13030174 Truss Plans 4..1
PROSudd
ProBuild - East Region
50 Twosome Drive,Suite#5
Moorestown,NJ 08057
Re: B1008304
b1008304 JAMESTOWN ELEVATION D
The truss drawing(s)referenced below have been prepa?ed by ProBuild East under my direct supervision
based on the parameters provided by Carter-Lee Bldg (Moorsevillel.
Pages or sheets covered by this seal: 14540828 thru 1454091 1
•
My license renewal date for the state of Indiana is July 31. 2012.
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November 16,2010
TaimurShamali, PE
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss.components shown. The suitability and use of this component for ariy particular building is the
responsibility of the building designer, per ANSI/TPI-2002 Sec. 2.
Truss Truss Type OM Ply 'b1008304 JAMESTOWN ELEVATION D
04; CG1' Diagonal Hip Girder 1 1 14540828
Job Reference(optional).
R-LEE BUILDING COMPONENTS,MCORESVILLE(IN 46158 - 7.240 s Jun 192010 MTek Industries;Inc.Tue NOV 16,133812 2010 Page I
ID:XxIzip93rf1 k mHKkyA2y1c7/Xxlzlp93rfl_kmHmKkyA2gixUpl_exGZyheGHylc7f
) -2.2-8 ' 3-5_0 m610 0
2-2-8 3-5-0 3-5-0 i
15x4 II Scale=1:21,2
4
g t,-.----iC�-
j %iL
• 424 12
•
m /" 1-4 \\\ 4-5
354 / �'..--
o----'1"2 2 A 36 \ �, 1\\
1 2L — - JL
I)<I 10 6 11
11
7 4x6= 5,
1.524 II 3x4 =
1 3-5-0 6-8-14 6-10-0
3:5-0 3-3-14 0-12
G(psf) SPACING .2-0-0 CSI DEFL in (loc) 1/deft Ltd PLATES GRIP
200 Plates Increase. 1.15 TO 044 Vert(LL) -0.01 5-6 5999 240 MT20 197/144
10.0 Lumbedncrease 1.15 BC 023 Vert(TL) -002 5-6 >999 160
00 ' Rep Stress Indr NO WB 008 Horz(TL) -0.00 5 n/a Ma
10.0 Code IRC2006/rPI2002 (Matrix-MI Weight:32 lb FT=20%
1 BRACING
DRD 2 X 4 SPF No 2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals.
ORD 2 X 4 SPF NO.21 BOT CHORD Rigid ceiling directly applied or 10-020 oc bracing.
• 2 X 4 SPF Stud
DNS' (Ib/size)- 7=390/0-4-9 (ma.0-1-8),5=288/Mechanical
'Max Horz 7=114(LC 4)
Max Uplift 7=115(LC 3),5=-69(LC 4)
1' (lb) Max.Comp/Max.Ten-All forces 250(lb)or less except when shown.
DRD ''2-7=-369/128
•
ASCE 7--05,90mph;TCDL=6.Opsf BCDL=6 Opsf;hu25X;Cat.II;Exp B':enclosed;MWFRS(low-nse)gable end zone;cantilever left and right exposed;end vertical left and right exposed.Lumber
1115 plate gnp DOL=1.15 -
uss has been designed for a 10.0 psf bottom chord live load nonconwnent with any other.live loads: •
truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-d tall by 2-0-0 wide will fit between the bottom
and OS-Other members.
to girder(s)for truss to truss connections.
mechanical connection(by others)of(ruse to beanng plate capable of withstanding 100 lb upldtratjoini(s)5 except(It=Ib)7=115.
uss is designed in accordance with the 2006 International Residential Code sections R502.11.1 end R802.10.2 and referenced standard ANSI/TPI 1.
ngid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. •
r(s)or other connection deice(s)shall be provided to support concentrated load(s)3 lb down and 41 lb up at.2-978,27 lb up at.2-9-8,and 34 lb".
and 45lb up at 577 5-7-7,rand 34 lb down and 46 lb by et 5-7-0 on top chord:and 11 lb up at M:8,8 16 lb up at 2-9-B,and 36 lb down at 5-4-7,and 36 lb
at 537-7.on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
LOAD CASE(S)section/loads applied to the face of the truss are noted as front(F)or back(B):
SETS) Standard
ah'Lumber Increasa1,15,Plate Increase=1.15
11 Loads(plfJ
Verdi-2%60:2.4=-60r 5-7%20
ntrated Leads(lb)
Ven 6=68(F=27,8=41)9=-68(F=-34.B=-34)10=27(F=16;Bell)11=-39(F=-20,8=-20) ,.%‘11111111 lily/
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November 16,2010
iir WARNING Vradyllesign parameters d READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE 9117473 BEFORE USE
Sign:solid fa ly th Midis Xonnectors.This design based Only LpOn parametee shown:0nd IS for tor on individual b'Id g p L P B Id East Region
pl b1ty F de 9 P nl dp p incorporation t p nl Pont blty, fbeading d g n d g Bracing shown r 50T Da s,Suite#6
or 1 I ( pp d t d d ( b b only. Add f l ternp 49 bracing) stability pd 'rig construction general 9 th p9 b Illy l the Moorestown,NJ 08057
f IAddol malty t stowage,del of did erection and lb IgF npltsbMly ANSI/TPIIIQuality casaba DOB-89 and BCS11 Building Component 11U
Iety Information p a l0ble trom Truss Plots Insf tute:2Bl N.l Street,9u 312 Alexandra VA 22314. PRRvUil0
Truss Tessa Type OIy Ply b1008304 JAMESTOWN ELEVATION 0
)4 CG1A Diagonal Hip Girder j 1 14540829•
Job Reference(optional
1-LEE BUILDING COMPONENTS,MOORESVILLE,IN 46158 .1240 shun 182010 Meek Industries,Inc. Tee Nov 161138:132010 Paget
10:776LE9Ahry0rMeLTJ 1 GBIGylc7e-? 0LE9AhctrOrMBLTJ 1 GBjGOChuATISKOOCRBakylo7e
1 { 3_5.0 6-100-0
3.5-0 t 3-5-0
1.5x4 II Scale=1:21.2
A4
9L---<:-.1. -
4.24.ITT A / .
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3x4 \\
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2--1.�C 4 3-8 35 .
28 &7
A
' 90 6 11
>CI
7 4e6 = s
15x4 II 3x4 =
I 3-5-0 6-8.14 6_10-0
3-5:0 3.3_14 0-1'-2
G(PSI) SPACING 2-0-0 CSI DEFL in (loc) I/dell Lid PLATES GRIP
20.0 Plates Increase , 1:15. TC 0.44 Ven(LL) -0.01 5-6 >999 240 MT20 197/144
10.0 Lumber Increase 1.15 BC D.17 Vert(TL) -0.02 5-6 >999 180 '
0.0 • Rep Stress lnu. NO We 0.07 Horz(TL) -0.00 5 'Va Na
10.0 Code IRC2006/7PI2002 (Matrix-MI Weight:32 lb FT=20%
1 BRACING
DRO 2 X 4 SPF No.2 - TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals.
3RD 2 X 4 SPF No.? BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
2 X4 SPF Stud .
DNS (lb/size) 7=380/0-4-9 (min.0-1-8),5=239/Mechanical
Max Holz 7=114(LC 4)
Max Uplift]=-121(LC 3),5=-98(LC 4) ,
(lb),Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
3RD'i'2.7=-359/136 •
ASCE 7.05;90mphyTCDL=60psf,BCDL=fi Opst h=25ft;Cal.II;Exp 8;enclosed;MWFRS(low-nee)gable end zone;cantilever lei and right exposed:end vertical left and right exposed:Lumber
1.15 Plate grip DOL=1.15
hss has been designed for a 10.0 psi bottom chard live load nonconwrrenl with any other live loads.
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 fit between the bottom
and any other members,
o girder(s)for truss to truss connections.
e mechanical connection(by airier-snot truss to bearing plate capable ofwitstanding 100 lb uplift at joint(s)5 except/l=lb)7=121, .
is!is designed in accordance with the 2006 Intemasonal Residential Code sections R502.11.1,and R802 10.2 and referenced standard ANSIRPI 1.
ngld pischbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
4s)or other connection devce(s)shall be provided sufficient to support concentrated load(s)3 lb down and 41 lb up at 2-9-8,27 lb up at 2-9-8,and 34 lb
Ind 45 lb up at 5-7-0,end t lb down and 43 lb"unit 5-7-7 on top chord and 11 lb up at 2-9E,16 lb up at 2-9-8,and 36 lb down at 5-7-7,and 2 lb down
lb up at 5-7-7 on bottom chard..'The design/selection of such connection device(sj is the responsibility of others.
_DAD CASE(S)section,loads applied to the face of the truss are noted as front(F)on back(B)..
1SEISI Standard
di Lumber Increase=115,Plate Increase=1.15
n Loads(p11),
Vert:.1-2=-60,2-4=-80,5-7=-20
Prated Loads(lb)
•Vedf8=68(F=27t B=41)9=-27(F=7,.B=-34)10=27(F=16;6=11)t1=-22(F=2,6=-20) ```\ �P 1N IIS/�4
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November 16,2010
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WARNING verify d g parameters and READ NOTES ON THIS AND INCLUDED MtTEK REFERENCE-PAGE M11743 BEFORE USE.
sign void fore use only with Mack connectors.Ow design by d only upon parameters n and is lw on individual buading component. Prosuld East Region
pfC brly of d g Paramenters and proper orp 1 of cornponent is responsibility Of balding d g - t t d B er.Bracing shown 50 Twosome Drive,Suite 45
or t ppon of individual web members only. Additional I p ry bracing 1 toblllty during general construction is the poons b lity of the Moorestown,NJ 08057
chain,glotlgl IIy P control,storogcdell eV erection tuddbacs^g responsibility ANSI/felllOuolyeCrilerlaFat DSB ad BC511 Building Component php��
sty lnlormation available from Truss Plate Institute,281 N Lee Street.consult Alexandria.VA 22314. PRQSOlId
•
Truss Truss Type Dry Ply b1006304 7AMESTONIN ELEVATIOND
14 CGlB Diagonal Hip Girder i. 1 14540830 •
Job Reference(optionag
1-LEE BUILDING COMPONENTS,MOORESVILLE,IN 46158 7.240 a Jun 16 2010 MiTek Industries,Inc. Tue Nov 16 13'.3813 2010 Page 1
ID.?7sLE9AhcyOrMBLTJ 1 GBjGylc7e-?7sLE9AhCyOrM6LTJ 1 GBjGDGD11A3j5g1DOCRBOkylc7e
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3-1-7 3-1-7
1.5x4 I I Scale=120.2
3
424 12
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0-0-6 3-1-7
1 6-29 6-2.15
0-0-6 311 3-1-1 0-0-6
.
3.(psi) SPACING 2-0-0 CSI DEFL in Oct /dee Lid PLATES GRIP
201 Plates Increase 1.15 TC 0.15 VertILL
0 ) -0.00 4-5 >999 240 MT20' 197/144
10.0 Lumber Increase 1:15 BC 0.13 Vert(TL) -0.01 4-5 >999 180
0.0 ' Rep Stress Ina NO WE 0.10 Horz(TL) 000 4 Na Na
100 Code IRC2006/TPI2002 (Matrrs-M) Weight-27 lb FT=20%
BRACING
)RD 2X 4 SPF No.2.- TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. -
)RD 2 X 4 SPF,No.2- SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
2 X 4 SPF Stud
INS (lb/size) 6=232N4-3(min_0.1-81 4=231/MeUarucal
Max Horz 6=93(LC 4)
Max Uplift 6=-20(LC 31.4=-40(LC 5)
•
•
(lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown
IRD 1.2=-259/35
'2.4=-266/66
(SCE 7.05;90mpR TCDL=6.Opsf;BCDL=6.0psf,h=25ft;Cat.II:Exp 5:enclosed:MWFRS(low-rise)gable end zone;cantilever left and right exposed; .
Leal left and right exposed:Lumber.DOL=1.15 plate grip DOL=1,15
its has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other Jive loads.
ruse has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3$-0 tall by 2-0-0 wide will fit between the bosom
and any other members.
3 girder(s)for truss to truss connections.
.mechanical connection(by others)of bass to bearing plate capable of withstanding 100 lb uplift atloings)6,4.
iss is designed a accordance with the 2006 International Residential Code sections R502.11.1 and R602.10.2 and referenced standard ANSIITPI 1.
tgid pllchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)0lb down and 2816 up at 3-5 4 and 12 lb down and 27 lb•
34 on top chord,and 3 lb down and 0 lb up at 154.and 3 lb up at 3-5-4 on bottom chtord. The design/Sele Lion of such connection device(s)is the
ability of others.
OAD CASE(S)section,loads applied to the lace of the Miss are noted as front IFl or back(B).
SE(SI Standard .
c'.Lumbar increase=1.15,Plate Increase=1.15
I Loads IP%
Vert:1-3=60;4-6=-20
Mated e :Loads(36)8-e)9=4(F=0.8=3) \tl J1a111N IIS A-e/,,.
