FOREST GROVE Company: BOISE CASCADE BMD
Code reports: ESR-1336 Misc:
Design meets User specified(L/360)Total load deflection criteria Disclosure
Design meets User specified(L/480)Live load deflection criteria. Completeness and accuracy or input must
Design meets arbitrary(1")Ma dmlm total load deflection criteria. be vended by anyone who would rely on
Calculations assume Member is Fully Braced. output as evidence of suitability a
Hanger Manufacturer: Simpson Strong-Tie,Inc. particular application.Output here based on
hi glued and nailed to member. building code accepted design properties
Composite EI value based on 3/4"thick OSB sheathing g and analysis methods. Installation of
Design based on Dry Service Condition. BOISE engineered wood products must be
Deflections less than 1/8"were ignored in the results. in accordance with current Installation
Guide and applicable building codes.To
obtain Installation Guide or ask questions,
please call(800)232-0788 before
installation.
BC CALC®, BC FRAMERS,AJS",
ALLJOISTO, BC RIM BOARD', BCI®,
BOISE GLULAM',SIMPLE FRAMING
SYSTEMS,VERSA-LAM®,VERSA-RIM
PLUS®,VERSA-RIM®,
VERSA-STRANDS,VERSA-STUDO am
trademarks of Boise Cascade Wood
Products L.L.C.
Page 2 of 2
Single 11-7/8" BCI®5000-1.7 DF Upper Leveffloor Joists\J3(K72)
Dry 12 spars I No cantilevers 0/12 slope June 17,2015 10:57:24
BC CALL®Design Report 16 OCS Repetitive Glued&nailed construction
Build 3924 File Name: 15-968.mmdl
Jab Name: Westwood Homes Description:Designs\Floor Joists\Upper Level\Floor Joists\J3(i472)
Address: Lot 1 Specifier: PDG
City,State,Zip: , Designer:
Customer: PROBUILD FOREST GROVE Company: BOISE CASCADE BMD
Code reports: ESR-1336 Misc:
1
2
05-04-08 10-04-04
BO 131 B2
Total Horizontal Product Length= 15-08-12
Reaction Summary (Down I Uplift) (Ibe)
Bearing Live Dead Snow Wind Roof Live
BO 110/75 9/0
B1,3-12" 514/0 129/0
B2 240/4 59/0
Live Dead Snow Wind Roof Live OCs
Load Summary
Tag Description Load Type Ref. Start End 100% 90% 116% 160% 125%
0 FC2 Floor Material Unf. Lin. (lb/ft) L 00-00-00 05-04-08 27 7 n/a
1 FC2 Floor Material Unf. Lin. (lb/ft) L 00-00-00 05-02-04 17 4 n/a
2 FC2 Floor Material Unf. Lin. (Ib/ft) L 05-04-08 15-08-12 53 13 n/a
Controls Summary value %Allowable Duration Cane Location
Pos.Moment 640 ft-bs 20.3% 100% 3 11-03-09
Neg. Moment -552 ft-bs 17.5% 100% 1 05-04-08
End Reaction 299 bs 28% 100% 3 15-08-12
Int.Reaction 643 bs 28.6% 100% 1 05-04-08
End Shear 288 bs 17.7% 100% 3 15-06-12
Cort.Shear 386 bs 23.7% 100% 1 05-06-04
Uplift -671)s n/a 100% 3 00-00-00
Total Load Deft. L/999(0.045') n/a n/a 3 10-09-08
Live Load Deft. 1-1999(0.037') n/a n/a 6 10-09-08
Total Neg. Del. L/999(-0.004") n/a n/a 3 03-03-05
Max Dell. 0.045' n/a n/a 3 1009-08
Span/Depth 10.4 n/a n/a 0 0000-00
%Allow %Allow
Bearing Supports Dim. (L x W) value support Member Material
BO Hanger 2"x2" 119 lbs 12.3% 8.3% IUS2.06/11.88
BO Hanger Uplift 2"x2" 67lbs 28.4% n/a IUS2.06/11.88
131 Beam 3-1/2"x 2" 643 bs 12.2% 28.6% Unspecified
B2 Hanger 2"x2" 299 bs 25.2% 28% IUS2.06/11.88
Cautions
Uplift of-67 lbs found at span 1 -Left.
Web stiffeners required at bearing BO.
Hanger IUS2.06/11.88 requires(10)10dx1.5 face nails,(2)10dx1.5 joist nails.
