HomeMy WebLinkAboutPermit Building 2019-11-14SPRINGFIE
OREGON
Web Address: www.springfield-or.9ov
Building Permit
Residentia! Structu ral
Permit Number: 811-19-OO2569-STR
IVR Number: 811019594881
CitY of SPringfield
Development and Public Works
225 Fifth Street
Springfield, OR97477
54L-726-3753
Email Address : permitcenter@springfield-or.gov
Qh
Permit fssued: November 14, ZO1-g
Category of Construction: Single Family Dwelling
Submitted Job Value: $11,OOO.OO
Description of Work: Replace flat roof with pitched trussed roof
Type of Work: Alteration
Worksite Address
1578 16TH ST
Springfield, OR 97477
Parcel
1703253 10 1600
Owner:
Address:
TY HOMES LLC
1574 COBURG RD #397
EUGENE, OR 97401
Busaness Name
PROPERTY CONVERSIONS LLC -
Primary
License
ccB
License Number
214589
Phone
541-510-7653
f nspection
1999 Final Building
1260 Framing
Inspection Group
Struct Res
Struct Res
fnspection Status
Pending
Pending
Various inspections are minimally required on each project and often dependent on the scope of work. Contactthe issuing jurisdiction indicated on the perm it to determine required inspections for this project.
Schedule or track inspections at www.buildingpermits.o regon.govCall or textthe word ,,schedule,,to 1_ggg_2gg-2g2| use IVR number:811019594g81Scheduleusing the Oregon epermitting Inspection App, search "epermitting,, in the app store
Permits expire if work is nthe issuingage;";';';;il;:t started within 18o Davs of issuance or if work is suspended for r8o Days or longer depending on
All Provisions of taws and ordinances governing this type of work wirt be complied with whether specifie.r herein or not,:#,,j1,il::j"..,.T::,ffiu:m:ni::tiri*:*,::;;;;;il;;,1,#i.o,i"ion" of any other ".u,. o.,oca, ,aw
ATTENTT'N: oregon law requires you to follow rules adopted by the oregon utirity Irrotification center. Those rures are setl"rllr';r1- es2-ool-oolo throush oo* rirroii-oro. ,o, ,n., .ot.i, ".r,-"" or.n. rures by cailins the ienter at lsoe;All persons or entities ottfo-TiT work under this permit are required to be licensed unless exempted by oRS 7O1.O1O
(structurar/Mechanical), ons ezg'sno ra,"or".ii,'"-"d oRS 593.O10-020 (plumbing).
Printed onr LL/14/19
Page 1 of 2 c: \myReports/repo rts/ t ptodudtont o 7 sTAN DARO
tr.^^a
TYPE OF WORK
JOB SITE INFORMATION
LICENSED PROFESSIONAL INFORMATION
PENDING INSPECTIONS
SCHEDULIl{G INSPECTIONS
Permit Number: 8ll-19-O02569-STR Page 2 of 2
Fee Description
Technology Fee
Structural building Permit fee
State of Oregon Surcharge - Bldg (l2o/o of applicable fees)
Printed on: 11/r4l19
Quantity
Total Fees:
Fee Amount
$ 11.00
$219.90
$26.39
$2s7.29
C:\myReports/reports//production/o 1 STANDARD
Page 2 of 2
PER.MIT FEES
SPRINGFIETD
b
OREGON
www.springfi eld-or. gov
Worksite address: 1578 16TH ST, Springfield , OR gl47t
Parcr-l: 1703253101600
Transaction Receipt
81 1 -1 9-002569-STR
Receipt Number: 472998
Receipt Date:11t14t19
CitY of SPringfield
Development and Public Works
225 Fifth Street
sPringfield, oR97477
54r'7264753
permitcenter@sprin gfield-or'gov
Fees Paid
Transaction date
11t14t19
11t14t19
11t14t19
Units
1.00 Ea
1.00 Ea
1.00 Automatic Technology Fee
Description
Structural building permit fee
State of Oregon Surcharge - Bldg (12% of
applicable fees)
Account code
224-00000-425602- 1 030
82 1 -00000-2.1 5004-0000
20 4 -00000 -425605-0000
Fee amount
$219.90
$26.39
$1 1.00
Paid amount
$219 90
$26'39
$11.00
Method: Check number: 5021
Cashier: Katrina Anderson
TY HOMES LLC Amount:29
Receipt Total:$257.29
Printed: 1 l/14l19 3:35 pm Page 'l of 1
Fl N-Transaction ReceiPt-Pr
[r.,r-
Ctry or SpRTcFIELD, oREGoN
Structural Permit Application ffi225 Fifth Street . Springfield,OP.97477 . PH(541)726-3753 0 FAX(541 )726-3689
This permit is issued under OAR 918-460-0030. Permits expire if work is not started within 180 days of
suspended for lE0 days.
or if work is
'7
DEPARTMENT USE ONLY
Permit no.:l, -oo?q62 - gflu
Date: j 1l hLllj
FEE SCHEDULE
1. Valuation information
Occupancy
Construction type:
Square feet
Cost per square foot
Other information:
Type of Heat:
Energy Path:
E new lalteration ! addition
(b) Foundation-only permit? E Yes f] No
Total valuation:$
2.fees
(a) Permit fee (use valuation table):$
fee (equal to(b)$
(c) Reinspection ($ per hour):
(number ofhours x fee per hour)$
(d) Enter 12oZ surcharge (.12 x l),$
(e) Subtotal of fees above (2a 2d):$
3. Plan review fees
$
(b) Fire and life safety (65% x permit fee [2a]):$
Subtotal of fees above (3a and 3b):$
4. Miscellaneous fees
(a) Seismic fee, l% (.01 x permit fee $
(b) Tech fee,5Yo (.05 x pennit fee[2a]+PR fee [3c])$
fees and surcharges (2e+Jc+4a+b):$
LOCAL GOVERNMENT APPROVAL
This project has final land-use approval.
Date:
This project has DEQ approval
Date:
Zoning approval verified: E Yes E lto
Property is within flood plain: ! Yes f] No
CATEGORY OF CONSTRUCTION
fr Residential Govemment I Commercial
JOB SITE INFORMATION AND LOCATION
Job site address:
SPar r/State: 44-
Subdivision:Lot no.
Reference:Taxlot:
PROPERTY OWNER
Name:
Address:
State:ZIP
24 Fax:
E-mail:
ora
being made on
requirements under ORS 701.010.
cxcmpt from
property owned
of my immediate
CONTRACTOR INSTALLATTON
Business narne p
Address:
State:ZIP:
Fax:
E-rnail:
CCB license no.:
Print name:
Sigrlarure:
INFORMATION
Name CCB License #Phone
Electrical
Plumbing
Mechanical
Last cditcd 5-5-2019 BJoncs
(a) Jobdescription: /furJl'4., \edd r r- Irl oN
rl
r.0dd
I
(a) Plan review (65% x permit fee [2a]):
application:
.J,-
.J TSE
Engineering
Tri-State Engineering, lnc.
12810 NE 178th Street
Suite 218
Woodinville, WA 98072
425.481.6601
The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision
based on the parameters provided by The Truss Company (Eugene).
Pages or sheets covered by this seal: I13048020 thruIl3048030
My license renewal date for the state of Oregon is December 31,2020.
Re: J1047571
TY Homes, LLC
11B22PE
OREGON
7'1 6'82
November 8,2019
Terry Powell
The seal on these drawings indicate acceptance of p-rofessional engineering responsibility solely for thetruss components shown._ The suitability and use of this "o-por"rt for anly particular building-is theresponsibility of the building designer, per ANSI/TpI l.