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.
L WARNING Verify deign parameters d READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1 7473 BEFORE USE.
Ern valid for only with Mirk connectors,IM1 design b only based upon parameters shown. d' for b id g component. ProBulld East Region
tlicobility of design poramemers anP proper corp t of component p bury of building d g I truss designer.Bracing shown 50 Twosome Drive Sane as
lateral ir sappert of individual web membea only Additional te p bracing t a stability during construction is the p Etl'fy of the Moorestown,NJ 08057
aloe Additional p t b g f th ¢ II structure Is the responsibility of the building d ipp tl For 9 1l9 E regarding 1 tl
t quolfyc t storage.deli ery erection d b c g consult ANSMPII Quality Crit o.OSs9and0051 Building
Component p808ui1tl
ely Inldmolbn ovoioble from Truss Plate institute.281 N.L Sheet,Suit 312 Alexandria.VA 22314.
Truss Truss Type Ory Ply b1006304 JAMESTOWM_ELEVATION ON 0
4 CG1C Diagonal Hip Girder 1 1 14540831
-Job Reference Miaonag
LLEE BUILDING COMPONENTS,MOORESVILLE,IN 46155 9.240 5 Jun 162010 Miilek Industries,Inc. Tue Nov 16 13'.38:14 2010 Page 1
ID:TJ0)S VBRNGYiilvftlnOFTylc7d-TJOjSVBKNGYizlvfllnoFTINRI WZSZ5Z0sNKAylc7d
I I 3.5-0
2-2-8 3-5-0
Scale=1:13.8
3
1.5x4_11-)
4.24 12
3x4 c-
2
rtr \1-3
c —1 2J
�
1 -i �
J 4.5 L__R
1` 'I
4
bl
5 1,5x4 II 4x6 = •
I 3-4-10 3;5-0
3-4-10 0-08
(PS0 SPACING 2-0-0 CSI OEFL in (roc) I/defl Lid PLATES GRIP
20.0 Plates Increase 1.15 TC 0.44 Vert(LL) -0.01 4.5 >999 240 MT20 197/144
10.0 Lumber Increase 1.15 BC 0.12 VenITL) -0.01 4-5 >999 180
0.0 ' Rep Stress Inv. NO WB 0.03 HOR(TL) -0.00 4 n/a n/a
10,0 Code IRC2006/TPI2002 (Matnx-M) Weight 17 lb FT=20%
BRACING
1RD 2 X 4 SPF No.2. TOP CHORD Sheathed or 3-5-0 ocpudns, except end verticals.
IRO 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 1000 oc bracing.
.2 X 4 SPF Stud,
INS (lb/size) 5=320/0-4.9 (min.0-1-8),4=72/Mechanical .
'Max Horz 5=73(LC 5)•
Max Uplift 5=-104(LC 4),4=11(LC 5) .
Max Gray 5=320(LC 1).4=76(LC 2) •
(lb)-Max.Comp/Max.Ten.+All forces 250(lb)or less except when stown.
RD 2-5=-288/179
1SCE 7-05;90mph;TCDL=B.Opsf,BCDL=6.Opsi;h=25tt,Cat.II;Exp 8;enclosed;MWFRS(low-rise)gable end zone and C-C Extetor(2)zone;
ter left end right exposed;end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.15 plate grip
.15
ss has been designed for a 10.0 psf bottom chord live load nnnconcurrent with any other live loads.
vss has been designed for a Helped 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
nd any'other members. '
s girder(s)for truss to was connections.
,mechanical Connection(by others)of buss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except Ut=1b)5=104,
ss is designed in accordance with the 2006Intemabonal Residential Code sections R502,11.1 and R802.10.2 and referenced standard ANSI/IP11.
tgid pitchbreaks with fixed heels"Member end fixity model was used in to analysis and design of this buss.
SEISI'Standard
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November 16,2010
I WARNING Ve fy design p 1 READ NOTES ON TINS AND INCLUDES)IDES)MITER REFERENCE PAGE Mll 7473 BEFORE USE,
g valid for only Ih Wick . i This design is b tl only upon pmamelers shown. d I d k for indivaual b Td g P t Pr B ld-E t Region
thcobilltV f d i9 p 1 and pr p C p of of p_ 1 responsibility f b Ild gd 9 - t t designer.Bracing shown 50 Twosome pbe,Suite as
lateral supped of individual web Members Oly. Additional l p w bracing 10' stability tl during I tM1 responsibility of the Moorestown.NJ 06057
trawl.quality c permanent
storage,g bracing
tl tvery,erection and ibr the
g consult soib&Iy ANSVtbolding-designer.11 Ety Criteria.055-85 on6 BC5l1 Building Component
Sty Information voioble from Truss Mole Institute.281 N Lee Street it 312.Alexandria.VA 22314. PRaBatlld
Truss Inns Type Dry say b1008304 JAMESTOWN ELEVATION D
14 CG2 ':Diagonal Hip Girder 1 1 14540832
Job Reference(oplionalf.
I-LEE BUILDING COMPONENTS,MOORESVILLE,IN4615B 7.240 s Jun 182010 MiTek Industries,Inc Tue Nov 1513'3814 2010 Page 1
ID:TJOISVBKNGYizI vftInOFTylc7d-TJOjSVBKNGYizI VItInOFTINRI VuSYHZDSAJKAylc7d
t -2-2-8 ( 3-5-0
2-2-8 3-5-0 I
Scale=1:13.8
3
3x431.11
A/-/
424 12
1504 II ------/
2
15. 1-3 4
1 n II N/
_ ,
L �s/
„
5 1.5x4 II 3x4 II
I 3=4.10 34-0
3-4-10 0-0-6
(sets_NAM- f4'.Edge,0-2_12) - -
.G (psf) SPACING 2-0-0 CSI DEFL 0 (loc) I/de0 Lid PLATES GRIP
20.0 Plates Increase 1.15 TC 044 Vert(LL) -001 4-5 >999 240 MT20 197/144
100 Lumber Increase 1.15 BC 0.16 Ven(TL) -0.01 4-5 >999 180
00 ' Rep Stress lncr NO %B 009 Horz(TL) -0.00 4 Na Na
100 Code IRC2006/TPI2002 (Matrix-M) Weight 13 Its FT=20%
R BRACING
ORD 2 X 4 SPF No 2 TOP CHORD Sheathed or 3-5-0 oc purins, except end venteals.
ORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly appled or 10-0-0 oc bradng.
2 X 4 SPF Stud
IONS (ib/size) 4=72/Mechanical,5=319/0-4-9 (min.0-1-8)
Max Hors 5=61(LC 5)
Max Uplift 4=-10(LC 5),5=-103(LC 41
Max Gray 4=76(LC 2),5=319(LC I)
S (lb)-Max.Comp./Max,Ten.-All fortes 250(lb)or less except when shown.
2-5=-290202
ASCE 7-05;90mply TCOL=6.0psp BCDL=6 Opsf,h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-nse)gable end zone and C-C Extenor)2)zone:
bier left and nght exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown:Lumber DOL=1.15 plate gnp
1,15
vss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads.
truss has been designed for a live load of 20 opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
and any other members.
to girders)for truss to truss connections.
le mechanical connection by other)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(j1=Ib)5=103.
vss is designed in accordance with the 2006 Intemabonal Residential Code sections R502.11.1 and 8802,10.2 and referenced standard ANSIG PI 1.
-rigid pitchbreaks with fixed heels'.Member end fixity model was used in the analysis and design of this truss.
ASE(S) Standard
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November 16,2010
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WARNING-Venly design par ambers and READ NOTES ON THIS Al:0 INCLUDED MITES n.and i NCE PAGE MII-747311EFORE USE
:sign Id 1 only with Nisi connectors,This design based only upon parameters ho d' tor on individual b esi g component. Proeu Id East Region
nolicabrity of design paramenters and proper arp 1 I compareni is responsibfity of bolding designer I truss designer.Bracing shawl FYI
50 Twosome Once,Suite e5
'or lateral pport individual web members only.Additional temporary b g to t during construction is she respansibillity al the Moorestown NJ 08057
onto/ Additional pet b g of tn II structure E the p bl'ry at N building designer.
For general g idance regarding El
bricaBon.quality contial.storage.delvery erection and bracing.consult AN51/1811 Quality Criteria.DSB.B9 and BCSII Building Component
Iety information avalable from Truss Plate lmltute 281 N.Lee Street uSute 312 Alexandria.VA 22314. PROSut10
Truss Truss Type Oty Ply 51008304 JAMESTOWN,ELEVATION D
l GE11 HALF HIP TRUSS 1 1 14540834
- Job Reference(opt p
LEE BUILDING COMPONENTS MOORESVILLE,IN:45158 .7.240 s Jun 18 2010 MiTek Industries;Inc..Tue Nov 16 13.38'.15 2010 Page I
ID:bsgxsVZetOyghgst8bxNVQyICEu_xW 6fgBy7agZbSUsRSlfobla?isdB00jFWwltcylc7c
1-6-12 8-8-12 14-9-8
1-6;12 • 8.8-12 I 6-0-12 I
1.5x4 II 3x6 = 15x4. II 1.5x4 II 3x6 II Scale=1.39.7
8 9 10 11 12
1.11 n r-1
1.5x4 II 1 ' 1 D p_.9C2 1
B.I]0 12 1.5x4 D //// o
15x4 fi i I/ it-14 13
15x4 5 • 16-I15 1�%
e-16 L 000
4 /1-9-
1.6-4 II • ---j 7-17 tr�1320 1�5xa rd
6.18 !/J 15
204. w---"-31--1B---- T�1 rl. 6 1.5x4
S18 �/ 16 II
-� � 4-20 - _' 17 1.%4
asI � �e isxe II 5.00 -1 . •
V 1Sx4 II BEVELED PLATE OR SHIM REQUIRED
1=5 .2122. n" � TO PROVIDE FULL BEARING SURFACE
,1,7120-22' 1.5x4 I WITH TRUSS CHORD.
20
N� s O.
22 21
1.524 II
2x4 II
1 14-9-8 I
14-9-8
Xs(X Y)_18i0_3-0 0 2 Oj[12.Edge,O 3 81,[2093-0,0-3-0f
(PSff SPACING. 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP
20.0 Plates 1115 TC 0.26 Vert(LL) 000 1 n/r 180 MT20 197/144
10.0 Lumber Increase 1115 BC 0.13 Ved(TL) -002 1 n/r 120
O9 - Rep Stress lncr YES WB 0.06 Hoti(TL) =001 13 Na We '
10.0 Code IRC2006/TPI2002 (Matrix) I Weight:62 lb .FT=20%
BRACING
tO 2 X 4 SPF Not TOP CHORD Sheathed or 6-0-0 oc pubins, except end verticals,and 2-0-0 oc purlins 160-0 mast:
10 2X4SPF Not 9-12.
'2 X 45PF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
'2 X 4 SPF Stud 10-00bc bracing 14-15. --
JOINTS 1 Brace at Jt(s)-:12
IS 'All bearings 14 -9-8.
3)- Max Horz 22=197(LC 6) •
Max Uplift All uplift400 lb or less at maps)22,13,,14,15,17:18,19,20,21
Max Gras All reactions 25015 or less at joint(s)22:13,15,15,1788,19,20,21 except 14=329(LC 1)
(lb) Max.Comp./Max Ten.-All forces 250(lb)or less except when shown.
'Rd roof live loads have been considered for this design.
3CE 7-05;90mph;TCDL=fiOpsl',BCOL 6 Opsf,h-255:Cat.II;Exp B;enclosed:MWFRS(low-rise)gable end zone and C-C Exterior(2)zone:
r left and right exposed end vertical left and right exposed C C far members and forces'''.MWFRS for reactions shown;Lumber DOL=115 plate grip
5
:signed for wind loads in the plane of 0e truss only. For studs exposed to wind(normal to the f e) see MRek_5tandard Gable End De tail"
adequate drainage to prevent water ponding.
quires continuous bottom ce bearing . •
be fully sheathed from one face or securely braced against lateral movement(i e:diagonal web).
td{spaced at Y4-o'ob.
s has been designed for a 10.0 pet bonito[lord live load nonconeo rent wig,any other live loads.
ss has been designed for a live load of 20 Opsi on the b tt chord in all areas where a rectangle 36-0 tall by 2-0;0 wide will Bt between the bottom
d any other members'
;at joint(s)13,14,15;16,17.18„19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
Ing surface.
meicMinieal connection(by others);of buss to bearing plate capable,of withstanding,100 lb uplift at tootle)22,13,14 15,17,18,19,20 21.
d plat or Min-required l provide fullb adng surface with truss chord at joint(s)18.1W 15,1817;1819,28 21,
as is designed in accordance with the 2006 International Resident al Code tons R502.11.t d 8802;10 2 and referenced standard ANSIITPI 1.
a x2khd tl g tl tenteanalysis R Ohslruss 01111111001,
�` A/
assumes 4 (fiat e tton)PUns 0t oc spacing nd indicated:f ed� s w d nails.