Hanger IUS2.06/11.88 requires(10) 1 O face nails,(2)Strong-Grip joist nails.
Notes
Page 1 of 2
�ew..o..�.d. Single 11-7/8" BCI®5000-1.7 DF Upper Leveffloor Joistsli.13(K72)
Dry 12 spare I No cantilevers 10/12 slope June 17,2015 10:57:25
BC CALC®Design Report Im 16 OCS I Repetitive I Glued &nailed construction
Build 3924 File Name: 15-968.mmdl
Job Name: Westwood Homes Description:Designs\Floor Joists\Upper Level\FIoorJOIsts\J3(i472
Address: Lot 1 Specifier: PDG
• City,State,Zip: , Designer:
Customer PROBUILD FOREST GROVE Company: BOISE CASCADE BMD
Code reports: ESR-1336 Misc:
Design meets User specified(U360)Total load deflection criteria Disclosure
Design meets User specified(U480)Live load deflection criteria. completeness and accuracy of input must
Design meets arbitrary(1")Ma>amtm total load deflection criteria. be venfed by anyone who would rely on
Calculations assume Member is Fully Braced. output as"clence of suitability for
Harper Manufacturer: Simpson Strong-Tie, Inc. particular application. output here based on
Composite EI value based on 3/4"thick OSB sheathing glued and nailed to member. building code accepted design properties
Com
p �9 and analysis methods. Installation of
Design based on Dry Service Condition. BOISE engineered wood products must be
Deflections less than 1/8"were ignored in the results. in accordance with current Installation
Guide and applicable building codes.To
obtain Installation Guide or ask questions,
please call(8nu)232-0788 before
installation.
BC CAL-00, BC FRAMERS,AJS1O,
ALLJOISTO, BC RIM BOARD-,BCI®,
BOISE GLULAM",SIMPLE FRAMING
SYSTEMS,VERSA-LAMS,VERSA-RIM
PLUS®,VERSA-RIMS,
VERSA-STRANDS,VERSA-STUDS are
trademarks of Boise Cascade Wood
Products L.L.C.
Page 2 of 2
Single 11-7/8" BCI®5000-1.7 DF Upper LevellFloor JoistsW5(i701)
Dry 1 span I No cartilevers 10/12 slope Jule 17, 2015 10:57:25
BC CALC®Design Report WE 16 OCS Repetitive I Glued&nailed construction
Build 3924 File Name: 15-968.mmdl
Job Name: Westwood Homes Description:Designs\FloorJoists\UpperLevel\FloorJoistsU5(i701)
-Address: Lott Specifier: PDG
City,State,Zip: , Designer:
Customer PROBUILD FOREST GROVE Company: BOISE CASCADE BMD
Code reports: ESR-1336 Misc:
w
10-05-00
BO Bi
Total Horizontal Product Length= 10-05-00
Reaction Summary (Down/ Uplift) (lbs)
Bearing Live Dead Shaw Wind Roof Live
BO,2-1/2" 279/0 70/0
131 277/0 69/0
Live Dead Snow Wind Roof Live ocs
Load Summary
Tag Description Load Type Ref. Skirt End 100% 90% 115% 180% 125%
0 FC2 Floor Material Unf. Lin. (ib/ft) L 00-00-00 10-05-00 53 13 Na
Disclosure
Controls Summary Value %Allowable Duration Cane Location Completeness and accuracy of input must
Pos. Moment 861 ft-lbs 27.3% 100% 1 05-02-12 be ven5ed by anyone who would rely on
End Reaction 346 bs 32.4% 100% 1 10-05-00 output as evidence of suitability for
End Shear 335 bs 20.6% 100% 1 00-02-08 particular application.Output here based on
Total Load Defl. L1999(0.06") Na Na 1 05-02-12 building code-accepted design properties
Live Load Defl. L/999(0.048") Na Na 2 05-02-12 and analysis methods. Installation of
Max Defl. 0.06" Na Na 1 05-02-12 BOISE engineered wood products must be
in accordance with current Installation
Span/Depth 10.3 Na Na 0 00-00-00 Guide and applicable building codes.To
obtain Installation Guide or ask questions,
%Allow %Allow please call(800)232-0788 before
Bearing Supports Dim.(L x W) Value Support Member Material installation.