Job Truss
n01GE
Truss Type lory
lCommon
Supported Gable
11
Jl047571
Ply
[:.:":::,:::1 r1 3048020
The Truss Company (Eugene), Eugene, OR - 97402,2g
lD:En3TFdmXUOb2F EzY AYB437 yukyl -bHB0DwJwdFMegCUEWcbBKsJ
2-0-0 14-0-0 14-0-0 2-0-0
S€le = 1 :51.3
s.oo lil 13
4x4
12
't1
10 14
I '15
16
3x6 'z
45
17
6 18
3x6 .\
19
203 .-/21
-?\-.-
2 -..:
22
&--a ,.li
3x4 3x441 40 39 38 37 36 35 34 33
3x6 =
32 31 30 29 28 27 26 25 24
LOADING (psf)
TCLL 25.0
(R@f SnoF25.0)
PLATES
MT2O
GRIP
2201'195
Weight: 161 lb FT = 2ook
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
TCDL
BCLL
BCDL
8.0
0.0 '
LUMBER-
ToP CHORD 2x4 DF No.2
BOT CHORD 2x4 DF No.2
OTHERS 2X4 DF STUd
BRACING.
TOP CHORD
BOT CHORD
REACTIONS. All bearings 2&0-0.
(lb) - Max Hoz 2=95(LC la)
MaxUpliftAlluplift'10Olborl€$atjolnt(s)2,33,35,36,37,38,39'40'41'31'30'29'28'27'26'25'24'22
Max Grav- All rea.tions 250 Ib or less at joint(s) 32, a3, 35' 36, 37' 38' 39 ' 40' 41 ' 31 ' 30' 29' 28' 27 ' 26' 25' 24 ex@pl
- -2-zehLc 17),22=297(LC 18)
FORCES: 116) - Max. coop./Max-Ten. - All 5rces 25G'(!b) or less except when shown'
NO,'ES- -
i) wihd ASoE 7-10; vutt=120mph (3-sercna'gusiy vij=esmph; TcDL=4.8pst; BcDL=4.2psf; h=25ft; cal ll.Exp B; Enclosed; MWFRS (envelope) gable end
3:e_ Grlilver lefr and right exposed ; end'vertiel t6t and right exposed: Lumber DoL=1.60 plate grip ooL=1.60
2l -fl$ csiqnod for wincroaas inrrie-ir"n" or tt
"
tru"" onry. F:or studs exposed to wind (nomal to the fa@), see standard lndustry Gable End Details as
apDliEableior consuttiu-aflm6o-olilalng oesigner as per ANSI/TPI 1 - ..
gl ;-t ile- z lo; pt=-zs.o psr (nat rmt snowl; caEg!ry ll; Exp B; Partially Exp : ct=1 10
ai inlatiea "no*
loaoflEw been @nsiddted'tor thig design'
5) Thrs russhes be"n oe"ig1"3 grcel;i.liJfi';Jil;-# of 16.0 psf or 1.oo times flat roof load of 25.0 psf on overhangs non-concurenl with other live
laajs- -
O1 elt ptatesore t.Sx+ MT20 unless otheMisdindi''dIed'
7) Gable reouites @ntinuoxs bottogl chord bearing'
8) ea5l: sjuzs spaed a'-1'{-C:-. -
ql This tlu$ has been desiqned loFa 1O.O pstiottom chord Iive load non@ncurent with any other live loads'
i6)'- ';##ff;;;;".i;"-ri,'; ,"-,:ffiH;dfi:;;""u," u"n". "r,"iJ
in arr areas where a rectansle 3-6-0 talr bv 2-04 wide will rt between the bottom
tlirl'J-erJinyother:lemb:E - i^^rh,,^rir.ri^inr/s\2 33 35 36.37.38,39,40,41,31,30,29,
11) provide mshani€t @Frdqi6r (by others) of truss to bearjng ptate @pable of withstanding 100 lb uplift at joint(s) 2, 33, 35, 36, 37' 38' 39' 40' 41
28,27,26,25,24,22.
RENEWS:12t31t20
November 8,2019
:0-1-6.0-1 -81. I19:0-'1-6.0-1-
DEFL.
Ve(LL)
Vert(CT)
Hoz(CT)
in
0.02
0.01
0.00
(loc) Udefl Lld
23 nh 12O
23 nh 90
22 nla nla
csr.
TC
BC
WB
Matrix-SH
0.25
o.12
0.07
SPAC|NG- 2-O-O
Plate Grip DOL '1.15
Lumber DOL 1.'15
Rep Stress lncr YES
Code lRC2015/TP12014
7tl 6182
A
theTRUSSco.tNc.
B
7
o
,t
l\radison,
is based only
of component
MiTek connedors.an individual
for use only with
Componentpermanenterector,
oI the
1047'571
lTtuss
hoz
I lH"#:"
lo,, lt', [-y Homes, LLCb i 1l
I I lJob Referene loptionatl
I 1 3048021
Company (Eugene),Eugene, OR - 97402,
7-3-14
2-0-0
20-8-2
6-8-2 7-3-14 2-O-O
S€le = 1:51.3
4x6 -s.oo fi-
3xO /-
1.5x4 \\ 4
3
3x6 :\
6 1.5x4 //
7
82
i{d'l nljo
12 10
3x4
20
3x63x4
'11 19
3x5 /z 3x5 \\
8-10-13
LOADING (pso
TCLL 25.0
(Roof SnoF25.0)
TCDL 8.0BCLL O.O
LUMBER.
TOP CHORO 2x4 DF No.2
BOTCHORO 2\4DFNd.2
WEBS 2x4 OF No.2 rExcpt'
7-10,312: 2x4 DF Stud
BRACING.
TOP CHORD
BOT CHORD
Weight: 115 lb Fr = 2oo/o
Structural wood sheathing directly applied or 2-2-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
PLATES
MT2O
GRIP
2201195
RENEWS:12J3112O
November 8,2019
REAGTIONS. (lblsize\ 2='t252l0-5-8, 8=1252y0-5.8
Max Hou 2=95(LC 10)
Max Uplift 2=-189(LC 10), 8=-189(LC 1 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All for@s 250 (lb) or less exGpt when show_
TOP CHORD 2-3=-2254129A, 3-5=-1 966271, 5-7=-1966D7't, 7 -B=-2254t298
BOT CHORD 2-12--2U12017,1 0-1 2=-9211 330, 8-1 0=-1B9DO|7WEBS 5-1O=-112n37,7-1O=-565DO4,5-12=-11An7,3-12=-5651204
NOTES-
1) Wind: ASCE 7-10; Vultr120mph (3-se@nd gust) Vasd=gsmph: TCDL=4.8psi BcDL=4.2psf; h=25fl; Cat. lt; Exp B: Enctosed; MryFRS (env€tope) gabte endzgne; €ntilever left and right exposod ; end Jerti€l lefi and right exposed: Lumber DOL=1.60 plate grip OOL=I.60
2) TCLL: ASCE 7-10; P825.0 psf (fiat roof snow); Category il; Exp B: partiaily Exp.; Ct=.l.10
3) Unbalaned snow lGds have been @nsidered for thls design_
4) This tru$ has boen designed for greater of min roof live load of l6.0 psf or 1.OO times flat roof load of 25.0 psf on overhangs non-concurent with other liveloads.
5) Thls ttus has been dosigned for a 'lO.O psf bottom chord live load non@ncurent with any other live loads.
6) ' This truss has be€n designed for a live load of 2o.opsf on th€ bottom chord in all areas where a rsctangle 3-6-0 tail by 2-o-o wide wiil fit b€tween the bottomchord and any other membeE, with BCDL = 7.Opsf.
7) Provide mechani@l @nnection (by otheE) of truss to bearing plate €pable of withstanding 'l OO lb uptift at loint(s) except (t=tb) 2=189, 8=189,
SPACTNG- 24-O
Plate Grip DOL 1.15
Lumb€r OOL '1.15
Rep Stress lncr YES
Code lRC2015/TP12014
cst.
TC
WB
Nratrix-MSH
0.81
0.il
o.17
in (loc)
423 10-12
4.32 10-12
0.07 8
l/defl
>999
>999
nla
Ltd
360
240
nla
Vert(CT)
Hoz(CT)
DEFL.