XXA'••
.E(S) Standard •�\/ . \STF/•' -
•P . i i
PE10911116
. av '• A • .'
/7/4111p it
November 16,2010
WARNING fl design parameters d READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII] 73 BEFORE USE.
yn vela t only With MT k connectors This design is based only upon aerometers M1 and is far an individual b ld'g component. ProEluild E tRegion
blly 1tl g p 1 d p p p tl 1 component' p billy Ib Itl gdesigner not t d 9 0 g shown 50 T D ve,Suite 85
lateral supped of d dV web b ly Addit tt p ry b g t tablllyq during qt t 9 th p _blfty f the . M oreslown,NJ 08057
t ib q0- Ipe or 9 del' ery I n d structure
b ig responsibility It ANSI/18111Oualty.CM lo,056-89 1d BCSIIAVIMng Component /'
OfI lormatluny ;wadable t tram Truss Plate stitute,281 Ni Street,Wile 312 Alexandria.VA 22314. PROMild.
•
nu" Truss Type '0,y IPy b1008304,JAMESTOWN:ELEVATION ID
4 GR1' HIP TRUSS 1 f 1 14540835
J b Reference( pt Ij_
LEE BUILDING COMPONENTS;MOORESVILLE,IN 46158 ]240 s Jun 182010 MT k Industries,Inc Tue Nov 1613 36.162010:Page l
iID'.GbtLIagHI95PGW09 bUnJylcEl-PIYUtACauto0DC32'+ApuLurav5l XwFOsUAfrP2ylc]b
]-04 12-89 18=0_13 23-5-2 28-9-6 32-2-4 37-4-14 42-11 0 44-5_12
0.0 '2-0-0 1 5-0-0 { 5-04 I 51-0 5-0-4 5-0-0 3-4-14 52-10 1 5-6-2 1-6-02
. Scale=197.2
Camber=5/8 in
2 15x12= 1 5x4 H
4,1 5.4t 1 A 1.12 =I 4 3x6 i A A 6x16' A 45x4 II 5x8= .
f3. 25 126 4 6 26 I 5 '9 0 61 7 32 33 _ iD
ID'6 4 -341 6' _� 6&fO 34, 35 9 7
3 3�za `�szz���4-z2 'il - _ I `-'-� 1 1 _ta - 1< -"2.\
i5-2z�' 5-211=1"--5-19.4--___ ]19 �B 19 8-181 e^p 9!11] 10,1 7 I I
/ dN ��'20-24 I I Ib a T J 17-20.14 I t�+-Y.�,-2 10-16 AA 3x4 C
L
Xi
A-� y v�,1 11
24 23 22 21 19 •16 17 11_18=T10-13
3] 36 39 40 41 42 29 43 '44 45 46 47
8x0 -5x6:=
'5x12= 2x4 5x6'- 6x16= 2x4 II 6x16 = 16� � - Pi�i6� 4.6 r� ro
�17\' S 12
4x6 \2=1 �ri\13 1 �^
\ 12-14
4160 -1 (m
00112
14
254 II
•
F2-Or Q 7_4=4 12-8-9 1 18-0-13 1 23-5-2 r 28-5-0_289-6 32-2_4 r 374_14 42-11-0 I
2-0-0_ 5-44 54-4 5-4-4 �5-4-4 4-11-14 0-0=6 34- :2
ets(X,Y)_ 13;Oj0.042-6],[10'.0•6-0,0-2•81,/12.0-2-15Q-244 J17 D-_8-0,0 3A) (24EOge,66r6J
_-__ _ _14 5-2_10 5-6-2
(Pe) SPACING 2-0-0 CSI DEFL in (tor) I/deft L/d PLATES GRIP
20.0 Plates Increase. 1:15 IC 098 Vert(LL) 0.3919-21 >864 240 MT20 197/144
100 Lumber Increase 1.15 BC 079 Verl(TL) -095'19-21 >363 180
00 t Rep Stress Ma NO WB 094 Haz(TL) 0.07 17 n/a Na
.
100 Code IRC2006/!P12002 (Matrix-M) Weight:214 lb FT=20%
' BRACING,
RD 2 X 4 SPF Not'Except' TOP CHORD Sheathed or4-4-1300 praline except end verticals,and 2-0-0 oc pueins(2-6-4 max.):
'6-10:2 X 4 SPF-1650F 1.5E 3-t D.
RD'. 2 X 6 SVP No 1'Except' BOT CHORD Rigid ceiling directly applied or 5-8-13 oc bracing.
14-17:2 X 6 SPF,NO.2 WEBS TBrace'. - 2 X 4 SPFStud-8-17 .
2 X 4 SPF Stud'Except Fasten(2X) T and I braces to narrow edge of web with 10d(0.131"x3")nails,bin o.c.
3-22,522,5-19,6-19,8-17:2 X 4 SPF No.2 ,with 3m minimum end distances.
•
. Brace must cover 90%of web length. -
IS (lb//size)- 24=136710,38 (on 01-10),14-215/0.5-8 (min-0.18),17=2682/0-3-8 (min-0-3-3)
Max Hors 24=185(LC 6) '
Max Uplift 24=217(LC 3),14=-112(LC 9)..17=-376(LC 3)
Max Gray 24=1371(LC 9),14=215(LC1I,1]=2664(LC 10)
(lb)-Max.Comp/Matt,Ten.-All forces 250(lb)or less except when shown.
ID 2-3=-16101322]3-25=-3767/756,25-26=-3767/756,4-26=-37671756;4-27=-3767/756 27-2843767/756,
28-2943767056,5-2943767/756,5-30=-3606/742,30-31=-3606/742,6-31=-3606/742,6-743606042,.
7-32z-3606/742132-33=-3606/742 8-33=-3606/7426-34=-626/3565,34-35=£26/3565,3536=-626/3565,
9-364628/3565;9-104633/3588,10-11=-394/1450,11-124331,567,2-2441404241
ID 23-37=-250/1405;3]-38=-250/1405;2238=-250/1405;22-39=-935/4]02,39-40=-905/4702:
40-41=-905/4702,21-41=905/4702,21-42=-905/4702,20142=-935/4702,19-20=-905/4702,19-43=-175/881,
43-44=-175/861,18-44=-175/8814&45=-175/8814546=-175/981,46-47=-175/881:17-47=-175/881,
16-17=-1343/424,15-16=-5521327
3-22=-497/2478 5-22=-977/213;5-21=-55/457,5-19=-1160220;8-19=-543/2866;8-18=-41/399,
E-17=4588/879,9-17=-266/82 10-17=-2742/393 10-06=-31/438,11d6=-079/218,11 15 50/339; .
12-15=48]290,2-23=-2]2/1492. - - - -
ced roof live loads have been considered for,th's design. '
n
'SCE 7-05,90mph TCDL 6 Opst.BCDL6 Opso T=25ft',Cat II Exp B enclosed',MWFRS(low-nse)gable and zone;cantilever left and right exposed
ical lett and nght exposed,Lumber DOL=1:15 plate grip DOL=1.15
adequate drainage to prevent water aler p tl ng
has been designed for a 100 ine f bottoril chord ha toad nonconcurrent with any other live loads. Jt\p1111111111
Hs has been designed f live load of 200 slo theb h chord in all areas where a rectangle by wide will fit betty ! the bottom
e any other members - `gyp\__I!%� P N•' S/]I /x�2i��
q nt(s)14 consders parallel to grain value using ANSI/TPI 1 angle to formula'Bultl ng designer should ve fy capacity of bearing surface. S \t "h 'i
s Is designetl in acwrdance twln the 2006 International Residential Code sections R5021uplift and R80 pings)d except Ot=lb)and eference0lcandard ANSI/TPl1. �P• ..-�G19TBq40 9�'���_
mechanical connection(by�id pitchbreaks with fixed heels Member end fixity model was used in the analysis and design oohs truss - - = I PE10911118 t --
assumes 4x2(sat onentation)pueins at on spacing indcated fastened to truss TC w/2-10d nails =
-/s)or other connection devce(s)shall be provided Sufficient to support concentrated load(s)1810 down and 84 lb up al 2-0-0,13 lb down and 53 lb up ❑ C
12 13 lb down and 53 lb up al-6-0-12 13 lb down and 53 lb up eh-00-02 13 lb down and 53 lb up at 10 0 12 13 lb down and 53 lb up at 12 C 12,13 :'
t and 53 lb up at 14-0•12,x13 lb down and 53 lb up at 16--012,13 lb down and 53 lb up at 18012 13 lb down end 53)b up at 20012 13 lb down and % � x i �¢`.
oat 22-0-12.13 lb down and 53 lb up at 24-041 and 13 lb down.and 53 lb up at 26 0 12,and 131b down and 53 lb up at 28-0-12 on top chord,and 2
land 12 lb Up at r20-0 30lbup'aP2012301bupat 4-0-12,30 lb Up at 6012'30lbupat 8--012,30 lb up at 1-0-012,30 lb up at 12012,30(bup "�iNb7A,.NP; ��
•112,301b up at1&0.1230lb up at18012.30lb up a1-20-0-12;3010 up at 22-0:12,30 lb up at 24-0-12.and 301b up at 26-0-12,and 30 lb up'at P •{y��_x_✓ � 0'•
on bottom chord ,The desgn/selehton of such donne-Chen devce(s)is the responsibility of ethers: 12/ �VrIAtG \\
g Additional permanent and stability bracing for russ system not part of this component design)is always required. 111111
.CAD CASE(S)section,bade applied to the face of the truss are noted as front(F)or back(B).
November 16,2010
iE(S) Standard '
n page 2
WARNING \serifs design poonieters and READ NOTES ON THIS MOO INCLUDED MITER REFERENCE PAGE 4111 7973 BEFORE USE
7n veRg: Ny weld Meek connectors This design bosed only upon parameters h and N tor an individual b ld g component. -
' 5P 6 T B d mE P D tR¢g i3dor
le eS bldy olden g P 1 d p p incorporation I component responsibility f b Id gd g U d Iacono h wit
roMrol support of iAdividual web members only Add'Addlionol temporary b g t a stability gd g general the p bll'tV f the Moorestown,NJ 08057
1 t Add l rly permanent
storage 1 delivery,er f n structure bracing Ih ns lt,,bITy ANSI/RI1 QualiyC0 na Dat et and 60511 building Component ppp�� A or the avooll
tyl formation''available from Truss Plate Institute 281 N.L Sheet Sole 312 Al dea VA'22314. - FROMM
1
Truss (Truss Type Dry Ply b1008304,JAMEST0WN ELEVATION D.
GR1 HIP TRUSS 1 1 14540835
Job Reference.Cognomen'
LEE BUILDING OOMPONENTG MOORESVILLE,IN'46158 7240 J e n 182010 MTek Industries,Inc.Tue Nov 16 13 30 P 2010 Pape 2
'1o'gblUagH195PGD209 bUndylcEl-u 6a4WOGf3wHgle EYIK]16NIFVNmfie0)gPPxVylcla
SE(S).Standard
Lumber Increase=1.15,Plate Gvease=1'15
Loads(plt)
Vet G2=-60;2.3-60,3-10=b0,10.12=-60,12-13=,-60,17-24=40(F=-50),14-17=-20
(traced Loads(Ib)•
Vet 3ge4(B)20=1 23=14(3=12)19=1 7753(3)25=53(B(26=53(8)21553(8)28=53(B)29=53(6)30=53(8)31=53(8)32=53(8)33 753(B)34=53(8)35=53031 36=53(8)37=1 38=1 391 40=1 41=1
42=1 43=1 44=1 45=1:46=1 47=1 -
•
•
•
•
•
•
•
•
WARNING V fi;cles]gn parameters d READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PACE MII7473 BEFORE USE.
in lid for me only,with MR k connectors.Thu design based bnly upon parameters M and is for d' d lbuilding-component. 'P B ild East R g n
inability of design paromenfers and p p p t I component' p btry of b Id g d g 1 num S d 9 8 g shown 50 T Drive Suite 45
laterbIsSibbort al individual web members only.Additional t p ry bracing t tablty during construction th p bl l't I the
Moorestown,NJ 08057
Additional t structure responsibility building r g9 regarding
frge del ry erection andb g consult ANSI/OPI1Oulity Criteria,OSB-89 and 6E511 Building Component
ylntormotlon available from
Truss Plate Institute.281 N:L St eCSuite312Alxandria:VA'22314. PROMffiW
Truss Truss Type Oty Ply b 1008304'JAMESTOWN ELEVATION D
4 GR10 IHIRTRUSS 1 2 '14540836
• L Job Rference(pl -g
LEE BUILDING COMPONENTS;MOORESVILLE,IN.46158. 7240 s Jun 162010 MT kl dusts Inc:Tat Nov 1613'.38 262010 tPage1
ID.OKC3TC1A8tKMKaBkHC7 s8ylc0 7d9GzbK Vy3?PBgzaG EI?FJT7QRGnEKnk4NITylc7R
2-0-a 1 11-2-12 15-11-0' - 17-11 D
2-0-0 4-8-0; 4-6-8 4-8-4 7A 2-0-0 1- I
Scale=1:29.9
Camber=7/16 In
12x18 MTd 8H.AA
7 2
r . . -. ., 2x4 I
6x16 = 8x8 =
2 I:-'' 3 I'X1 4 , 1r 5
/_/1\ — 2-,-5 - -
/ 'z2/\2-1 _ = I— __3.10.— _ - 4110- — 1 4-8 — r�_I5-7 5.8 ,6
--V /y v 1 ���� J_I — –y 561 _ T_ I 7 -11 ,
11 i
. - - - - - II,�R2q1
�: 11 23 24 10 25. 9 26'8 27 28 7 Luc
10xID. 10x16 = 9x16 MT18H=
9.16 MT18H WB = 10x10 =
3x12 II
_240 68-0 11-2_12 I 15_11-0 1_17=9-0_17211-0
t (XYJ,![1:0-3112,01-01,[2:0-2-80412 50=4-0,038 6Ed e,01 '4b_8 4-8_4 9g0-0_0-7-0
200 48-4
1[ 1 L 9 397 17.0.-e-0,0.5 fij
(psf) SPACING: 2-0-0 CSI DEFL in (Ion) IldetI Lid PLATES GRIP
20.0' .Plates Increase 1.15 TC 089 Vert(LL) 029 810 ?729 240 MT20 197/144
100 Lumber Increase 1:15 BC 094 Vert(TL), -070' 8110 >304 180 MT1831 197/144
0.0 Rep Stress lncr NO WE 0.92 Horz(TL) 0.07 6 n/a Ma
10.0. Code1IRC2006/IPI2002 (Matnx-M) Weight:252 lb FT=20%
BRACING
PO 2 X 65Yp 2400F 2.OE"Except* TOP CHORD sheathed or 6-0-0oc pudins,'except
2-5'.2 X 6 SYP No.1 2-0-06c pudins(2-7-13 max.):2-5.