BO WaIVPlate 2-1/2"x 2" 349 bs 16.4% 29.4% Unspecified BC CALOS, BC FRAMERS,AJSTM,
B1 Hanger 2"x 2" 346 bs 29.2% 32.4% IUS2.06/11.88 ALLJOISTO, BC RIM BOARD'"', BCI®,
BOISE GLULAM-, SIMPLE FRAMING
Cautions SYSTEM®,VERSA-LAMS,VERSA-RIM
Hanger IUS2.06/11.88 requires(10) 10d face nails,(2)Strong-Grip joist nails. PLUS®,VERSA-RIMS,
VERSA-STRANDS,VERSASTUDO are
trademarks of Boise Cascade Wood
Notes Products L.L.C.
Design meets User specified(L/360)Total bad deflection criteria
Design meets User specified(L/480)Live load deflection criteria.
Design meets arbitrary(1")Maximum total load deflection criteria.
Calculations assume Member is Fully Braced.
Hanger Manufacturer: Simpson Strong-Tie, Inc.
Composite EI value based on 3/4"thick OSB sheathing glued and nailed to member.
Design based on Dry Service Condition.
Deflections less than 1/8"were ignored in the results.
Page 1 of 1
' ®Bolsa Gaeade
Single 11-7/8" BCI®5000-1.7 DF Upper Level\Floor Joists\J2(i384)
Dry 12 spare I No cantilevers 10/12 slope June 17, 2015 10:57:25
BC CALCO Design Repoli 16OCS Repetitive I Glued &nailed coretrintion
Build 3924 File Name: 15-968.mmdl
Job Name: Westwood Homes Description:Desigrs\FloorJoists\UpperLeveltFloorJoistsU2(i384)
Address: Lot 1 Specifier: PDG
City,State,Zip:, Designer:
Customer: PROBUILD FOREST GROVE Company: BOISE CASCADE BMD
Code reports: ESR-1336 Misc:
G:.
BO 08-11-04 81 10-11-08
62
Total Horizontal Product Length= 1510-12
Reaction Summary (Down/ Uplift) (Ibs)
Bearing Live Dead Snow Wind Roof Live
BO 217/45 43/0
B1,5-12" 650/0 163/0
B2 258/20 60/0
Live Dead Snow Wind Roof Live OCs
Load Summary
Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125%
0 FC2 Floor Material Unf. Lin. (Ib/ft) L 00-00-00 19-10-12 53 13 Na
Controls Summary value %Allowable Duration Coes Location
Pos. Moment 727 ft-lbs 23.1% 100% 3 15-01-07
Neg. Moment -763 ft-lbs 24.2% 100% 1 08-11-04
End Reaction 318lbs 29.8% 100% 3 19-10-12
Irt.Reaction 813 lbs 32.2% 100% 1 08-11-04
End Shear 307 lbs 18.9% 100% 3 19-08-12
Cort.Shear 417 lbs 25.6% 100% 1 09-02-00
Uplift -2 lbs Na 100% 3 00-00-00
Total Load Defl. L/999(0.056") Na Na 3 14-07-00
Live Load Deft. L/999(0.046") Na Na 6 14-07-00
Total Neg. Dell. L/999(-O.00T') Na Na 3 05-10-08
Max Deft. 0.056" Na Na 3 14-07-00
Span/Depth 11 Na n/a 0 00-00-00
%Allow %Allow
Bearing Supports Dim.(L x W( value Support Member material
BO Hanger 2"x 2" 260 lbs 21.9% 24.3% IUS2.06/11.88
BO Hanger Uplift 2"x 2" 2 lbs 2.5% Na IUS2.06/11.88
B1 Wall/Plate 5-1/2"x2" 8131)s 17.4% 32.2% Unspecified
B2 Hanger 2"x2" 318lbs 26.9% 29.8% IUS2.06/11.88
Cautions
Hanger IUS2.06/11.88 requires(10) 1 Old face mails,(2)Strong-Grip joist nails.