Vert(LL)
7r1 6182
OSEGON
Design valid for use only with l!!irek connedors. This design is based only upon parameters shown, and is for an individuat buitding component.Appliebility of design paramenters and orcper incorporatio'n of componerir iitsionsiUitity of buitding designer - noi tiui-s-Oesigner. Bracing stromis for lateral support of individual web members onty. naoitionat reripo,i,y tirii,ig ro in"J*
"tuuiriry?uring'"ons-;ioi-Line responsioittiry of ttreerector. Additional permanent bracing of the overail structure rs the iespoisiOillry i
e*i;ti%,jl"I{J%ffiesi+:.::s;"i:"f;",*:1";*.$d;"f,ff,Ji,;;::""#",g]flitfifi;8trg,lT"i3di33tffdBiior,!,"0**,",,A
theTRUSSco. rNc.
I wenNwe vanfy detign pann*r aN READ NofEs oN rHls AND |NaLUDED tttrEK REFERENaE pAcE uil-7tn BEFoRE us;E.
Job
5
-1-Al IA.n-10 tu1-
truss
hosce
I
llruss lype
lcnalr
I
J1047571
Job TY Homes, LLC 113048022
Job Referene (ootional)
The Truss Company (Eugene) Eugene, OR - 97402,8.320 s Oct 29 2019 MiTek lndustries, lnc. Thu Nov 7 14.061222019 Page 1
lD:En3TFdmXUOb2FEZYAYB43TyUkyl -?stSryLowAlD0gDpCk8uyUxm?eO75,_?95yONYyLYh?
14
3xS '-
15 14
6-8-2
s.oo Fz
4x8 ll
6-8,2
3x5 --
5
7-3-14
3x5 --
2-O-O
S@le = '1:53.9
3x5 /z
3xS /z
11 35
3x5 --
3x6 /z
3x5 /z
3r8 \\ 4
3x6 :\ 316 ,27
^ 3x5 :\
3xS -- 3 7 3"5 --1c
3xS /-3x5 :\
8
iId]
2
3x4
el+
12
3x4
36 10
13
3x43x6 4x8
4xG ll
F
N,latrix-MSH
csr.
TC 0.38
BC 0.72
wB 0.24
in (loc)
-0.15 10-12
4.26'tO-12
0.06 8
l/deR
>999
>999
nla
L/d
JbU
240
nla
DEFL.
Vert(LL)
Vert(CT)
Hoz(CT)
SPAC|NG- 2-0-O
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress lncr YES
Code lRC201s/TP12014
, 7.114
LUMBER-
TOP CHORD
BOT CHORD
WEBS
OTHERS
2x4 OF No.2
2x4 OF No.2
2x4 DF Stud
2x4 DF Stud
LOADING (psO
TCLL 25.0
(Roof SnoF25.0)
TCDL 8,0
BCLL 0.0 '
BCDL
FORcEs.- lrb-)
TOE Cl:l1J -
BOr CHGID
WEBS -
BRACING-
TOP CHORD
BOT CHORD
PLATES
MT2O
GRIP
2201195
Weight: 174lb FT = 200/6
Structural wood sheathing directly applied or 5-9-4 oc pudins.
Rigid ceiling directly applied or 1 0-0-0 oc bracing.
REACTIONS. All bearings 4-5-8 except (jt=length) 8=0-5-8, 14=0-3-8.
(lb)- Max Hoz 2=93(LC 10)
Max Uplift- All uplii 100 lb or less at join(s) 1 5 excpt 2=-1 70(LC 1 0), 8=-1 93(LC 1 1 )
----.MaxGre.lnll€clions25olborlessatjoint(S)15,14except2=945(Lc1),8=1209(Lc1),2=945(Lc1)
Max. cor-p./Max.,Ten. - All fr;e-s i5-0ilb) or less exept when shown'
2-3=-1 6a;/ia;,€-n=-fi 27 DOq *7=!18r';61268, 7 -8=-21'l 51299
i_ts=_ztstrcza, ft-15=-273!t575 -'t-t_:4=_273t1676, 12_13.:2721,t664, 1O-12=-93t1222.8-10=-1 95/1 923
5-10=401 n26, 7 -10=-569/240, 5'12=-'.O41562, 3-12=-3361179
NO';ES- -
iiui'*i,oa"= ,-.,0; vuri=iz-orirpils-second gust) vasd=gsmph; TCDL=4.8psfi BCDL=4.2psf: hr5ft; cal ll.Exp B: Enclos€di N'lwFRS (envelope) gable end
zln ;-?:rllaver left and right exposed ; end-wrtielreft and right exposed; Lumber DOL='1 60 plate grip DOL=1 60
2)T.u$designedforwindrcaminttre-pranegtnet5u5s-onry.F-sstudsexposedtowind(nomaltothefaG),seestandardlndustryGableEndDetailsas
appliable-, 6r @nsult qualri+ Stlldrng designer as per ANSI/TPI '1'-
..
gl i'Lu-:/ste z-lo; ptius.d rii(nit mf snd; ;ii€csv ll; Exp B; Partialrv Exp ; ct='l'10
4j Unbatanc.d snow loads have been @nsidered fonhis design'
5) This trussias be"n a""innea torgrJa-i"i oi rin ioor rir" ro"'a of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrenl with other live
lgsds- -
6) Ai plates are '1.5x4 MT20 unlessltheMise mdi€ted ,
7) GabrssrunstPaced at 1-4-0 oc. -
iri -n,, ,:r:"S""U"en Oeii6n-e.torj 1O.O pst bottom chord live load.nonconcurent with any other live loads.
g) . This truss has been desigrejror a live load of 2o.opsf on tne oottom cnoiJ in all areas where a rectangle 3-6-0 tall by 2-0{ wide will fit between the bottom
chord and any other membe6, with BCDL = 7 opsf'
.10) provide mechaniel mnnection 1by oitwsl otiruss to uearing plate @pable of withstanding 100 lb uplift at joint(s) 15 except (jt=lb) 2=170, 8=193' 2=170'
RENEWS:12t31120
November 8,2019
7a1 6'82
A
theTRUSSco. trlc.
lQty IPlyl,l 1
-14
Compononl
individualis for anandThis noldesigner -and
shoM
of thetoAdditional
structure is the
1047571 laor
I lH"#:"
lo,, lo', [-y Homes, LLCi I rl
| | lJob Referene (optionat)
t1 3048023
The Truss Company (Eugene), Eugene, OR - 97402,8.320 s Oct 29 2019 MiTek lndustries,
lD:En3TFdmXUOb2FEZYAYB43TyUkyl -T2RW2HMRgUt3eqo0lSfTUiTwl
17-8-2
5-B-2 14 2-O-O
Scale = 1:44.9
4\5
4
s.oo liz
1.5x4 \\ 17 18 1.5\4 //
Tol
r'iITo
'10
3x4 -
o
5XO -
8
3x4 =3x53x5
8-2-10
LOADING (psQ
TCLL 25.0
BCLL
PLATES
t!,t120
GRIP
2201195SrcF2s.0)(Roof,
TCOL 8.0
0.0
LUMBER-
TOP CHORD
BOT CHORD
WEBS
2x4 DF No.2
2x4 OF No 2
2x4 DF Stud
BRACING.
TOP CHORD
BOT CHORD
Weight 99 lb FI = 20o/o
Structural wood sheathing directly applied or 4-2-2 oc puriins.
Rigid ceiling directly applied or 1 0-0-0 oc bracing.
REACTIONS. (lb/size) 2=1092/0-5-8, 6=1032/0-+8
Max Hoz 2=-83(LC 1 1 )
Max Uplift 2=-168(LC 10), 6=-168(LC 1 1 )
FORCES. (lb) - Max. Comp./Max. Ten. - Att forces 250 (lb) or less exept when shown.