RD 2 X 8 SYP 2400E2 OE • SOT-CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
2 X 4 SPF No.2'Except'
2-10,4.10 4-7.2 X 4 SPF 1650F 15E
2 X 4 SPF Stud
Left 2 X 6 SPF.No.2 1-11-11.Right 2 X 4 SPF Stud 1-11-11 •
4S (11./site) 1=829810-6-1 (min.037),6>8247/0-5-0 (min.0-3-7)
Max Horz-1=-12(LC 6)
Max Uplift l=-4591L0 4),6=-453(LC 3)
IIb)' Max.Comp/Mix:Ten.-All forces 250(lb)or less except when shown.
2D -'1-2=-115221663(2-3=-20564/1196.3-4=-20504/1196,4=5=-94831547,5-6=-7071/402,6-19=752/45 •
RD '9.22=-545/9474'1-11=-545/9474411-23=-556/9751,23-24=-556,9751,10-24=-5569751,
10-25=-120620927,9-25=-120620927,9-26=-120620927,8-26=-1206/20927,8-2J=-120620927,
127-28=-120620927,7-28=-1206/20927,6-0=-499/8896
'2-11=-1122810,2-10=-667/11338,3-10=-258/95,4-10.-393/30,4-8=-126/3419,4-7=12036/714,
5-7=-288/5874. -
ss to be connected together with 10d 10.131"x3")nails as follows'.
rds connected as follows:2 X 6-2 rows at 0-9-0 oc.
sherds connecte'd as follows.2 X 8-2 rows at 0-5-0 oc.
mnected Is follows'.2 X 4-1 row at 0-9-0 oc
are nsidered equally applied to all plies.except if noted as front(F)Or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been
I to distbute only loads noted as(F)or,(e);unless otherwise indicated.
ced'mfirf We loads have been considered for'the'design
RCE 7-05j 90mph TCDL=6 Opsf,BCDL 6 Opsf h=25ft Cat lh Exp B enclosed,MWFRS(low-nse)gable end zone',cantilever left and nght exposed',-
cal I ft and right e posed Lumber DOL 115 plate gnp DOL 115 L�plates ad h9 been designed founless a 100 psf bottom chord ive load nonconcurrentwN any other live loads - X\\w3e ,N 'IS'1q j,,�i�,
issh b designed t r e live load of 200pf on the b bottom chord In all areas where a rectangle 360 tall by 200wde will fit between the bottom O . S` x(7
•a any other memb ... . J A. ..4GiSTEgRs '9<. -
as lx dcal connection(by
cewit)oftruss to beanng plate capable of withstanding 1001b uplift at pinta)except(4=102=459,18=453 �' Q i
igid i)esgned In accordance meth Me 20061nttaity mnal Resdental Code sections R502.111 and R80210.2 and referenced standard AhlSITTPI 1. PE10911118
ag d pltobbreaks w th fixed heels"Member end fixdy model was used in the analysis and lad design of this truss•
assumes or 2(fiat iondetion)pudins at spaong indicated(fastened to truss TCwl210d nails _-
1 )or other Connection devices)shall be provided sufficient to support concentrated load(s)1590 lb down and 80 lb up at 0-10-12 1439 lb down and •
a a02-10-12..1482 lb_down and 77 lb up at 4-10-1Z 1480 lb down and 77 lb up at 00-12'1481 down and 77 lb up at 8:10-12 1487 lb down and 77 % 'O S •TE OF •: et
10-10-1Z 146616 down and 77 lb up at-12-10-12,and 14851b down and 77 lb up at 14-10-12,and 1436 lb down and 711E up at 16-10-12 on Dollop;
The design/selection of such connection device(s)is the responsibility of others. ii OA sa .. ��
EIS: Standard ,X Sva M_'t¢qv ksE `
Lumber Increase=1.15,Plate Increase=1i 15
//11111
November 16,2010
n pagi 2 I
/
WARNING verify design parambers and READ NOTES ON THIS AND INCI Ugh))MITEK REFERENCE PAGE MIt 7473 BEFORE USF.
gn volid f only.voth NITS F connectors Thcs desgn a based only upon Pornmetsw sh-Rwm. d if tor RR IndiFidbal b ld g BurnEsdrIBEI. P B la-E I RRegion
licabbty des g p t d p p rp f t c p tl responsibility fbuilding d g -not truss d 9 B g shown �® 50 T S Drive,Suite/45
1 ! Support t individual web members ly Addl Itemporary b g l b)
a slotyd g 1 1 the responsibility of the Moorestown.NJ 08057
tor,Add Addhonal pe t b 9 of t ihthe ll structure the p nsbltY of tM1 budding d 9
' rotq Ig id n Wgatl
cation.quality control, 1 9 ' 1 andb g- t ANS/ t GualllyCitetlo,056 82 and 80118utmg Component
ly Intomatlon available from Buss Plate Institute 281 N Lee Street. cite 312 Alexandria:VA 22314 pp pp
u''Y
' 1
Truss Truss Type CAE Ply b1008304 JAMEST0WN,ELEVATI0ND
4 GRID HIP TRUSS 1 14540836
2 Jab Refire Me Optiona0
-LEE BUILDING COMPONENTS:MOORESVILLE.IN 46158 7.240 s Jun.182010 MiTek Industries,Inc. Tue Nov 16]3'3816 2010 Page 2
ID:OKC3TC1A81KMKa8kHC7_s8yicA_7d9GzbKrYy3?p8gzaG_EI7FJT7ORGnEKnk4NITyIc7R
9SE(S) Standard
rn Loads(plf)
Vert:112=-110(F—50),2-5=-110(F=-50),56=-110(F=-50);12-16=-70(F=-50)
.ntrated Loads(lb)
Vent 10=-1480(F)204.1436(F)?2=-1590(F)234-1439(F)24=-1462(9254-1481(F)26=-1487(F)27=-1486(F)28=.14135(F)
•
•
•
•
_ I
I WARNING VenW design parameters and READ NOTES ON TIi15 AND INCLUDED MITES REFERENCE PAGE mit7473 BEFORE USE.
.ign void for only with Mired connectors.This design based only upon parameters M1 and h for an individual building mponent Pros ld•East Region
blly f design priamentersMnd p pC ncorp 1 of component h responsibility ot b ldi g d g t truss designer.Bracing shown 50 Twosome Drive,Suite/15
ir lateral support ot individual web only, Additional te p y.bracing t stability during construction is the p sblity of the Moorestown NJ 08057
ctot.Additional p a t b ng of IM1 a II structure is the p sblty el tM1 building d ip For general guidance regarding
K to quality control defiery. eat -ddb e g It ANSI/1PN(Duality Criteria,DSB-89 sd BCSll Building Component ne^�'A
sty lntwmaNOn evadable from Truss Plate Institute.281 N.lee Street.Suite 312.Alexandria.VA 22314. YYY Y
•
Truss' Truss Type Oty Ply b1008304'JAMESTOVVN ELEVATION 0
4 GR11:• FLAT TRUSS 1 1 14540837
Job Reference(pl nal).
•LEE BUILDING COMPONENTS,MOORESVILLE,IN_46158 7240 s Jun 182010 MiTek Inclustnes,Inc.Tue Nov 16 13'3826 1
• IDlfewb JAiJZrgmO62_kLoLgcIcCb-7d9GzbKrYy3F PegiaGEI?FTY7dBG?5Knk4NITy1C7R
3910..
1' 3-9-10 2
■
'•,3);(11-b -'•-...� 1.5x4 I Scale=1:12.2
1-2 —
1-4 \
o ,I-3 -
3-4
�Y
•
/ •
2x4 II
4x6=
3-9-10 I
3-9-10
I i I
(psf) SPACING 2-0-0 C51 DEFL in (roc) -I/dell lid PLATES GRIP
200 Plates Increase 1.15 TC 0.24 Verl(LL) -0.00 3-4 >999 240 MT20 197/144
10.0. Lumber Increase 1.15 BC 0.06 Ven(TL) -001 3-4 >999 160
001 Rep Stress Ind' NO, WR 0.01 Holz(TL) 0.00 3 n/a' n/a
10.0, Code'.IRC2006/1"P12002 (Matrix-M) Weight.1816 FT=20%
BRACING, '
RD .2X4 SPF No.2 TOP CHORD 2-0-0 oc pudins:1-2, except end verticals..
RD' 2 X 6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bradng.
'2X 4 SPF Scud JOINTS 1 Brace at JIls)'2,1
•
VS (Ib/slie) 4=141/0-3-8 (min.0-1-8),3=141/Mechanical
Max Holm 4=44(LC 4)
Max Uplift4=-34(LC 3),3=36(LC 4) ,
(lb).Max.Camp/Max.Ten.-All forces 250(lb)or less except when shown.
SCE 7-05',90mph,TOOL=6.Opst,BCDL=6.OpsI:h=25fi:Cat.II;Exp B,enclosed',MWFRS(low-rise)gable end zone:cantilever left and right exposed end vertical left and right exposed':Lumber
15 plate grip DOL=1.15
adequate drainage to prevent water Winding:
is has been designed for a 100 pet bottom chord live load nonconcu eniwith any other live loads: •
Jss has been designed for a live load of 20.0pst on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0 0 wide will fit between the bottom
id any other members:.
girder(s)for.truss to truss connections:
mechanical connection(by others)of truss to beanng plate capable of withstanding f001b I I and at joint(s)4,3.
gi is tlesigned in accordance with the Member end esid ntial Code sections end de 1.1 and R802.102 and referenced standard ANSIGIN 1,
gin pitchbreaks with fixed Heels:'Member end fixity model was used in the analysis and design of this truss.
sssumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to leers TC w/2-10d nails.
r(s)ctother connection ction d(s)shall be the rnsediuHUent to hers concentrated load(s)1.Ib down and 27 lb up at 2-0-12 on bottom chord.The
/selection of such connearad applied)is the respansib8try or others.
_DAD CASE(5)'sedien,loads applied to the face of the truss are noted as front(F)or back(B):
90(5) Standard
Lumber Increase=1.15;Plate Increase=115 .