Notes
Page 1 of 2
•®ea..n.�d. Single 11-7/8" BCI®5000-1.7 DF Upper Leveffloor JoistsW2(i384)
Dry 12 spans I No cantilevers 10/12 slope Jute 17,2015 10:57:25
BC CALC®Design Report 16 OCS I Repetitive I Glued &nailed construction
Build 3924 File Name: 15-968.mmdl
Job Name: Westwood Homes Description:Designs\FloorJoists\Upper LeveKFloorJoistsU2(i384
Address: Lot 1 Specifier: PDG
City,State,Zip: , Designer:
Customer PROBUILD FOREST GROVE Company: BOISE CASCADE BMD
Code reports: ESR-1336 Misc:
Design meets User specified(L/360)Total load deflection criteria Disclosure
Design meets User specified(U480)Live load deflection criteria. Completeness and accuracy or input must
Design meets arbitrary(1")Mammun total load deflection criteria. be rarified by anyone who would rely on
Calculations assune Member is Fully Braced. output as eddence of suitability for
Hanger Manufacturer: Simpson Strong-Tie,Inc. particular application. Output here based on
Composite EI value based on 3/4"thick OSB sheath glued and nailed to member. building analcodysis
mecepled design progenies
P �9 and analysis methods. Installation of
Design based on Dry Service Condition. BOISE engineered wood products must be
Deflections less than 1/8"were ignored in the results. in accordance with current Installation
Guide and applicable building codes.To
obtain Installation Guide or ask questions,
please call(800)232-0788 before
installation.
BC CALC®, BC FRAMERS,AJS-,
ALLJOIST6, BC RIM BOARD', BCI®,
BOISE GLULAM',SIMPLE FRAMING
SYSTEMIC,VERSA-LAM®,VERSA-RIM
PLUS®,VERSA-RIM®,
VERSA-STRAND®,VERSASTUDV are
trademarks of Base Cascade Wood
Products L.L.C.
Page 2 of 2
®eel..�.raee Single 11-7/6" BCI® 5000-1.7 DF Upper Level\Floor Joists\,14(1692)
Dry 11 span I No cantilevers 10/12 slope June 17,2015 10:57:25
BC CALC®Design Report Im 16 OCS I Repetitive Glued&nailed construction
Build 3924 File Name: 15-968.mmdl
Job Name: Westwood Homes Description:Designs\FloorJeists\UpperLevel\FloorJoists\J4(i692)
Address: Lot 1 Specifier: PDG
City,State,Tip: , Designer:
Customer: PROBUILD FOREST GROVE Company: BOISE CASCADE BMD
Code reports: ESR-1336 Misc:
BO 11-04-08 B7
Total Horizontal Product Length= 11-04-08
Reaction Summary (Down/ Uplift) (lbs)
Bearing Live Dead Snow Wind Roof Live
BO,4" 308/0 77/0
131 299/0 75/0
Live Dead Snow Wind Roof Live oc3
Load Summary
Tag Description Load Type Ref. Start End 100% 90% 116% 160% 126%
0 FC2 Floor Material Unf. Lin. (Ib/ft) L 00-00-00 11-04-08 53 13 n/a
Disclosure
Controls Summary Value %Allowable Duration Gee Location Completeness and accuracy of input must
Pos. Moment 1,008 11-its 32% 100% 1 05-09-04 be verified by anyone who would rely on
End Reaction 374lbs 35% 100% 1 11-04-08 output as evidence of suitability for
End Shear 363lbs 22.3% 100% 1 00-04-00 particular application. Output here based on
Total Load Dell. L/999(0.08") n/a rVa 1 05-09-04 building code-accepted design properties
Live Load Defl. L/999(0.064") n/a n/a 2 05-09-04 and analysis methods. Installation of
Max Dell. 0.08" n/a n/a 1 OS-09-04 BOISE engineered wood products must be
in accordance with current Installation
Span/Depth 11.1 rVa n/a 0 00-00-00 Guide and applicable building codes.To
obtain Installation Guide or ask questions,
%Allow %Allow please call(800)232-0788 before
Bearing Supports Dim. (L x W) Value support Member Material installation.
BO Wall/Plate 4"x2" 385 lbs 11.3% 27% Unspecified AJSTM,
B1 Hanger 2"x 2" 374 lbs 31.5% 35% IUS2.06/11.88 BC CALC®, BC FRAMER®,A
ALLJOIST®, BC RIM BOARDTM, BCI®,
BOISE GLULAMTM, SIMPLE FRAMING
Cautions SYSTEMS,VERSA-LAMS,VERSA-RIM
Hanger IUS2.06/11.88 requires(10) 10d face nails,(2)Strong-Grip joist nails. PLUS®,VERSA-RIMS,
VERSASTRANDO,VERSA-STUDS)are
Notes trademarks of Boise Cascade Wood
Products L.L.C.
Design meets User specified(0360)Total bad deflection criteria
Design meets User specified(U480)Live bad deflection criteria.