TOP CHORD 2-3=l 906i249, 3-4=-1 6641228, 4-s=-1664r228, 54=-19061250
BOT CHORD 2-1 0=-235117M, 8-1}=-76t'l 132, 6-8=-1 S2l 17ctsWEBS 4-8=-S3/614,5-8=-4721172,4-10=-93t614,3-,tO=4721172
NOTES-
1) Wind: ASCE 7-10;Vult='l2Omph (3-semnd gust) Vasd=gsmph; TCDL=4.8pst BCDL=4.2psf; h=25ft; Cat. il; Exp B; Enctosedi MWFRS (envetop€) gable endzore; enUlever lefr and right exposed ; end vertl€l left and right expced; Lumber DOL=1.60 plate grip OOL=1.60
2) TCLL: ASCE 7-10: PE25.O pst (11at roof snow): Category il; Exp B: partiaily Exp.: Ct=1.10
3) Unbalaned snow loads have been @nsidered for this design.
4) This truss has been designed for gr€ater of min r@f live load of 16.0 psfor 1.oo times flat r@f load of 25.0 psf on overhangs non-mncuront with other liveloads.
5) This uuss has been designed for a 10.0 psf bottom chord live l@d non@ncurent with any other live loads.
6) ' This truss has been deslgned for a live load of 2o.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2{-O wide will lit betwen the bottomchord and any other membeE.
7) P'ovide mochani€l @nnection (by others) of truss to bearing plate €pable of withstanding 1OO lb uptift at joinr(s) except (it=lb) 2=16g, 6=i 6g.
RENEWS:12t31t20
November 8,2019
SPACING- 2-0-O-
Plate Grip OOL '1.15
Lumber DOL 1.15
Rep Stress lncr YES
Code IRC20'15/TP12014
csr.
TC
BC
WB
t\.latrix-MSH
0.50
0.48
o.21
in (loc)
-0.09 8-16
-0.18 8-'16
0.05 6
Udefl
>999
>999
nla
L/d
360
240
n/a
DEFL.
Vert(LL)
Vert(CT)
Hoz(CT)
OREOON
il16182
A
theTRUSSco. rNc.
Job
3
62
Madison, Wl
er€dor.
Componont
THIS AND INCLUDED IIITEK REFERENCE PAGE MII-7.N BEFORE I]SE.A WARNINC - Veily deslgn pearcteB and READ NOTES ON
and is for
construction is
shown
o, the
BO2
i
lTruss
Tvoe
lCommo
loo 1",, lTy Homes, LLCIt | 1i
I | ]Job Referen@ (ootronat)
t1 3048024J1047 57 1
Job
GE n Structural Gable
The Truss Company (Eugene), Eugene, OR - 97402,
| -2{-0 | 6-3-14
8.320 s
1 2-0-0
lD:En3TFdmXUOb2FEzYA'
I 17-8-2 24-0-O 26-0-0
2-0-0 6-3-14 5-B-2 5-8-2 6-3-14
3x5 \-
2-0-0
2\4 Scale = 'l:52.3
4x8 ll
3x5 '-4 3x5 --
3xS /z 3x5 :\
5.oo lit 3x6 .l\
37
JXO ./
3x5 /z 3x5 --
2
$7ljo
12
3x6
13
3x4
tl
3x4 =4x6 ll 3x4 =4x8 -10 9 I
DEFL.
Vert(LL)
Vert(CT)
Hoz(CT)
in (loc)
-0.09 1 1-13
-0.18 11-13
0.04 34
l/defl
>999
>999
nla
Lid
360
240
nla
csl.
TC
6U
WB
Matix-MSH
o.32
0.75
o.21
SPACING- 2-0-0
Plate Grip DOL 1.15
LumberDOL 1.15
Rep Stress lncr YES
Code lRC201siTPl2014
7-6-1 3
24-0-0
PLATES
MT2O
GRIP
2201195
Weight: 163|b Fr = 21o/o
Structural wood sheathing directly applied or 6-0-0 oc pudins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
OREGON
7'1 6'82
LOADING (ps0
TCLL 2s.0
(Roof SnoF25.0)
TCDL 8,0
BCLL O.O
LUMBER-
TOPCHORD 2x4DFNo.2
BOT CHORD 2x4 DF No.2
WEBS 2x4 DF Stud
OTHERS 2x4 DF Stud
BRACING-
TOP CHORD
BOT CHORO
REACTIONS. Atl bearings 7-5-8 except (jt=length) 2=0-5-8.
(lb) - Max Hoz 2=-81(LC 11)
Max Uptitt-Ail uptiel06 tb or tess atjoin(s) 10,8 except2=-162(LC 10),9=4a0(LC 1),6=-148(LC 11)
- - - , - Maxcr& -lnlractions25Otbortessatjointls)sex@pt2:994(LCl),10=554(LC 1),8=291(LCl),6=782(LC 1)'6=782(LC 1)
FORCES.- -(lb] - Max. CoEp.iMax.Jen. - All f'rrces 250rib) or less ex@pt when shoM'
TOE CtSRi - 2-3=4,2al'-2',n+---',l405/19q 4-5=--1 1 1 21178, 5-6=-1329t205
BOi CHCEIO 2-'t3=-213t147s, fr -1 3:58€89,J l-11;-1 1 7/1 1 98, 9-1 0=- 11711198' a-9=-117 I 1 1 98, 6-8=-1 ',l7i 1 1 s8
WEBS- 5-11=446h73,4-13=-841624,3-13=-4U1165
NO;ES- -
iiuiiliroa"t r-,0; vurElz-oripije-second gust)vasd=gsmph; ToDL=4.8psfi BcDL=4.2psf: h=25ft: cal lt:.Exp B: Enclosed; MwFRS (envelope)gable end
' z:rj;i:n:taver left and right exposed : end-wrtletrft and right exposed; Lumber DOL=1.60 plate grip DoL=1.60
2l T,uss dusiqned for wino rcom in tL-irlr" {, thu tlrp-""|y. F:or studs exposed to wind (nomal to the fae), see standard lndustry Gable End Details as
app'Ti(Eblea6r @nsult qualilel !t'.jlding desibner a' per ANSlffPl 1 '-
s) id-l-:lSde z-ro; pr-zs.dpitinat rmt sn@;: ;a:ecsf ll; Exp B; Partially Exp : ct=1 10
aj UnUataned snow loads have been considered fonhis design'
5) This trusstds been desinned torgrJa't"i"i ii-" ;".r ir" i""i of 16.0 psf orl.oo times flat roof load of 25.0 psf on overhangs non-concurent with other live
lo3(s' -
6) Al-l placs are 1.5x4 MT20 unlessltheruise ndicaGd- -
7) Ghssuds-spaed at 1{-9 oc. -;i i;;i:;;;--\t" t"en oeli6n-eetor-J io.o psf bottom chord live load nonconcurent with anv other live loads
9) . This truss has been desigrodrbi a tive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-o-o wide will fit between the bottom
,.iHf,,::'fJJr:Ii,TTff5"" to, "rhers)
or truss to bearins ptate €pabte or withstandins 1oo tb uplift at joint(s) 10, 8 except (jt=lb) 2=162,s=440,6=148,
6=148.
RENEWS:12t31t20
November 8'2019
A
theTRUSSco.tNc.
3x5 /z
3
6
tn i-1-1)1 tA n-)-14 i
insure
WARN1\G - VstW d6tgn paameteg and READ NOTES ON
and is for an individual
113048025Homes'LLC
29
7571
OR 4 2-0-0
Smle = 1:33.7
The 11-2
3-1
4\4
4
s.oo liz 1 .5x4 /;
16_5
'1.5x4 \\
15
6
2 I+
3x5
-JY
1
7
5x8
3x5
SPACTNG- 2-O-O
Plate Grip DOL 1.'15
Lumber DOL 1.'15
Rep Stress lncr YES
Code 1RC201sffP12014
csr.
TC
BC
WB
in
-0.07
-o.14
0.03
(loc)
8-1 1
8- 11
6
l/defl
>999
>999
nla
Ltd
360
240
nla
Vert(CT)
Hoz(CT)
DEFL.