[dada(plf)
Vert:1-2e-60,3-4=-20 •
rated Loads(lb)
Vert 5=-1(F). sIkt1111111/1
JA N. y o,
PE1091'111 6 t. =
November 16,2010
WARNING Verify design parameters d READ NOTES ON TI IIH AND INCLUDED MITER REFERENCE PAGE MII 7173 BEFORE USE.
gn valid t oily with Mile k connectors.This Thbdesign L based only upon Wattmeters b and is XX On indiaidelei b Id g component Prosum East Regan
bility of design parameniers and"Gropes ry Y 1 component b responsibility of balding d g not Loss 8
g
50 Twosome once Se Note as
lateral supp t of individual web members pinnyAdditional t p ry br r lablpclump condructioo is the r eon bllry al the Moorestown,NJ08057
tor.8Additional p t b 9 at the ll structure is the p 'bltY off he building designer.For general p d gad �
cat riqu Ity 1 I ge def dry t n and Gracing,consult Ao r Cd to,05B-89 and BCSI1 Building Component
tylformation available from truss Plat Institute/281N1 St Bel.Suite 312 Alevandrro,VA 22314. ROSd p
•
•
'Truss 'Truss Type Oft Ply b1008304'.JAMESTOWN ELEVATION 0
4 GR2 'HIP TRUSS 1 2 L Job Re(erenceA pt ep 14540838
-LEE BUILDING COMPONENTS;MOORESVILLE,:IN 46158; 7 240 s Jun 182010 M Tek lndustnes Inc TUe Nov 16 13 36.18 2010 Page 1
ID:3KwkeenxewD7rbEI0N FbeCylcEc-M5gElsEgO V275v0O6arMOJwOmvhe0Es9xUayTxyl c7Z
6-12 3-4 8 6-5-8 11-4.2: 16_1-1 20-9-15 25-6-14 30-5-8 33-6 8 36-11-0 I
r 121 3-4-8—( 3-1-0 - 4-1010 f e_8-14 4.8-14 4-8-14 4-10-10 3--1-U 3-4-8
Scale=.1'.65.1
Camber=3/8 in
5x8 =
1,5x4 II 3x12 = 1$x4 113x6= 302 =
6.00;12 5x9-
5 6 7 'B B 10 11
5)(6
59 N! r] 411—�3�-
3 4 i. Ir�V>\ l.- o-t 0 __ 9 � 3x4
4x6 i < � L \� / R\b �� \ -11-1142 4x6 ��
3' 1>5 N. 5-23 5-22 6-22 7 22 7-29 7-19 8-19 10-19 10.17 1016 11-6 n 13 ru
2 2% 41/4 4-23 ti. �r 4�� V���4"�� �� I �n�L„,...7-1B�1v,'S �7 1y 14
/ , T...z_21 y.-;,,,,-", �Y 1'(-V 18,21-111•__1—,1 t�1 1 Y' 7 141E7-'4 8 k k
H
24. 33 23 34 35 22 36 2137 20 38 39 19 40 is 41 1a2 43 44 16 45 15
2x4 I I 46 =
xx4 4x8= 2x4
10x1.0 4x10= 5x8 = 2x4 4x8 =
5x8 = 2 10=10 II
r3G-E j j 6-5-8 71-4-2 1 16]_1 _ 20=9_15 I 25-6-14 • 30-54 3$6,8_(_3691-0____
3_4-0 3-1-0 4-10_10 4-8-14 4-8-14 4-8-14. 4--10-10 3-1:0 34=8
1 (X V)_[2:0.7-1,0.0-1],d50-6-0,0/2-8],[11 0-3:0,0-2-01,114 0 7-11,¢0-1)_
1(FPO SPACING 2-0-0. Cs' DEFL in dog) Vdetl Lid 'PLATES GRIP
20.0 Plates Increase 1.15 TO 061 Vega) -0.2819-20 >999 240 MT20 197/144
10.0 Lumber Increase 1.15 BC 0.94 Vert(TL) 0.66'19-20 >668 180
001 Rep Stress Ina NO WB 063 Horz(TL) 013 14 n/a n/a
10.0 Code IRC2006RPI2002 (Matrix-M) I I Weight 380 lb FT=20%
, BRACING,
RD '2 X 45PF No.2 TOP CHORD Sheathed or 4-7-5 oc purlils,except,
RD 2X6 SPF No.2 - 2-0-0 oc purlins(4-0-11 max.):5-11..
2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied'or 10-0-0 oc bradng.
Left 2 X 6 SPF No.2 2-6-0,Right 2 X 6 SPF No.2 2-6-0 .
NS Alb/arze) 14=3295/Mechanical,2=3293/0-3-8 (min,0-2-9)
Max Horz 2=64(LC 5) •
Mee Uplift 14=0.124(LC 3),2=408(LC 5)
(lb)-Max.Comp/Max Ten,-All forces 250(lb)or less except when shown
RD` 2-3=-1876233 3-4=4849/653/4-5=-5465/784 4-5=-5465/784,5-6=7148/1065,6-7=-7148/1065,7-8=-8318/1243,
8-9=-8318/1243',:9-10=8318/1243;-10-11=-5066/75%11-12=5577/816.12-13=-5059/107 13-14=1932/241
RD 2-24=566/4154-24-33=-566/4154,23-33=-566/4154•23-34=684/4894,34-35=-684/4894;22-35=-684/4894,
22-36=-1214/8323.21-36=1214/8323;21-37=1214/8323;20-W=1214/8323,20-58=-1214/8323,
38-39=-1214/8323,39-40=-1214/8323,19-40=-1214/8323.19-41=-1031/7237.18-41=-1031/7237,
1842=-1031/7237,17-42=1031/7237,17-43=-1031/7237,43-44=-10310237,16-44=1031/7237.
1645---580/4334„15-45=-580/4334,14-15=-580/4334
4-24=523/104,4-23=-181/960,5-23=-44/350,5-22=-473/2910 6-22=-287/95:7-22=-1546/253
7-20=£1/665,13-19=271/86,10-19=-225/1428,10-17=-49/589,10-16=-2838/454,11-16=-298/2175,
12-16=-159/881,12-15=-406/76 •
•
ins to be connected together web IGd(0.131"x3")nails as follows:
iNs connected as follows:2 X 4-I now at 0-9-0 oc.
chords connected as follows:2 X 6-3 rows at 0-9-0 0¢
p ected as follows.Z X 4--1 mw at oc..
are considered equally applied to all plies,except if noted as front(F)br back(B)face in the LOAD CASE(S)section.Ply to ply connections
are plie have been
1 to distribute only(dads noted ad(E)ordtortless sign otherwise indicated.
iced root live loads have beenconsidered fo1lNsdesign.
SCE 7-05 90mpb TOOL 60psf BCDL 6 Oast h=258 Cat II Ezp 0,enclosed,MWFRS(low-rise)gable end zone:cantilever left and right exposed',
pal
tlhas been designd fee 100 pet Dttd hord lliive grip load OnLcocurrent with arty other live loads. SNXXA\JP INIIISya4 0,
ss has been designed for live load of 20 Opsf on the bonom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom \ ..............
uss 1e any other members? Zr &P Qt�jlS7Ege% ...-�.�
girder(s)for truss to truss connections. J. 'II
-mechanical connecton(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except 51=1b)25=424;29=408.. C PE10911118, • G
ss is designed in accordance with the 2006 International Residential Code sections 8502:11 1 and R802.102 and referenced standard ANSI/TPI i. =
ego ptchbreaks with fixed heels Member end fixity model was used in the analysSend design of this ruse..
r assumes 4x2(flat onentabon)purlins at oc spaang indicated,fastened to truss TO w/2-10d nails
• t•• • ,¢
r(strorr Other connectiondevice- (s)shall be Provided sufficient to support concentrated) ad(s)269 lb down and 47 lb pat 4-6-4 221 lb down and 46 lb
8-6:4'221 lb down and 46 lb up at 5-0.4,•221 lb'down and 46 lb up at 1064221 lb tlwn and 46 lb up at 12-5-4,221 lbtlwnand 46 lb up at 14-6-4,
' :�ip�01 NP p�� `
down and 46 lb-up at 16-64221 lbtl n and 461b up at 1858221 lbd n and 46 lb up at 20-012221.lbtl n and 46 lb up at 22412221''lb A • \\p^�
and 46 lb up at 24412 221 lb down and 46 lb up at 26-4-12 22116 dew and 46 lb up at 28412 and 221 lb d wn and 4610 up at 30412 and 401 /yA 1\�
n and 87 lb up at 32;4-12 on bosom chord. The design/selection of such o nection device(s)is the responsibility of others. Xx/v2 11yJ111
aEISl'Standard 1111111
November 16,2010
in page 2 1
• WARNING Venfy design parameters i READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE I411-7473 BEFORE USE.
ign volo t only with MT N<connectors This design based only udion parameters hw d is for indiedual b Id 9 P t 'P B Id East Region
bil1V f d g p t dp p m t f component responsibility f b ld gd g tt d g Bracing shown 50 T Dve Suite 45
lateral support of indWidual web members only Additional t p ry bracing ro metre stabiii fy d ng constructor n9 guidance the po nblily of The "Moorestown.NJ 05057
t naquolty co 1 l: t ge,delivery e erect overall andfb the ANSIpP111G agcy Crd ria,O•5a.B9 and BCSll ilding Component �p p A
lyinformation Tome from Truss Plate Institute,281 N.L Street,Suite 31_Alexandroy VA 22314 ' rO08u�ld
Truss :ITruss Type ON Ply b1008304 JAMESTOV*N ELEVATION D
4 GR2 IHIP.TRUSS 1 14540838
•LEE BUILDING COMPONENTS,MOORESVILLE.IN'41158 2 Job Reference(ptonal)
7.240 s Jun.182010 MReF Industries-Ina.Tue Nov.16 1238:18 2010'Page 2
ID:3KwkeenxewD7lbEIBNFbeCylcEOM59EISEgOV27SvDO65rMOJVU0mvhe0Es9xUeyTrylc72
•
15E(S) Standard
is Lumber Increase=1:15,Plate Increase=1.15
n Loads(pm
Vertu 1-5=60,5.11=60,11-14=480.2539=-20
nlrated Loads(Ib)
Vert:23=-221 154-221 33=-269(F)34=-221 35=-221 36=-221 37=-221 354-221 354-221 40=-221 41=-221'42=-221 43=-221 44=-221 45=-401(9
•
•
•
•
•
II
WARNING Verify d g parameters d READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11117473 BEFORE USE.
0 blily tor use onry with
at design P ama t k connectors.
and pop rais design is
rporal b f tl P e I p Pmitbfry ofbuilding designers d truss building Bracing a 11 wn 50T Is East
e De Region #5
sr lateral support of d'tl web members only/Additional 1 p rybr c Gto stability designer.during constru tl the billy t the � Moorestown,NJ 08057 bracing clot▪mlon goodly control.storage.delivery,a Owcture is
bracing,consUUl ba y ANSI/RII OuoINy CMeaFU5e-89 and Ball Building Component FROM
M'▪ Information available from Truss Plate Institule.281 N. Sireet.Suite 312,Alexandria.VA 22314. FROM O
•
Truss Truss Type OW Ply b1008304 JAMESTOWN ELEVATION D
304 GR3 HIP.TRUSS 1. 1 14540839
Job Reference(optional) '
ER-LEE BUILDING COMPONENTS,MOORESVILLE;IN 46158 7.240 s Jun 18 2010 MiTek Industries:Inc. Tue Nov 16 13:38:20 2010 Page 1
10:Mgr062sK_467BgH5-6-14 ylcEV-ITn j3F4y61rhDNpE?ugVk?LijOps36-8-0 3 Vgy1c7X
'5-211 10-1-14. ( 15-1-1 —18_73 23-1-0 1-27-_14 320-11 i34:973 38-2-12
5-2-11 4-11-3 4-11-3 3--2 4-5-13 4-5-13 4-5--13 ' 28-12—F1-10-9 '16-121
Scale=1:84.8
5x8 = Camber=1/4 In
556 =
600 t2 6 _ 7
3x4 CS \\\ 3x4 Oh
4.8/ \ 8
3x0 4
3x4
354 04 l'\\\ 7-1111.,,,,,_ 0
622 62 2-20 I!
E
4•8 i 5-'2
/ \ 523 522. 8-20 3113 \ 5x8 =
�%� V // 10 C 11-�5 124a
i 1-2£s 324 3-23� / „/418 &I1] i-[}]—t0cyfl ,\ 12
as
/ 1-21 \ *1 M_19;21 L.PJ LZ
14_,---;0_17
'�L:r2_B-//1 � _--r,1 1\1314
24 23 22 21 20 19 18 }] 18 15 14
0x10
2e4 4x6 = 4x6 = 4x8 = 4x8 4x6 = 4x6 = 4,03= 4x6 =
4x6 = 1000 =
I—__5-2-11 i 10-1_14__ 15.1_1_ 18:7-3 I 23-40 2]_£-14_i_32-0.11_{_34-9-7_{-36-8-0_I
5-2.11 4-11-3 4-11-3 3-2 4-543 4-5-13 4:5-13 2-8-12_1-_10 9
Oftse6(X,Y):_(14T 5,0.0.1),(6;46-0 02 8),(7.0:3:0,0:2201,(11;410.00.2 81,(14'Edge,4]131,(16:0-3 8,0.2-01
ZING (psi) SPACING 2-00 CSI DEFL in (los) I/del Lid PLATES GRIP
20.0 Plates Increase 1.15 TC 0.59 venial -0.14 18 5999 240 MT20 197/144
100 Lumber Increase 1.15 BC 0.77 Vert(TL) -037 18 =999 180
00 ' Rep Stress Incr NO WB 0.90 Horz(TL) 0.05 14 n/e nla
• 10.0 Code IRC2006/rP12002 (Melnx-M) Weight 226 lb FT=20%
LER ' BRACING
CHORD .2 X 45PF No 2 TOP CHORD Sheathed or 3-0-11 oc pudins, except end verticals,and 2-0-0 oc purlins(3-1-5 max.):
CHORD. 2 X 6 SYP Na.1'Except' 6-7;10-11,
1 9-21:2 X 6 SPF NO2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing.
a ,2 X 4 SPF Stud'Except' WEBS T-Brace: 2X3 SPF No.2-6-20
620'.2 X 4 SPF NO 2 Fasten)2X) T,and l braces to narrow edge of web with 10d(0.131"x3")nails,Sin o.c.'