Design meets arbitrary(1")Maximum total load deflection criteria.
Calculations assume Member is Fully Braced.
Hanger Manufacturer: Simpson Strong-Tie,Inc.
Composite EI value based on 3/4"thick OSB sheathing glued and nailed to member.
Design based on Dry Service Condition.
Deflections less than 1/8"were ignored in the results.
Page 1 of 1
®00i"Gncade Single 11-7/8" BCI® 5000-1.7 DF Upper Leveffloor Joists\J3(i410)
Dry 12 spare I No cantilevers 10/12 slope Jute 17, 2015 10:57:25
BC CALCO Design Report Im 16 OCS Repetitive Glued &nailed construction
Build 3924 File Name: 15-968.mmdl
• Job Name: Westwood Homes Description:Designs\FborJoists\UpperLevel\FloorJoists\J3(i410)
. Address: Lot 1 Specifier: PDG
City,State,Zip: , Designer:
Customer: PROBUILD FOREST GROVE Company: BOISE CASCADE BMD
Code reports: ESR-1336 Misc:
.b �z s !;, -,r .y-f �� tis• ��* .r;.
wxa r ?
BO 04-02-12 Bl 10-11-06 B2
Total Horizontal Product Length= 15-02-04
Reaction Summary (Down/ Uplift) (Ibs)
Bearing Live Dead Snow Wind Roof Live
BO 109/115 0/1
B1,5-12" 567/0 142/0
82 251 /2 62/0
Live Dead Snow Wind Roof Live ocs
Load Summary
Tag Description Load Type Ref. Start End 100% 90% 116% 160% 126%
0 FC2 Fbor Material Unf. Lin.(lb/ft) L 00-00-00 15-02-04 53 13 n/a
Controls Summary Value %Allowable Duration case Loudon
Pos. Moment 704 ft-lbs 22.4% 100% 3 10-06-08
Neg. Moment -026 ft-lbs 19.9% 100% 1 04-02-12
End Reaction 3131)s 29.3% 100% 3 15-02-04
Int.Reaction 709 lbs 28.1% 100% 1 04-02-12
End Shear 302 lbs 18.6% 100% 3 15-00-04
Cart.Shear 404lbs 24.9% 100% 1 04-05-08
Uplift -117 lbs n/a 100% 3 00-00-00
Total Load Dell. L/999(0.054") n/a n/a 3 09-11-05
Live Load Deft. L/999(0.043") Na rVa 6 09-11-05
Total Neg. Defl. LR999(-0.003") n/a n/a 3 02-06-09
Max Defl. 0.054" n/a n/a 3 09-11-05
Span/Depth 11 n/a n/a 0 00-00-00
%Allow %Allow
Bearing Supports Dim.(L x W) Value Support Member Material
BO Hanger 2"x2" 108 lbs 9.8% 8.1% IUS2.06/11.88
BO Hanger Uplift 2"x 2" 117lbs 49.6% n/a IUS2.06/11.88
Bt WaIVPlate 5-1/2"x 2" 709 bs 15.2% 28.1% Unspecified
B2 Hanger 2"x 2" 313lbs 26.5% 29.3% IUS2.06/11.88
Cautions
Uplift of-117 lbs found at span 1 -Left.
Web stiffeners required at bearing BO.
Hanger IUS2.06/11.88 requires(10) 1 Old face nails,(2)1 Odxl.5 joist nails.
Hanger IUS2.06/11.88 requires(10) 1 Od face nails,(2)Strong-Grip joist nails.
Notes
Page 1 of 2
Single 11-7/8" BCI®5000-1.7 DF Upper Level\Floor JOistsW3(i410)
Dry 12 spare I No cantilevers 10/12 slope June 17,2015 10:57:25
BC CALC®Design Report Im 16 OCS I Repetitive I Glued &nailed construction
Build 3924 File Name: 15-968.mmdl
Job Name: Westwood Homes Description:Designs\FloorJoists\UpperLevel\FloorJoists\J3(i410.