Vert(LL)o.25
0.46
0.16
LOADING (psf)
TCLL 25.0
(Roof Snow=25.0)
TCDL 8.0
BCLL O,O
7.O
PLATES
MT2O
GRIP
220t195
Structural wood sheathing directly applied or 5-5-3 oc pudins'
Rigid ceiling directly applied or 10-0-0 oc bBcing.
LUMBER-
TOP CHORD 2x4 DF No.2
BOT CHORD 2x4 DF No.2
WEBS 2x4 DF Stud
BRACING.
TOP CHORD
BOT CHORD
REACTIONS. (lbisize) 2=812/0-5-8,6=81210-5-8
Max Hoz 2=62(LC 10)
Max Uplift 2=-130(LC 10), 6=-130(LC 11)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less ex@pt when shown'
TOP CHORD 2-3=-127 3h7 5, 3-4=-S32l1 05, 4-5=-9321 1O5, 5-6=-12731 176
BOT CHORD 2-8=- l 58/1 1 38, 6-8=-96/1 'l 38
WEBS 4-8=-51422,5-8=4251141,3-8=4251'141
NOTES-
1) Wind: ASCE 7-.10; Vutt=120mph (3-second gust)Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat ll;.Exp B; Enclosedi MWFRS (envelope)gable end
zone; @ntitever tefr and right exposed : end verti€l left and right exposed; Lumb€r DoL=l.60 plate grip ool=1.60
2) TCLL: ASCE 7-1 0; Pf=25.0 psf (flat roof snow): Category ll: Exp B; Partially Exp.; Ct=1.10
3) L,nbalanced snow loads have been considered for this design.
4j This truss has been designed for greater of min roof live load of 16.0 psl or 1.OO times flat rmf ioad of 25.0 psf on overhangs non-concurrent with other live
loads.
5) This truss has been designed for a 10.0 psf bottom chord live load non@ncurent with any other live loads.
6i . This truss has been deilgned 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 fit between the bottom
chord and any other membere.
7) Provide mechani€l @nnection (by others) of truss to bearing plate €pable ofwithstanding 100 lb uplifr atjoint(s) except fltrlb) 2= 130, 6=130.
RENEWS:12t31t20
November 8,2019
1n6'82
I wennlrc - VerW design pammeteg and READ NOTE' oN THls AND IN)LUDED MITEK REFEREN1E PAGE Mll-7473 BEFORE USE.
Design valid for use only with MiTek connedors. This design is based only upon parameters shown, and is for an individual building component.
Appli€bility oI design paramenters and proper inconoration of @mponent is responsibility of building designer - not truss designer. Bracing shown
is for lateral suppon of individual web members only. Additional temporary bracing to insure stability during @nstrudion is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPI1 Oualtty Criterla, DSB49 and BCSI1 Bullding Compononl
Safety lnlomaion available from Truss Plate lnstitute, 583 D'Onofrio Drive, i/adison, Wl 537'19.
A
theTRUSSco.tNc.
3
Weight: 70 lb Fr = 20o/o
l
Matrix-MSH
1047571
Type
mon Homes, LLC
113048026
s Oct 2019
ky1-Mqg1
Ihu Nov 14:06:27
3x5 :\
lnc.
The Company (Eugene),Eugene,97402,
4-6-14
5oo [t
a
S€le = 1:33.7
7
u33
i
Ij
dn'l
I
ls
4x4
4
12
3x8
3x4'-
3x4
'd
11
3x63x5 '-
810 9
SPAC|NG- 2-0-o
Plate Grip DOL 1.15
LumberDOL 1.15
Rep Stress lncr YES
Code lRC20'lsiTPl2014
CSI.
TC
BC
WB
DEFL.
Verl(LL)
Vert(CT)
Hoz(CT)
in (loc)
-0.09 12-29
-0.17 12-29
0.02 30
l/defl
>999
>817
nla
L/d
360
240
nla
[.4atrix-MSH
0.27
0.39
0.'16
1 1-10-0
LOADING (psfl
TCLL 25.0
(Roof Snow=25.0)
TCDL 8.0
BCLL O.O
7.0
REACTIONS. All bearings S.5-8 except (t=length) 2=0-5-8, 10=0-3-8.
(lb) - Max Hoz 2=62(LC 14)
[,lax Uplift. All upliE 100 lb or less atjoint(s) 10 exGpt 2=-133(LC 10), 9=-1a8(LC 1), 6=-1a6(LC i1)
, - - : - - l\rax Gra" 'ld €clions 250 lb or less at joint(s) 9, 8, 10 except 2=781(LC 1), 6:727(LC 1\,6=727(LC'l)
FoRCES.- {td1 - tttax. cor+./Max.-Ten. - Att t ri"-" is-o;lu1 or t"ss ex@pt when shown.
PLATES
MT2O
GRIP
220t195
Weight 89 lb FT = 21a/o
Slructural wood sheathing directly applied or 5-7-7 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
OBEGON
7tl6'82
LUMBER.
TOP CHORD 2x4 DF No.2
BOTCHORD 2X4 DF NO.2
WEBS 2x4 DF Stud
OTHERS 2x4 DF Stud
TOC Ct:SlJ,
BOr CHCTID
WEBS -
BRACING-
TOP CHORD
BOT CHORD
2-3=-1'n 3l'A; d,1=-834i1'l 5, 4-5=-431/1 14, 5-6=-'1 1 41 h94
2-12=-16411059, fo-t z=-l t sJt!Q0-t15r=-1 1 5/1 006, 8-9=-1 'l 5/1 006, 6-8=-1 1 5i 1 006
4-12=-131339, 5-1 2=-383/1 53, 3-12=-4G6n39
NO';ES- -
'1) WiITd:ASCE 7-10; Vuri=Iz-Oripi]S-second gust) Vasd=95mph; TCDL=4.8psfi BCDL=4.2psf; h=25ft; Cat. ll; Exp B; Enclosed; MWFRS (envelope) gable end
zlri;-rlnJl?ver left and right exposed ; end wrti€lleft and right exposed; Lumber DOL=1 .60 plate grip DOL=1.60
2) T,uss dRsigned for wirrl EaG in the plane (5f thd tru$'only. For studs exposed lo wind (nomal to the face), see Standard lndustry Gable End Details as
appllcbble: dr @nsult qualiSe] !L:lding designer aa per ANSI/TPl 1.
3) TrU:ISCE 7-10; Pf=25.0 psf (flat roof sns;i aai€dsy ll; Exp B; Partially Exp.; Ct=1.10
4) Unbalanc"d snow loads have been considered fofthis design.
5) This trusstds been desioned forgreater of min ioof live load of 1 6.0 psf or 1.00 times flat roof load of 25.0 psf on ovehangs non-concurrent with other live
lqrts- -
6) All plates are 1.5x4 l\,1T20 unlessltheMise ildi€ted.
7l fnbe-suosToaced at 1-4-0 oc.
ai this- t1r"-s55s been Oe;ri!nee- tori 'lO.O psf bottom chord live load nonconcurent with any other live loads.
9) * This truss has been deeE r6dior 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 fit between the bottom
chord and any other membeB.
'1 0) Provide mechani€l connection (by others) of truss to bearing plate cpable of withstanding 1 00 lb uplift at joinl(s) 'l 0 except (t=lb) 2=1 33, 9=1 48, 6=146,
6='146.
RENEWS:12t31t20
November 8,2019
I WlnNWe - V"rity design paametes and READ NOTES ON fHlS AND INCLUDED MITEK REFERENCE PACE Mtt-7473 BEFORE USE.
Design valid for use only with MiTek connedors. This design is based only upon parameters shown, and is for an individual building component
Applicability ofdesign piramenters and proper incorporati6n of component is responsibility ol building designer - not truss designer. Bracing shown
is'forlateraisupport'ofindividualwebmembersonly. Addilionaltemporarybracingtoinsu.estabilityduringconstructionistheresponsibillityofthe
erecbr. Additional permanent bracing of the overall structure is the responsibility of the build ng designer. For general guidance_regardmg. .. _
tabricarion. ouatitv conrrol, storaqe. dEtivery, erection and bracing. consuh ANSUTPI1 Quallty Criteria, DSB-89 and BCSI1 Bulldlng Component
aafetylntotrmtoi avaiiablefimTrussPlalelnstitule 583D'OnofrioDrive,[ladison,Wl53719
A
theTRUSSco.tNc.