ER Left 2 Xe SPF No.2 2-6-0 with 3in minimum end distance.
Brace must cover 90%of web length. • .
ITIONS (Iblsize) 1=1456/Mechanical,14=1522/438 (min.0-1-13)
Max Horz le-120(_C 6)
Max Uplift 1=59(LC 5),14=-133(LC 6)
:ES (lb).Max,Comp./Max,Ten.-All forces 250(1b)or less except when shown.
CHORD 1-2=-600/0;2-3=-2163/110,3-4=-2136/97;45=-20991121,56=-1811/130,6-]=1609/148,7-B=-18561142,
9-9=-23551143,9-10=-2950114],10.11=-3293/156,11-12=-1769/94,12-.14=15081147
CHORD 1-24=-90/1889;2124=87/1669,2223=24/1877,21-22=0/1556.2021=0/1556,19-20=0/2052,. '
1319=02052,1]-18=-152608,161]=-90/3406,15-16=8/1504
3 5-23=0/2E7,5-22=-514/112.-6-22=-39435,6.20=-53273,7-20=19/575,8-205444/122,8.18=61532,
9-18=-029/99,9.17=0/463,10-17=-844/80,11318.4216/102.11-16=-55/2092,11-15=-360/28,.
12-15=-66/1545 -
:5
balanced roof live loads have been considered for this design.
'M:ASCE]-05;90mph.TGOL 6.opsr,BCDL-e Opsf;h=258:Cat.II:E,p B,enclosed:MMFRS(low-rise)gable end zone;Cantilever left and nghf exposed;
f vertical left and right exposed:Lumber COL=1.15 plate grip DOL=1.15 .
wide atleequate drainage to prevent water bonding, ,_
s truss has been designed fora 10.0 pit bottom chord live load nonconcurrent with any other live loads.
his buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3410 fall by 2-0.0 wide will fit between the bottom
trd and any other members.
Ier.to girder(s)for truss to truss connections.
tl 'mechanical connecfion(by others)Of oUss to beanng plate capable of withstanding 100 lb uplift at joint(s)25 except)rib)14=133,
s truss s designed Inaccordance with the 2006International R denbal Code sections R502.11.1 and R802.102 and referenced standard ANSI/1PI 1. \\ \`01111110104 s ///
m gdpf hb k With d heels Member end fi ity mod was used n the analysis and d sgn of this truss. \\ /
g assumes 4x2(fat o a tafonl p at pig indicated i t ed to truss TC wl2-104 nail `,$ �JP N>4 /C/
a gegsl or other o nec4 device(s)shall be provided sufficient to support concentrated load(s)48 lb down and 3516 up at 344]on top chord and 1516
at 34811 on bottom ch rd.The de gt sal coon of such connection device(s)is the responsibility of others. c..2.7/�Q':'(pG1STERF••9e Cr:,
Laming-Additional permanent and liability bracing for truss system(not{ert of this component desgn)is always required. Q' �•'.
•'the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). PE 1091 1 1 1 8 =
t CASE(S) Standard _ :
y Lumber Incr ass 1.15,Plate Increase=1.15 e • e --
form Lads(p6( -0 T OF €R
.Vert:14=60 6-7=80,7-10=60,10-11=-80,11-12=-60.12-13=6C,14284-20 •
xenvatee Loads(16) ��.Y•••:41e01 ANyP��/em, S
Vert 11=32(13)-05=14(B) .sp/a `e P\\\\\w,)
111111
November 16,2010
1
A WARNING VeriN design bassinets.s find READ NOTES nu 71115 AND INCLUDED MITER REFERENCE PAGE MII 7473 BEFORE USE. •
Design lid f a Iy with Mil k connectors.This design based on&upon ocean-oilers-shown,and k for n individual b lC g co p L ProBUld East Region
Appticabitly of design pararnentew and proper inc rp f of component n resrsonsbility el building designer not truss designer,Bracing sh wn
Additional
50 Twosome Dnre,Suite te 45
is I lateral support of d d b be N Add t I temporary b g to insure f bi ly during Co t lion the W billy of the Moorestown NJ D8057
1 Additional p t b H of the 11structure the p blly of he bo ld gd designer.For guidance regarding 11'2 t 61 n.audits, l storage.delivery,erection and bushing consult AN51/WP11 Duality Crsee Dye 139 and CSll building
Solely Information available from Truss Plote Institute 281 N.Lee Street,Suite 312.Alex/snubs,VA 22313. Pfl081ild
t
Truss Truss Type oty Ply b1008304 JAM_ESTOWN ELEVATION D
104 GR4 Common Truss 1 1 14540840
Job Reference(optional)
iR-LEE BUILDING COMPONENTS,,MOORESVILLE,IN•46158 7.240 s Jun 18 2010 MiTek Industries,Inc. Toe Nov 16 1398 22 2010 Page 1
I D:ESvI7EHL UIYZvXXCLOwIa9yIc7V.Ess7EHLUjY2xXXCLQwIa95emwlPK2Ms6BACiylci V
14112 6]-S 10.11-8 1636
1----{ 21-11-0 23-5-12
1-6-12 5-7-8 5-4-0 1 5-4-0
4x8 Scale=1:41.7
Camber=1/8 in
5
-Ti
600 12 /
3x4 3x4 C
� 1
5 " \ 5.12 X5-9\
6x6 4x6
3 4-0.131 12\ I 512 610 � (/T`lrC /`��
-1 I �`J 8-11 �,LL'�
1M 22 i3 23 24 25 12 26 11 10 27 28 Ll
12x12 C 2x4 II 6r13= 4x8 = 2x4 II 12x12 J
5-7-e i 10.11-8 1 163-6 I 2111,0 4
5_7-8 5-4-0 5-4-0 5-7-8
/Nets(X,V):_12 61-3 62-6]„18'A-1_30-261 .
IG (pet) SPACING 2-0-0 CSI OEFL in (lac) 1/deft Ltd PLATES GRIP
20.0 Plates Increase 1'.15 TC 081 Ver(LL) -0.10 12-13 >999, 240 MT20 197/144
100 Lumber Increase 1:15 BC 0.89 Vert(TL) -0.2312-13 >999 180 `
Rep Stress Ina' NO WE 064 .Horz(TL) 0.06 8 Na n/a
10.0. Code IRC2006/TPI2002 (Matrix-M) Weight:119 lb Fr=20%
R BRACING ,
IORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 2-6-3 oc pudins.
IORD 2 X 6 SYP No.1 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc braang.
2 X4SPF Stud '
- Left 2 X 6 SPF No.2 2-6.0,Right 2 X 6 SPF No.2 2-6-0
IONS (lb/size) 2=1900/0-3-6 (min.0-2-4),8=1821/038 (min.0-2-2)
Mar Host 2=72(LC 5) '
Mar Uplift 2=-3931LC 5),8=-413(LC 6)
S (lb)-Max.Comp/Max.Ten.-All farces 250 IIb)or less except when shown.
iORD: 2-3=-1318209.3-4=-2768/583,4-5=2090/487,5-6=-2105/488,6]=-2572/576,7-8=-1214228
IORD 2-22=-4932411,13-22=-4932411,13-23=-4932411.23-24=-X932411.24-25=4932411.12.25=-4932411,12-26=-4252240,
11.26=4252240,10-11=4252240.10-27=-4252240,27-26>-0252240,826>-0252240
512=-341/1477,6-12=-537/196,6-10=-75284.4-12=-740203.4-13=-85/488
lanced roof live loads have been considered for.lhis design.
ASCE 7,-05:90mph;TCDL=6.Opsl.BCDL=6.0pst h=25R,Cat.II;Exp B;enclosed:MWFRS(low-nse)gable end zone;cantilever left and right exposed:
eNCal left and right exposed;Lumber DOL=1.15 plate grip DOL=1,15
russ has been designed for a 10.0 psi bottom chord live load nonconarrent with any other live loads.
bass has been designed for 8 live load of 20 Upsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will it between the bottom
and any other members. .
le mechanical connection(by others)of truss to beanng plate capable of withstanding 100 lb uplift at joint(s)except Ot=Ib).14=393,18=413.
. .
is designed with fixed ght econnection "Member rotl dedy a fcie cots support pp in the c and desi37 of do hen
6-0-12 o06rb do64 lbeupl at.8-0-12,,206 lb own and to lb 910 12.concentrated a nand bows aria 95 12--1 12-0-12, 0lb d,wn and 60 lb andt lb
6-0-12,2061E sod and up lb up-80-an, 1201 down and 5 lb up a: 10-0-12.206 and I121lb and a lb up at p as 20--12 lb down and ord. The up
Vs 120 0 down and connection up at 16-0.12i and tional Reside n are noted LOAD CASE(S) dli n,loads applied to the face of the truss are noted as front IFI or back(B)-
a.LumgrIncreatl 1,15,Plate thuase=l.15 NNNNN\�JP!NI)`Stb, .,,'
Gen:1.5=-60..5-9=-60.1418=-20 7 A x't,. STfg4'0\�
:mated Loads(lb)
Veit:11=-220(F)10=-120(F)22=-373(F)23=-208(F)24=-206(F)255-206(F)26=-206(F)27=-120(F)28=-121(F) - PE10911118 1
•
-0 AT •
• Q.
52]7.`S'�IPAII .'�\`
• nm1
November 16,2010
t
i WARNING V tl e g n pisramerem aim READ NOTES ON THIS AND INCLUDED MtTEK REFERENCE PAGE M11 74 3 BEFORE LINE
hign valid for use onlyvvith MTek connectors.This design based only upon pordmelets shown.and is for an individual building c p t. tig Presu ld East Region
hilicability of design paramenters and proper i c rpor t I component is responsibility of b it g designer not truss designer.Bracing shown 50 Twosome Dave,suite as
teral support of helhicival web members only,Additional t p h bracing i ure stability d g construction guidance the espeeoognsb8ry of the Moorestown,NJ 05057
lot nngvolty permanent lot t ge,d bracing Iron and bracing.consult responsibility ANSI/Tell Quality CMeriof 055 89 end C511 eadlha Component 1
Iely Intormaflon available horn inns Plate Institute.281N.Lee Street,Site 312.Alexandria.VA 22314. PIIs°Build
Truss ITmss Type GN Ply 61008304 JAMESTOWN ELEVATION D
304 GR5 (HALF HIP TRUSS
1 1 14540841
Job Reference Optional)
^R-LEE BUILDING COMPONENTS,MOORESVILLE.IN 46150 7.240 s Jun 182010 MiTek Industries,Inc. Tue Nov 161138:22 2010 Page 1
ID?_2wdB?s9mdO 8WBPd52JDylcEJ-E- 9-0-C UjYZAXXCLOwIa95n/WEVIOUIS66Aciylc7V
-1.612 4-2-7 { 8-1-5 .∎9-0-0 1
15-12 4-2-7 3-10-15 '0-10-11 .
4x6= I Scale=1:30.5
1.5:4 II
5. 6
L_F '77
6.00 12
3x4 D
4
l\•; 446 1' \ 5718-9
3 /
2 I 4�g I X4.7.1 \I
1f� T__191 1 1�tl1�.
2-7 U
IYI
I,J 8 13 14 15 7
3x12 2x4 I I 4x8 I I
4 4:7 1 9-0;0 I
4-2-7 4-9-9
ffsets_(X•YL_[2D_7_5,0-1_13] •
10 (ps0 SPACING 2-0-0 CSI DEFL in (lac) Vdefl Lid - PLATES GRIP
20.0 Plates Increase 1.15 TC 0.22 Vert(LL) 6..02 7-8 >999 240 MT20 197/144
10,0 Lumber Increase 1,15 BC 0.18 Ved(TL) :0.02 78 >999 '180
0.0 ' Rep Stress Incr NO WB. 026 Horz(TL) 0.00 7 Na Na
10.0 Code IRC20060PI2002 (Main:-M) Weight:52 lb FT=20%
R BRACING
FORD 2 X 4 SPF No 2 TOP CHORD Sheathed or 6-0-0 oc purins; except end Jehicals,and 2-0-000 curios:5-6.
IORD 2 X6 SPF NO2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
2 X 4 SPF Stud JOINTS 1 Brace at Jt(s):6
. Lett 2 X6SPF No.22-6-0
ONS' gb/size) 2=528/03-8 (niin.0-1-6),7=480/Mechanical •
Max HOC 2=147(LC 4) •
Max Uplift 24.171(LC 5),7=-364(LC 5)
5 .(lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
ORO' ',34=-415/2051
ORD .2-13=-208/400,8-13=208/400,8-14=-208/400.14-15=-208/400,7-15=-208/400
4-7=-443254.
nced roof live loads have been considered for this design.