Address: Lot 1 Specifier: PDG
• City,State,Zip: , Designer
Customer PROBUILD FOREST GROVE Company: BOISE CASCADE BMD
Code reports: ESR-1336 Misc:
Design meets User specified(L/360)Total load defection criteria Disdosure
Design meets User specified(L/480)Live load deflection criteria. completeness and accuracy of input must
Design meets arbitrary(1")Mapmum total load defection criteria. be verified by anyone wt,o would rely on
Calculations assume Member is Fully Braced. output as emdence of suitability for
Hanger Manufacturer: Simpson Strong-Tie,Inc. particular application. Output here based on
hi glued and nailed to member. building code-accepted design properties
Composite EI value based on 3/4"thick OSB sheat
n9 9 and analysis methods. Installation of
Design based on Dry Service Condition. BOISE engineered wood products must be
Deflections less than 1/8"were ignored in the results. in accordance with current Installation
Guide and applicable building codes.To
obtain Installation Guide or ask questions,
please call(800)232-0788 before
installation.
BC CALC®, BC FRAMERS,AJS",
ALLJOISTO, BC RIM BOARD"',BCI®,
BOISE GLULAM-,SIMPLE FRAMING
SYSTEMS,VERSA-LAM®,VERSA-RIM
PLUS®,VERSA-RIMS,
VERSA-STRANDS,VERSASTUDO are
trademarks of Boise Cascade Wood
Products L.L.C.
Page 2 of 2
Single 11-7/8" BCI® 5000-1.7 DF Upper LevelliFloor Joists\J4(i702)
Dry 11 span I No cantilevers 10/12 slope June 17, 2015 10:57:26
BC CALC®Design Report RM 16OCS Repetitive Glued &nailed construction
Build 3924 File Name: 15-968.mmdl
Job Name: Westwood Homes Description:Designs\FloorJoists\UpperLevel\FloorJoists\J4(i702)
Address: Lot 1 Specifier: PDG
City,State,Zip: , Designer:
Customer: PROBUILD FOREST GROVE Company: BOISE CASCADE BMD
Code reports: ESR-1336 Misc:
6
t � c•
11-06-12
SO B1
Total Horizontal Product Length= 11-06-12
Reaction Summary (Down/ Uplift) (lbs)
Bearing Live Dead Snow Wind Roof Live
BO 304/0 76/0
B1,4" 313/0 78/0
Live Dead Snow Wind Roof Live OCS
Load Summary
Tag Description Load Type Ref. Slart End 100% 90% 116% 160% 126%
0 FC2 Floor Material Unf. Lin. (Ib/ft) L 00-00-00 11-06-12 53 13 Na
Controls Summa Value %Allowable Duration case Location Disclosure
Summary Completeness and accuracy of input must
Pos. Moment 1,043 fl-lbs 33.1% 100% 1 05-08-06 be verified by anyone who would rely on
End Reaction 380lbs 35.5% 100% 1 00-00-00 output as evidence of suitability for
End Shear 3691)s 22.7% 100% 1 00-02-00 particular application.Output here based on
Total Load Defl. L/999 (0.085") Na Na 1 05-08-06 building code-accepted design properties
Live Load Defl. LF999(0.068") Na Na 2 05-08-06 and analysis methods. Installation of
Max Defl. 0.085" Na Na 1 05-08-06 BOISE engineered wood products must be
in accordance with current Installation
Span/Depth 11.3 Na Na 0 00-00-00 Guide and applicable building codes.To
obtain Installation Guide or ask questions,
%Allow %Allow please call(800)232-0788 before
Bearing Supports Dim.(L x W) Value support Member Material installation.
BO Hanger 2"x 2" 380 los 32.1% 35.5% IUS2.06/11.88 BC CALC®, BC FRAMERS,AJSTM,
B1 Wall/Plate 4"x2" 391 bs 11.5% 27.4% Unspecified ALLJOISM, BC RIM BOARDTM, BCI®,
BOISE GLULAM-, SIMPLE FRAMING
Cautions SYSTEMS,VERSA-LAMS,VERSA-RIM
Hanger IUS2.06/11.88 requires(10) 1 Od face nails,(2)Strong-Grip joist roils. PLUS®,VERSA-RIMS,
VERSA-STRANDS,VERSA-STUD®am
Notes trademarks of Boise Cascade Wood
Products L.L.C.
Design meets User specified (U360)Total bad deflection criteria
Design meets User specified (U480)Live bad deflection criteria.
Design meets arbitrary(1")Maximun total load deflection criteria.
Calculations asstme Member is Fully Braced.
Harper Manufacturer: Simpson Strong-Tie,Iric.
Composite EI value based on 3/4"thick OSB sheathing glued and roiled to member.
Design based on Dry Service Condition.
Deflections less than 1/8"were ignored in the results.
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