3
2
lcos
I
llruss lvpe
lcorron
I
lov
l1 [flJ::".,,*1130480271047571
Eugene, OR - 97402,8.320 s Oct 29 201s 7 14:06:282019
-2-0-0
2-0-0 3-11-2
4x4
4
s.oo FI
1.5x4 \\1.5x4 //
5^17J-
q
6
1
E
'10
3x43x63x483x4 =
3x4
4-6-14
S@le = 1:33.7
11
LoADING (ps0
TCLL 25.0
(Roof SnoF25.0)
TCDL 8.0BCLL O.O
7.0
FORCES. (b)
TOP CHORD
BOT CHORD
WEBS
PLATES
MT2O
GRIP
220t195
LUMBER-
TOP CHORD 2x4 DF No.2
BOT CHORD 2x4 DF No.2WEBS 2x4 DF Stud
BRACING-
TOP CHORD
BOT CHORD
Weight 71 b Fr = 20ok
Struclural wood sheathing direcdy applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (lb/size) 2=451/0-5-8,8=1173/0-5-8
Max Hoz 2=62(LC 10)
Max Uplift 2=-109(LC 10), 8=-239(LC 7)
Max Grev 2=548(LC 17), 8=1 173(LC 1)
Max. Comp./Max. Ten. - AII forces 250 (lb) or less except when shoM.
2-3=-627 I 1 1 0, 3-4=-41 5/86, 4-5=-257 1953, n6=-27 5lU2
2- 1 0=-99 I 543, 6-8=-7 221299
3-'10=-335/'1 1 9, 4-10=441383, 4-8=-'1 1 021227, 5-8=-337 11 1 8
NOTES.
1) Wind: ASCE 7-10; Vult='l20mph (3-second gust) Vasd=gsmphi TCOL=4.8psf; BCDL=4.2psf; h=25ft; Cat. tt; Exp B; Enctosed; MWFRS (snvetope) gabte €nd
zone: €ntilever left and rjght €xposed : end verticl left and right expc6d: Lumber DOL=1.60 plat€ grip DOL=l.60
2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category il; Exp B: padalty Exp.; Ct=1.1 0
3) Unbalan@d snow loads have been @nsiderad for this design-
4) This truss has b€en designed for greater of min roof live load of 16.0 psf or'1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other liveloads.
5) This lrus has been designed for a 1O.O psf bottom chord live load non@ncurent with any other live loads.
6) ' This truss has b€en deslgned for a live load of 2o.Opsf on the bottom chord in all ar6as where a rectangle 3-6-0 talt by 2-0-O wide will fit between the bonomchord and any other membeE.
7) Provide mechani€l connection (by others) of truss to bearing plate €pable of withstanding 1 OO tb uptift at jolnt(s) except 0t=tb) 2=109, 8=239.
^^^^aa
RENEWS: i2t31t2o
November 8,2019
SPAC|NG- 244
Plate Grip DOL 1.15
Lumber OOL 1.15
Rep Stress lncr YES
Code lRC201s/TP12014 Matrix-MSH
csr.
TC
BC
WB
0.41
0.20
0.50
DEFL.
Vert(LL)
Vert(CT)
Hoz(CT)
in (loc)
-0.03 10-13
{.05 10-13
0.01 8
lidefl
>999
>999
nla
Lid
360
240
nla
7t18t82
Design valid for use only with MiTek connectors. This design is- based only upon parameters shown, and is for an individual buildjng component.Applicbility of design paramenters and prcper incorporati6n ol component ii resionsibility of building designer - not tru;designer. Bracing shownis for laleral support of individual web members only. Additional lempomry oraiirig to insure subility-durin jonstructio;; the responsrbillity of theerector. Addfionat permanent bracing of the overail structure is the ;espo;sibility;f the buildinq delioner ior qen"r"ioridun* ,.orrc,nofabrication, qualitv control. storaae. delivery, eredion and bracing, consurt ' at64r!q! ouiiry car*1", ilsdiii-"Jd6Siitujulng coopo1.ntSsfety lniomdon avaitabte fr-om Truss Ptare tnsrirure, 583 D.6;oirio oiive. Madison Wt 5321s
A
theTRUSSco.lNc.
i[ wtaNwa-v"aya.risn paanetes ail RE4D NofEs oN THts AND |NaLUDED MITEK REFEREN,E pAcE Mrt-ztz3 BEF2RE usE.
lob
7
62
boace
I
lrruss
rvoe
IGABLE
loty 1",, ffy Homes, LLCh I 1l
I I lJob Referene (ootionat)
I 1 3048028J1047 57 1
Job
S
I D : E n 37 Fd m XU O b2F EzY AY B 437 y Uky 1
-2-O-O
2-O-O
4-6-14
s.oo liz 3x6 \\
2A
3x4 /z
3x4 -\
3x4 :\
2-0-0
S€le = 'l:34.8
8x10 ll
43x4 --
tlE4Jc{
l,
3x1o //
29s
4x4 :\
7
I;o
10
3x4 3x4
I
3x6 8
3x4 =
-
Nratrix-MSH
cst.
TC 0.36
BC O.20
WB 0.,14
in (loc)
-o.01 10-24
-0.03 10-24
0.00 8
Udefl
>999
>999
nla
Lld
360
240
nla
DEFL.
Vert(LL)
Vert(CT)
Hoz(CT)
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumb€r DOL 1.15
Rep Stress lncr NO
Code lRC2015/TP12014
1-
5-0-0
PLATES
l\,,1T20
GRIP
220t195
Weight: 107 lb Fr = 20%
Structural wood sheathing directly applied or 6-0-0 oc pudins.
Rigid ceiling direclly apptied or 6-0-0 oc bracing.
LOADING (ps0
TCLL 25.0
(Roof Snow=25.0)
TCDL 8,0
BCLL O.O
LUMBER.
TOP CHORD
BOT CHORD
WEBS
OTHERS
2x4 DF No.2
2x4 OF No.2
2x4 DF Stud
2x4 DF Stud
BRACING.
TOP CHORD
BOT CHORD
REACTIONS. (lb/size) 2=457/0-5-8,8=1164i0-t8
Max Hoz 2=60(LC 14)
Max Upliftl=-1 13(L1l 10), 8=-2ao(LC 7)
- - - - - MaxGret=trsILC 17), 8=1164(LC 1)
NOiEs- - -:---:.t) wiEd:ASCE 7-10; Vutt=120mphi3-second gust)vasd=gsmph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; cat ll; Exp B; Enclosed; MWFRS (envelope) gableend
ztrElcrjil:ver left and right exposed ; end-wrtieHet and right exposed: Lumber DoL=1.60 plate grjp DoL=1-50
z; iuss-isignea tor wirrtro'aos tn tie-fri"" 5itni gr5"t "ry .ior.studs exposed to wind (nomal to the face), see standard lndustry Gable End Details as
appliiable-, 6r @nsult qual,J+5ulding designer as per ANSI/TPI 1 - .
3) Tr'-L:/s6E 7-10; pris.d pst (Rat roof snsi; a,tegrv ll; Exp B; Partially Exp'; ct=1 '10
4j Unbalaned snow loads have been mnsiddled
'ofthis
design'
5) This truss has been aesi-.neo torgr;'i;"i.i";""i iir" r."".i .t 16.0 psf or 1.oo times flat r@f load of 25.0 psf on ovorhangs non-concurrent with other live
lcaas- -
6) AII plates are 1.5x4 MT2O unlessttheMise ndi€Gd -
7) GabssrunSspa@d at 1-4, oc. -
Ai ihil t}:slis Oeen dqi6nlefor: tO.O psf bottom chord tive lo€d nonconcunent with any other live loads.
g) . This truss has been desg,l6dnbr a live load of 2o.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2{-o wide will it betwen the botlom
chord and anY other membeG.