ASCE 7.05:90mph:TCDL=B.Opal.BCDL=B.Opsi;h=25D,Cal II:Exp B:enclosed:M WFRS(low-rise)gable end zone;cantilever left and nght exposed:
laical left and nght exposed',Lumber DOL=1,15 plate grip DOL=1.15
Is adequate drainage to prevent water bonding,
vss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
truss has been designed for designed live load of 20.Cost on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom a
and any other members:
to girder(s)for truss to miss connections
le mechanical connection by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(a)except Qt=lb)9=171,7=384.
uss is designed in accordance with the 2006 International Residential Code sections R502,11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
rigid pitchbreeks with fixed heels'Member end fixity model was used in the analysis and design of this buss.•
tin assumes 4•2(oat orientation)puffins at o0 spacing indicated:fastened to truss TC wl2-lOd hails.
ler(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)34 lb down and 29 lb up at 8-10-4 on top chord,and 64 lb
and 59 lb up at 211-4 49 Fti Joan and 90lb up at 33lb down and 130 lb up at 6-114 and 49 lb down and 126 lb up at 8-10.4 on bottom
Others._.
1. ThedCASE(SI secti n.load appleato device(s)fadeoistheuss aenote os ront(
LOAD CASE(SI section,loads applied b the lace of the miss are noted as front(F)or back(Cl. \\AAftN1P IN 11 pt,y7j7
'SE)S) Standard AA\-S,U , ...:11 P_< .
Lumber Increase=1.15;Plate lncrease:1,15 CCs' ✓J
nLoadslptf) -7.:".4 !tnG\STE'?e < CC
Von:1-5=60,5-6=-60,7-9=-20 Z'• Q O .,
n_trated Loads(lb) = PE 1091 1 1.18 •
Ven:6=-34(8)7s-24(B).13=-64(B)14=-49(9)15=-33(B) = C
ATE • • ■
: 11;f i : �
� . .Dl NP.+4i
' A `
2
111111 •
•
• November 16,2010
ili •
WARNING Verify d g parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M117473 BEFORE USE.
Sign ld for use only with Milk cannectans.This design based only upon parameters h and is for ri d l building p t. Pr
50 o wUo4 mEe a sDt mRreeg.Soun
ite a5 pr LYy of design poramenters and proper Otp t of component po 3 blib I bolding designer truss designer.Bracing shown
ir lateral support i d d b b N Additional temporary gl est bitty
designer.d g construction 9 the pp bll'ry at the Moorestown NJ 00057
C101,Additional permanent c tin.quality co trot't rage,delivery.el1 erection dndfb rig cosult responsibility. ANSI/1PFI building Qualify OBeda,D50 09 and SCSI]Building Component
ety Intormatlon available from Truss Plate Institute.281 N.Lee Street,Stile 312.Alexandria VA 22314. I PRR8oil0
'Truss !Truss Type Oty Ply b1008304 JAMESTOWN ELEVATION D _
304 GR6 /HIP TRUSS 1 2 14540842
Job Reference(optional)
ER-LEE BUILDING COMPONENTS,MOORESVILLE,IN 46158 7 240 s Jun 18 2010 MRek Indualnes,Inc.Tue Nov 16 113623 2010 Page 1
ID:IKUZ5X5F W,vVRzbEljgjhhhylcEC-i2T7LZIZF 1 gD Vg5Ov8RX7Ntivyw_XH3Xxu5msj98ylc7 U
1-6-12: 3-04 5-9-0 7_2-1 9-10-13
—=--—1 12-11-1
46-12 60:4 2-8-12 1-5-1 2-8-12 3:04 r
4x8 =
Scale=1:259
4x6 = Camber=1116 in
5 6
—tea
5-6 fT'
6.00 112 3x4 % \
\3x4
7
3x4 G j\ \^6-9 8 3x6 C
\ '''''''S--4-12 5•12 511 6-11 / ✓ d
/2 3 J 44-1-3J l\ //111 1Iy roll 39\ 1\
ri
V IL"J( d
2-91
n; 22 13 23
12 24 11 25 10 26 l tlril
3x6 II 4x6 = 10010 = 3x6 II 6010 II
592 II
3:0-0 5:9-0- I_7-21 i 9-1013 ( 12-111
-8
3:0-4 2- -12 1-5-1 2412 3-04
flsets(X,Yf:_[2:0.7_13,0-09](5:06&02:01,(7:0.60,0:0:0]1908-1,0011,[60:60,06-0]
IG (Psi) SPACING 2-0-0 CSI DEFL in (lac) r/defl Ud PLATES GRIP
20 Plates Increase crease 1.15 TC 0.39 Vert(LL) -0.0510-11 >999 240 MT20 197/144
10.0 Lumber Increase 1.15 BC 033 Vert(TL) -0.1110-11 >999 180
0.0 ' Rep Stress Inc: NO WB 0.51 Hoa(TLI 0.02 9 Na Na
10.0 Code IRC2006/TPI2002 (Matrix-M1 WeighC170 lb FT=20%
R BRACING
ORD 2 X 4 SPF No 2 TOP CHORD Sheathed or 4b13 oc pvllns;except
IORD 2 X 8 SYP 2400F 2.0E 2-0-0 oc nudins(5-5-6 max.):5-8.
2 X 4 SPF Stud BOT CHORD ' Rigid ceiling directly applied or 10.0.0 oc bracing.
Left 2 X 4 SPF Stud 2.8.0,Right 2 X 4 SPF Stud 2-6-0. .
ONS (lb/size) 9=5914/0-3-8(min.0-2-7).2=3097/638 (min.0-1-8)
Max Horz 2=61(LC 5)
Max Uplift 9=-348(LC 8),2=-292(LC 5)
5 (lb).Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
DRD 2-3=-2426/192,3-4%4328357,4.5-5228/468,54=-52131467,6-7=-5729/497,7-8-8547/456,69=3916262
ORD '2-229-305/3769,1322=105/3769,1323=305,3769 1233=30513769.12-24=369/4691,11-24=.369/4891,11-259-366/5717,
10-25=-366/5717,10-28=-366/5717,526-366/5717
4-13=-944/124,4-12=-132/1150,5-12=-98/808,5-11=-106/1536.6-11=-1982360,7-11-766/0,7-10=0/1019
mss to be connected together with 100(0.131"73")nails as follows'.
lords connected as follows:2 X 4-i row at 0-60 oc.
i chords connected as follows:2 X 8-2 rows at 0-3-0 oc.
connected as follows:2 X 4.1 row at 0-9-0 oc.
ds are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section,Ply to ply connections have been
•d to distribute only loads noted as(F)or(B),unless otherwise indicated.
raced roof live loads have been considered for this design.
ASCE 7-05:90mph;TCDL>6i.Opsf,BCDL=6Opst,h=2511;Cat.II:Exp 8;enclosed:MWFRS(low-rise)gable end zone;cantilever left and right exposed;
nice left and right exposed:Lumber 0OL=1,15 plate grip DOL=1.15
e adequate drainage to prevent water ponding._
its has been designed for a 10.0 psf bottom chord live load rwnconcurrent with any other live loads.
rues has been designed for a live load of 20 Opsf on the bottom chord in at areas where a rectangle 34-0 tall by 2-0-0 wide will lit between the bottom
Yid any other members,
•mechanical connection(by others)of[ruseto b g plate p bl of withstanding 100 lb uplft at joint(s)except pt=lb)149348/18=292.
idd is deigned in acbUrdance With thW Lrigid assumes break(Oalo fixed
trip n)Ips'u'rMe2 Member end fixity model Residential d fastened in lot as TCR/02--100 gn offNetru02a and referenced standard ANSI?PI l_ \\`\�J1�111r1,1(I1151S�`/'��
O or other mnectl deyce(s)shall be provided sufficient to supped concentrated load(s)13 lb down at'2-6-463 lb down at 44-4,3275 lb down \STE4;o\e, -
36 lb pat 6-7-0 1465Ib dowdand 33 lb pat 564;and 1554 lb down and 45 lb up at 166.4 antl 1558 lb down and 57 lb up at'12-64 on bottom :2 & - 4•••
. Thefdesign/selectors 01 such connection device(s)is the responsibility of others . Q• .
sE1s) Standard ? 1 PE10911118
c Lumber Increaser-1.15,Plate Increase=1.15 -
r Loads(pltj _ a•• ' • -•
yen:1-5=60,66=-eo,6-9=-60,14-18%20 % `-53• • STATE OF ••• �R C
stated Loads(lb) ♦.' •,"A, P
Vert:16=-1558(8)22=-8(8)23=-34(8)24=32750)25=.1455(8)26=-1554(B) -I 1,01AN,,.• p `�
44.1.• iQ tN XAAX``
11i111)
November 16,2010
n-r_• - B• 1
I WARNING V fyd g p and READ NOTES ON THIS AND INCLUI ED MITER REFERENCE PAGE MII 7473 BEFORE USE.
en valid e only th Miter connectors.This design Is b d only.upcn parameters h and rs for an individual b Id'g c ponent. Profiuld East Region
blity Idesign Po lers and p per rp at f component responsibility of bullring designer of truss d 9 designer. ng shown IN1 50 Twosome Drive,See 45
!Metal slipped of indedual web members only Add t e ol temporary bracing t0 imure stable 9d9 g Conshuclg9n is the responsibility of the Moorestown NJ 08057
c todquoli ylco�ntol, 10 ge de ery erection n , dtbracing responsible),ANS1/BPI1iQualtdesigner-For
Ceetl f 05B-89 and BCSll Belding C regarding f�ol the
rIv mtormafion: available from Truss Plate Institute,251 N.Lee Bee consult 5>/ 312 Alexandria.VA 22314. PBOSII
•
Truss Truss Type Oh Ply b1008304 JAMESTONM ELEVATION 0
304 GRBA HIP TRUSS 1 1 14540843
• Job Reference"optional)
ER-LEE BUILDING COMPONENTS,MOORESVILLE,IN 46158 7340 s Jul 182010 MiTek Industries(Inc Tue Nov 16 13'.3833 2010 Page 1
ID:52OjAygLCIYd)ZUZXVaxepylCDS-i2T7LZIZF 19OVg50v8RX7NxYwWc3olu5ms198ylc 7U
-1-6-12 4-5-9 8-5-8 12-11'-1 I
1-6-12 4-5-9 -4.0-0 4-5-9 '
Scale:12'=1'
4x8 =
458 =
4 5
4-5
rL\\
8.00 12 /% I\ \ Lt�`\ '\
456 % / \\\\� \
\ 8 4x6
5) \\
1-4/1. j 4-9 �4-B 5-8 \ m
5.2 I/ 2 3 / \ I 6] \I
TI
o
Ill
fx
18 9 19 8 20
2x4 11 354 =
5x12 II 3x12 II
1 I 8-5-8 12.11-1
4-5-9 4-0-0 4-5--9
insets XL Yl. "2:0.8-1,Edge),j41G5d,62;01,V0.8J,Edge)
rG (psi SPACING 2-0-0 CSI DEFL in llod Udell lid PLATES GRIP
20.0 Plates Increase 1.15 TC 029 Vert(LL) -0.02 8-9 >999 240 MT20 197/144
100 Lumber Increase 1,15 BC 044 Vert(TL) -0.05 8-9 >999 180
OA' Rep Stress Incr NO WE: 0.13 Horz(TL) 002 7 n/a n/a
1(10 Code IRC2006/1P12002 (Matrix-M) Weight 61 lb FT=20%
R BRACING
ORD 2 X 4 SPF No 2 TOP CHORD Sheathed or 5-6-2 oc purhns,except
ORD 2 X6 SPF No 2 2-0-0 oc pudins(5-8-5 max.):4-5.
2 X 4 SPF Stud SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
Left 2 X 6 SPF No.2 2-6-0,Right 2 X 6 SPF No.2 2.6-1
ONS °b/size) 7=840/0-3-8(min.0-1-8),2=945/038 (min.0-1-8) •
Max Harz 2=55(LC 5)
Max Uplift]=-109)LC 6),2=-159(LC 5)
1 (lb)-Max.Comp./Max.Ten,-All forces 250(0)or less except when shown.
DRD i2-3M501/59,3-4=-10981157,4:5=-973/165 5-6=-1111/166,6-7=507/64
DRD '2-18=-111/944.9-18=111/944.9.19=-112/958,8-10>-112/958.5-20=-95/958,Z28=-95/958
4-9-29/300,5-64-32/310
n eed roof live loads have been considered for this design.
ASCE 7-05;90mph:TCDL=6.0pst,BCDL=6Opsp h=25ft;Cat,II;Exp 8':enclosed':MWFRS(low-rise)gable end zone;cantilever left and right exposed;
;mina"left and right exposed.Lumber DOL=1.15 plate grip DOL=1115
e adequate drainage to prevent water ponding
vass has been designed for a 10.0 r4 0 psf bottom chord live load nonconcurre with any other live loads. '
uss 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 fit between the bottom
and any other members. '
e mechanical connection by others)of buss to bearing plate capable of wahstanding 100 lb uplift at(Dings)except QFlb)10=109,14=159.