1 0) provid. mechani€l @nnection (by othe6) of truss to bearing plate €pabte of withstanding 100 lb uplift at ioint(s) except (it=lb) 2=1 13, 8=240'
RENEWS:12t31t20
November 8,2019
7t18'82
A
theTRUSSco.tNc.
2
3
6
FORCE-S.- ilb-) - Max. CoEp./Max.Jen. - All (jrcs 250ilb) or less except when shown'
TOp OI;6RJ - 2-3=-56'9rl ('2;34=-397 1 1 O8, 4-5=-281 1 101 0, 56=-290/879
BOrCHGTD 2-10=-31/528,6-d=-7581312- - - - --*a_t:
_ - _
3-10=-32Ot107,4-10=-33/360, 4-8='11i"t244,5-8=-339i114
to
structure Component
Madison,
and is for anThlsMiTek connectors.onty with notdesigner -of
shown
of the
r1 3048029Homes, LLC
mon
047571
Truss comPany leugene;,
s Oct 29
14
Thu
3x4 :-
Scale = 1:25 7
4x4
5.oo F
13
2 l+
T 5
6
1.5x4 Il
3x4 /z
7
LOADING
TCLL
(Roof
TCDL
Snow=25.0)
(psr)
25.0
8.0
0.0
PLATES
MT2O
GRIP
220t195
Weight: 43 lb Ff = zook
Structural wood sheathing directly applied or 6-0-0 oc purlins'
Rigid ceiling directly applied or 10-0-0 oc bracing.
BCLL
LUMBER-
TOP CHORD 2x4 DF No.2
BOTCHORD 2x4DFNo.2
WEBS 2x4 DF Stud
REACTIONS. (lb/size) 2=612i0-5-8,4=612/0-tB
Max Hoz 2=47(LC '10)
[rax uplift 2=-]04(LC 10), a=-104(LC 1 1)
BRACING-
TOP CHORD
BOT CHORD
FORGES. (lb) - Max. Comp-/Max. Ten. - All torces 250 (lb) or less except when shoM
TOPCHORD 2-3=-710179,34=-71ona
BoTCHORD 2$=-261594.4-6=-261594
NOTES-
i) Wind: ASCE 7-10: Vutt=12Omph (3-second gust) Vasd=gsmph; TCDL=4.8pst BCDL=4.2psf; h=25ft: Cat. ll; Exp B; Enclosed; MWFRS (envelope) gable end
zone; €ntilever left and right exposed ; end verti€l left and right exposed; Lumber DoL=1.60 plate grip DoL=1.60
2) TCLL: ASCE 7- l 0i Pf=25.0 psf (flat roof snow): category ll; Exp B; Partially Exp ; Ct=1 1 0
3) unbalanced snow loads have been mnsidered for lhis design.
4i This truss has been designed for greater of min roof live toad of'16.0 psf or 1-00 times flat roof load of 25.0 psf on overhangs non-concurrent wilh other live
loads.
S) This truss has been designed for a 1O.O psf bottom chord live load non@ncurent with any other live loads.
6i - This truss has been deJigned lor a live load of 2o.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit b€tween the bottom
chord and any other members.
7) provide mechani€l connection (by olhers) of truss to bearing plate €pable of withstanding 1OO lb uplift at joint(s) except (it=lb) 2=104, 4=104.
RENEWS:12t31t20
November 8,2019
(loc) lidefl Ud
6-9 >999 360
6-9 >999 240
4 nla nla
DEFL.
Vert(LL)
Vert(CT)
Hoz(CT)
in
-0.04
-0.06
0.01
Nratrix-MSH
csl.
TC 0.40
BC O.32
wB 0.07
SPAC|NG- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress lncr YES
Code lRC201s/TP12014
7116182
I WltnUWC - Vurtty d6ign paanetes and READ NOIES ON THIS AND INCLUDED MffEK REFERENCE PAGE Mll-7173 BEFORE USE.
Design valid for use only with MiTek conneclors. This design is based only upon parameters shown, and is for an individual building component.
Appli€bility of design paramenters and proper incorporaiion of component is responsibility of building designer - not truss designer. Bracing shoM
is for lateral support of individual web members only. Additjonal temporary bracing to insure stabitity during construction is the responsibillity of the
eredor. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardinq
fabrication, quality control, storage, d;livery, erection and bracing, consult ANSUTPI1 Ouallty Cdtena, DSB{g and BCSI1 Buildlng Cmponont
S6fety Infomation available from Trus6 Plale lnslitute, 583 D'Onofrio Drive, l/adison, Wl 53719.
A
theTRUSSco.txc.
1
4
11
1047571 GE rnon Supported Gable Homes, LLC
113048030The Truss Company Eugene, OR -
s Oct 29 I MiTek Thu 71 2019
S€le = 1:25.7
s.oo [iI
6-0-0
14
4x4
64
7
U
IJ
I
3x4 =1a 11 10 3x4 =
I
n
l
I
t|
i--l
SPACING- 2-O-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress lncr YES
Code lRC201s/TP12014
csr.
TC
BC
WB
N.,latri x-S H
0.25
0.12
0.03
DEFL.
Vert(LL)
Vert(CT)
Hoz(CT)
in
0.02
0.01
0.00
(loc) I/defl L/d9 n/r 12OI n/r g0
8 n/a nla
LoADING (psf)
TCLL 25.0
(Roof Snow=25.0)
TCDL 8.0BCLL O.O
PLATES
t\rT20
GRIP
220t195
Weight: 51 lh Fr = 20%
RENEWS:12131120
November 8,2019
7
LUMBER-
TOP CHORD 2x4 DF No.2
BOT CHORD 2x4 DF No.2
OTHERS 2x4 DF Stud
Struclural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. All bearings l2-0-0.
(lb) - Max Hoz 2=47(LC 10)
Nrax Uplift All uplift 100 lb or less at joint(s) 2, 8, 13, 14, 1 1, 10
MaxGEv Allreactions250lborlessatjoin(s)12,'t3,14,11,1Oexcept2=296(LCt),S=296(LCi)
FORCIEJ.- 6Uj - ttlax. CArip.lMaI.Jen. - Att forces 250 (tb) or tess exept when shown.
1 -: +-
NOTES- - .
v5rrrql feft and right exposed; Lumber DOt:.-6J Ja*6,grip DOL= 1 -60
2) Truss designed for wind loads in the plane of the truss'bnly. For studs exposed to wind (nomal to th€ fae), see Standard lndustry Gable End Detaits as
aPkicdu€i s @nsult qualifed building designer as peiANSl/TPl 1.
3) TCI L ASCE 7-10; Pf=?qqp3fjnit roofsnow); Category ll; Exp B; Partially Exp.: Ct=1.10
4) unbalan@d snow loads have bes considered for this design.
5) T;ietd$nd been designed for greater of mii roof'llva load of I 6.0 psf or 1.00 tim6s flat roof load of 25.0 psf on overhangs non-concurrent with othe. live
ldads. -
o1 eri p'raies ird r.sxa MT20 r;ric;;theruise inoiet]eol
7) G-L;e-Equires @ntinuous bottom chord bearing: - - -
8) Gable stuc-spa@d at 1-4-O oc.
9) This truss 5as been desisned for r 10.0 psf bottom chord live load non@ncurent with any other live loads.
10) '-IJi- Luss has been rlgigrEc fur a live loadlrrJ.vp'sf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
chard and ily other membere. -
'1 1) Prd'vi-dd fie:lhani€l @rirq:tion 5y otheE) oitruss to bearing plate cpable of withstanding lOO lb uplift at joint(s) 2,8, 1g, 14, 11,10.
BRACING-
TOP CHORD
BOT CHORD
OBEGON
7'1 6'82
I W*UWe - VaW d6ign paamete5 dnd READ NOTES ON THIS AND INCLUOED MITEK REFERENCE PAGE Mll-7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Appli@bility ol design piramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is'ftrlateraisupporiolindividualwebmembersonly. Additionaltemporarybracingioinsurestabilityduringconstructionistheresponsibillityofthe
erector. Additionalpermanentbracingoftheoverailstructureistheresponsibilrtyofthebuilding.designer.Forgendalguidanceregarding
fabricarion. oualiru aontrot. storaoe. detivery, erection and bracing, consult ANSI/TPI'l Quallty Criteria, DSB-89 and BCSI1 Building Cmponent
Safety lnlo'madoi avaiiable frim Truss Plale Institule, 583 D'onofrio Drive, Madison Wl 53719
A
theTRUSSco.tNc.
5
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--\__
u
r
PLATE LOCATION AND ORIENTATION
' Plate location details available in MiTek 20120
softtYare or upon request.
IATERAL BRACI NG LOCATI ON
lndicated by symbol shown and/or
by text ln the bracing section of the
output. Use T, I or Eliminator bracing
if indicated.
lndustry Standards:
ANSI/TPI1: National Design Specification for Metal
Plate Connected Wood Truss ConstructionDSB-89: Design Standard for Bracing.BCSIl: BuildingComponentSafetylnformation,
Guide to Good Practice for Handling,
lnstalling & Bracing of Metal Plate
Connected Wood Trusses.
Symbols
PLATE SIZE
4x4
BEARING
o-1 d
11;
For 4x2 orientation, locate
plates 0- lrro" from outside
edge of truss.
lndicates location where bearings
(supports) occur. lcons vary but
reaction section indicates joint
number where bearings occur.
This symbol indicates the
required direction of slots in
connector plates.
The first dimension is the plate
width measured perpendicular
to slots. Second dimension is
the length parallel to slots.
Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths,
Apply plates to both sides of truss
and fully embed teeth.
theTRUSSco. rNC.
I 6-a-8 | dlmenslono shown ln ft.ln-!lxteonths
(Drawings nJt to,scale)
2
TOP CHORDS
WEBS
o
=*
o
-c7-8
c6-7 c5-6
BOTTOM
B b 5
PRODUCT CODEAPPROVALS
ICC-ES Reports:
ESR-131 1, ESR-13s2, ER-5243, 96048,
9730, 95-43, 96-31, 9667A
NER-487, NER-561
951 1 0, 84-32, 96-67, ER-3907 . 9432A
@ 2006 MiTek@ Ail Rights Reserved
,&General Safety Notes
FallUre to Follow Could Cause property
Damage or Personal lnjury
I
' ,. nio,,ihn.t srabitity bracing for truss system, e.g.
I f diagJr.al orX-bracing, is atways requireO. see-aCStt.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individuit lateral bracds themselves
may require bracing, or alternative T, l, or Eliminator, bracing should be considered.il,j. Never exceed the design loading shown and never' .tack materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owrer anld
all other interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at eachjoint and embed fully. Knots and wane atjoint
locations are regulated by ANSUTPI .1.
7. Design assumes trusses will be suitably protected from
the environment in accord with nlst,f ii t.
8. Unless otheMise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unless.expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber
1 0. Camber is a non-structural consideration and is the
responsibility oftruss fabricator. General practice is to
camber for dead load deflection.
1 1. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. l-umber used shall be of the species and size, and
in all respecls, equal to or better than that
specified.
13. Top chords must be sheathed or purlins provided at
spacing indicated on design.
14. Bottom chordsr€quire lateral bracing at l0 ft. spacing,
or less, if no ceiling is installed, unleis otherwise not6d.
'I 5. Connections not shown are the responsibility of others.
16. Do not cul or alter truss member or plate without prior
approval of an engineer.
17. lnstall and load verlically unless indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performancb risks. Consult withproject engineer before use.
1 9. Review all portions of this design (front, back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture in accordance with
ANSI/TPl 1 Quality Criteria.
2
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E.o
:E
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7
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCI(WSE
AROUND THE TRUSS STARTING AT THE JOINT FARTHESTTO
T}IE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
Numbering Syfleltn (
(
(
I(
(
{('
1
4
((
1r((
; F-.! q!.
,aE p; i
d 9 9.d;
.Ec 0 J40
E:d o!
P4< 6 E
=oB:9o k I q=
o)I 4ti
6€;83
=:t YF
5P9H=
&'3 p Ei
@
F.-
ROOF NOTES:
COMPOSITION ROOF
ROOF PITCH: 5/12
OVERHANG: 2-00-00
TOP CHORD LIVE LOAO: 25 psf
TOP CHORD DEAD LOAD: 8 psf
BOTTOM CHORD OEAO LOAD:7
WIND LOAD & EXPOSURE: Vult 1
TRUSS TO PLATE CONNECTION
LAYOUT NOT TO SCALE
psf
20 mph - Exp. B
BY OTHERS
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CO4GE
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27-11-OO
oo
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$
TRIANGLES ON TRUSS ENDS INDICATE LEFT END OF TRUSS ON CORRESPONDING ENGINEERING SHEET
GEilEW NOTEg
I
NIS OMWre PROUOES TRUSS OIMENSIONSND LOGTIONS ONLY
NO SAAIL IWAYS BE USED IN CqJUNCIION WITH fPROVEO
ACHITECTUA NO STRUCTUML DMWINGS
THE GENEW CONIMTOR SH&I VERIFY AL DIMENSIONS IN
WRITINO NO BE RESPONSIBLE FOR REPORTING NY
OISCREPANCIESIO THE NUFACTURER PRIOR TO FERIqITN.
NUSSES Are ffiMELY FLEXIBLE UMIL &L FOfuS OF BMCING
NE IN PUCE AND FASTENEO, FOR ERECTION ANO EMCING
RECOMMENDAIIONS, SEE THE ENCLOSEO BCSIA1 & BCSLB3
SUMMRY SHEFS,
BEFORE INSTILING TRUSSES. REFER TO INOIVIDUA ENGINEEREO
TRUSS DBWNGS, LOqTE THE TOP NO BOTOM CHOMS, NO
PUCE EUSSES ACCOROINGLY BMCE INOICATED ON ffE
ENGINEEREO IRUSS OMWINGS IS WDITORY AND PEMENI
FOLLOW PROJECT ENGINEERS/ OESIGNERS INSTRUCTION ON TIE
DWNS, NALING ANO OESLL SWAY BMCING.
OO NOT CUT DRILL. OR&IERTRUSSES IN NY WAY WITHOW
WRINEN AUTHORIATION FROM THE TRUSSCO E BUILOING SUPPLY.
iHE CONTSCTOR SSUMES SOLE RESrcNSEILITY OF NY
ITEUION OF ATRUSS WITHOUI WRINEN fPROVAL FROM THE
TRUSSCO & BUILDING SUPPLY.
SUPERIMPOSED LOAOS:
A NO MATERIA SHALL BE STORED ON ATRISS SYSEM UNTIL ALL
PEMENI AMCING W AEEN COWLETELY INSTILEO,
A. CONCENTMTED A UNIFORM LOAOS OUE TO CONSTRUCTION
NryOR @@PNCY SWL NOT EXCEED TBOSE S%CIFIED BY
THE TRUSS OESIGNERAS TO WEIGHT ND LOqTrcN.
C, LOMS SWL NOI BE SUSPENOEO FROMNE BOTOM CHORDS
OF TRUSSES UNLESSTHE TRUSSES HAVE AEEN DESIGNED TO
SSELY *RY THEPPLIEO LOrc.
1. SEE BCSFA1 SUMMNY SHEET FOR WOLING, INSTILING,
RESMNING NO TEMPOMY BMC1NG REQUIREMENTS.
2, SEE ENGINEERED TRUSS OMWNGS NO SUPPLIEO BCSLBI
FOR PERffiEM BMCING EOUIREMENTS
B: 6.<:
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