▪n is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
rigid pitchbreaks with greed heels'Member end fixity model was used in the analysis and design of this truss.
i assumes (Oat orienlatron)purlins at 6c spacing indicated.fastened to truss IC w/2-10d nails.
er)s)or dther.connection device(s)shall be provided sufficient to suppon concentrated load(s)140 lb down and 461b up at 2-6-5/126 lb down and 31 lb
4.6-5-126 lb down and 31 lb up at 6-5-9;andd26 lb down and 31.Ib up a1r8-4.12,and 140 lb down and 47 lb up at 10-4-12 on bottom chord.'The
eselection of such csrnevhon device(s)is the responsibility of others. ._
i LOAD CASE(S)section.toads applied to the face of the truss are noted as front(F)or back(B).
rsLumbe�mdease=1:15,Plate muease=u5 .\NA‘‘ ...ALN.u...4, yi,. •
i Loads(pll)
Vern.1'4=-80,4-5=60,57=69,t0-14=.20 •`AA : ISTE9c.9 :�
crated Loads(lb) ••••4‘'
Q•'.
Verh 9=128(F)8=-126(F)18=140(F)19=-126(F)20=-140(F)
Z. PE10911118
• •
1 STATE OF /4e1 z
• e l,rIM/!!i
nmuHu
November 16,2010
WARNING vents-design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE f411-7473 BEFORE USE.
gn valkl for use one
individual with inc design one upon h and 1 individual bidding p h
s East Region
lc i Idesign pdiomenteo and rop incorporation a f component sp responsibility tbidding ri designer truss Bracing SO Twoo Drive,
#5
i ler s ppprl o wOb members only.Additional temporary b g t re stability d g consfruCtion is the p bl'ly t the Moorestown,NJ 0 6051
t Additional p p r bracing t Overall structure is the r sul bd'ty building designer? 9 6WEg regarding Ikl
Conon. ¢ 01 I storage, N eryy.¢erection cing.co ANSI/ 1 Quality OS e 89and lE3t 1 Inp Component
ly Information 0daU'e from RUSS Mole Institute,2610/ Lee Street.S 1312 AlexanNria,VA 22314. pp ppYild
•
Truss Truss Type OR PR b1008304 JAMESTOWN>ELEVATIOND
304' GR7 !HIP TRUSS 1 1 14540644
Jab Reference a9
ER-LEE BUILDING COMPONENTS,MOORESVILLE,IN:46158 7240 s Jun 18 2010 10 MI Mi Tek Industries,Inc. Tue Nov 16 1311324 2010 Pagel
ID:71R631 n?5OhLIM5iYIF3UylcDJ-AE1 Wv)b0LoHAggaTrymfaA71Ks io1a 1 KDbHhbylc7T
-1-612 j 4-10-0 6-1-0 8-10-5
1-612 4-10-0 I 1-3-0 ' 2-9-5
4s8 I Scale=1:22.e
4x6 =
5,
--n 4.5
ri7�
G-Th L\I
600 12 //
5-6 3x4 C
4x6 6 / fi
2
XI
u9 a 7
2x4 II 3x12 = 2x4 II
3712 II
I 4.10-0 6-1-0_� 8_10:5
4-10-0 1-3-o 2-9-5
ffseb,(A,V)._12'_0:7_9.0 1-97,140 5-0,0.2=01 - -
iG(psi) SPACING 2-0-0 CSI DEFL in hoc) I/den ad PLATES GRIP
20,0 Plates Increase 1,15 TO 0.20 Vet(LL) -0.01 9 >999 240 MT20 197/144
10.0 Lumber Increase 1.15 BC 0.26 Ven(TL) -0.02 9-12 6999 180
Rep Stress Ina NO WE 0.29 Horz(TL) 0.00 7 Na Na
10.0 Code IRC2006/TPI2002 (Matrix-M) Weight..48 lb FT=20%
R BRACING
ORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc pur'ins, except end verticals,and 2-0-0 oc purlins(6-0-0 max.):
IORD 2X6SPF No.2 4-5.
2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
Left 2 X 6 SPF No 2 2-6-0
DNS (lb/size) 2=700/0-3-B.(min.0-1-8),7=750/Mechanical ,
Max Horx 2=67(LC 4)
Max Upkif 2=-161(LC 5).7=165(LC 6)
{ (1b)-Max.Comp./Max.Ten.-All forces 250.)lb)or less except when shown.
3RD 2-3=-282/36,3-4=-692/185,4-5=.590/174,56=-672/183,6-7=-723/176
3RD 2-9=-138617,84=138/631
4-9=-31/300,6-8=-154674
tnced roof live toads have been considered for this design.
ASCE 7-05;90mph;TCDL=6.Opsh BWL=6.Ops(h=256;:Cat.If:Exp B:enclosed;MWFRS(low-rise)gable and zone;cantilever left and right exposed:
tlical left and right exposed;Lumber DOL=1.15 plate grip DOL=1.15
e adequate drainage to prevent water Rending.
uss has been designed for a 10.0 psf bottom chord live load nonconour ent with any other live loads
truss Iran been designed for a live load of 20 opal on the bottom chord in all areas where a rectangle 3-6-0 tall 01(2-0-0 wide will fit between the bottom
and any other members.,
o girder(s)for flute to truss connections.
de nanical connection by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(1=10)l0=161,7=165.
e Is designed in accordance with the 2006 International Residential bode sections R502.11.1 and R802.10.2 and referenced standard ANSI/7P!1.
rigid pitchbreaks with fixed heels"Member end forty model was used in the analysis and design of this wss.
in asaumes 4x2(flat orientation)pudins at ac spacing indicated,fastened to buss TC w/2-10d nails.
ar(e)or other.connection device(s)shall be provided 56f/icier-it to support concentrated load(s)56 lb down and 52 lb up at 4-10-C and 58 lb down and 52
at 6-1-0 on top chord,and 296 lb dawn and 67 lb up at 4-10-0,and 247 lb down and 96 lb up at 6-0-4 on bottom chord. The design/selection of such
icbon device(s)is the responsibility of others.
8EI D1 StantleStlseaion,loads applied to the lace of the truss are noted as front(F)or back(B). ``\:���xNTN�\N (N111Sy 11//1�''
r Lumber Increase 1 15,Plate Increase=1.15 \C' 4 '
!Loads 1plo 3,�P::�GISTEgF.,9��
'Vet:'1=4=60:4-5=-60,5-6=60,7-10=-20 tt O
dated Leads llh) = PE10911118 1 1 =
Wert.5=-58(F)9=-296(F)4=-58(F)8=247(F)
• "g STATE OF :�Q•
. 1• • '!, /r ANP+' <0
/...,' :/ANAL '�. ```..
Mimi,•
November 16,2010
WARNING V fs.design hammerer.sod READ NOTES ON Tilts AND INCLUDED mutt(REFERENCE PAGE 51117. 3 OFFORE VCE.
gn valid l a only with neck connectors.Ibis design based only upon parameters ho n d Is for " dl Itl lbuilding p t. IPr 0 ld East Region
Ncalolliryel design paromenters and p p rpo 1 of coniponent p bilik/of buldina de g of truss designer.Bra 0 shown 50 T a Drive,Suite as
ILI]
dotard support
of individuol web members only. Additional t mp_dry troche to une atobiity during construction is the pot Aatlty ot the Moorestown.NJ 08057
tor.Additional p t b 0 of the 9 structure is the P Ity of the- badi adesigner.Fag l9'dance regarding
Cation.aridity control. t r ge delivery. lion and b n0 consul! ANSI/all.gamy Gllerla,D5B-89,ond BCSI1 Building C
oponent
ty lntormaeon available from Truss Plate Institute.281 N.lee SreeLS its
312,Alexandria VA 22314, PRdSUIid
•
•
Truss !Truss Type Oty i Ply b1008304 JAMESTOWN ELEVATION 0
304 GR8 HALF HIP TRUSS
1 1 14540805
Job Reference.(optional)
1R-LEE BUILDING COMPONENTS,MOORESVILLE;IN 48158 7.240 s Jun 18 2010 MiTek Industries,Inc. Tue Nov 16 33:3824 2010-Page I
IDi yRoOJ4rmgGRVOHYsvZMTI_yICDD-AE1VYNbOLaHAggaTrymfaA1p1(xzo4ZIKObHhbylc7T
F -1-6-12 . 0-9-14 1_ 6-3-10
1-6-12. ' •0-9-14. 5-5-12
3x4 = Scale=1:203
4x6= 4
�
3.6 ii / 1/LJ—J1771 3-4 / 1_:J
14.00' 7.4 77
d' //v 3\ 46/ 4-5
1-3
¢ / 27 2O �.\ \ ix /
/ 1
XI 8 6 9
/>� 3x12'=
7 244 II
244 II
311,13 { 6-3>10 -
3.1-13 3-1-13
(feels(X,Y): [3:0<_8,0-1-127
IG (psf) SPACING 250 CSI DEFL in (loc) I/def Ltd PLATES GRIP
200 Plates Increase 1.15 TO 058 Ved(LL) -0.00 6 >999 240 MT20 197/144
10.0 Lumber Increase 1.15 BC 0,11 Vert(TL) -601 5-6 >999 180
00 - Rep Stress Inv NO NE 0.10 Horz(TL) -0.00 5 n/a n/a
10.0 Code IRC2006/TPI2002 (Matnx-MI Weight:38 lb FT=20%
R BRACING
ORD 2 X 4 SPF.No.2 TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals,and 2-0-0 oc pudins(6-0-0 max.)'.
ORD' 2 X6 SPF N6.2 3-4.
2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-010 oc Orating.
JOINTS 1 Brace at Jt(s):4 .
DNS (Ib/size) :5=385/Mechanical?7=544/0-3-8 (min.0-1-8)
Max Horz 7=103(LC 4) .
Max Uplift 5=61(LC 4),7=92(LC 5) •
.Max Gray 5=3g3(LC 10),7=544(LC 1) '
I (Ili):Max,Comp./Max.Ten.-All forces 250(lb)or less except when shown.
ORD 2-3=-266/72,4 15=-307/81,2,7=-449/85
steed roof live loads have been considered for this design.
ASCE 7-O5.90mph;TCDL=6 Ops(BCDL=6.0psf,,h=2511 Cat.II;Exp B;enclosed:MINERS(low-rise)gable end zone;cantilever left and nght exposed
nicest left and right exposed;Lumber 00L=1.15 plate gnp DOL=1.15
e adequate drainage to prevent water ponding.
ass has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '
rues has been designed for a for load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
and any other members.
o girder(s)for truss to truss connections.
s mechanical connection(by others)of truss to bearing plate capable or withstanding 100 lb uplift at joint(s)5,7.
gas is designed in accordance with the 2006 Intemadonal Residential Code sections R5132.11,1 and R802.10 2 and referenced standard ANSIXTPI 1. '
g d p tchbreaks with fined heels"Member end(icily model was used in the analysis and design of this truss.,
1n assumes 462(Hat orientation)pudins at Dc sparing indicated fastened to truss TC w/2-10d nails.
er(s)or other mnheclion device(s)shall be provided sufficient to aupporl concentrated load(s)1151b down and 30 lb up at 0-10-10.and 115 lb down and
up at'2-10-10;and 115 lb down and 30 lb up at 4-10-10 on bottom chord. The design/selection of such connection device(s)is the responsibility of
s. . •
LOAD CASE(S)section.loads applied to the face of the tuss are noted as front(F)or back(B).
,SE(S)•Standard Ii oadds(p crease=l.tS,Plate Increase=l.t5 - ```. 3..INI1141S1-'-el
Veit'1-2=E0,b3v 60,3-0=430,5-7=20 C Q.V ..............\ T • -9 0.
orated Loads(lb)' Q� lCQ•.�/ ��
VerP.6=115(8)8=-115(B)9=-11518) _
PE10911118
•
�°•.. E
•. /vie :?/./
/1111111
November 16,2010
■
WARNING Vent;design parameters d READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 5111-7473 BEFORE USE.
pn valid l se only with MMT k connectors.This design based only upon parameters M1 and is tor an individual bidding po t. ProBuild East Region
bTly t design ornamented and proper incorporafion of component is responbility.of building d g
t t cleSigner.BOG OR Shown IS 50 T some Drive 5uite 45 to'lateral support permanent
eln from web members
Plate institute.281 N Let the
Street.Suite i y of theb lee if desg 9 construction the e repo b my of the Moorestown.NJ 08057
tor.t AdquaOylpe«n nt 1 ge,deivery erection n a d bracing consult bA ty ANSI/TP1 deeding C$ded°f 053-89 and guidance g Component s1
ty Information ib vA 22314, �Y lQ
•
Truss (Truss Type Oty Ply b1006304'JAMESTOWN ELEVATION D
304 GR9 HALF HIP TRUSS 1 1 14540646
I - Job Reference(optional)
ER-LEE BUILDING COMPONENTS;MOORESVILLE,IN 46158 7240 s Jun 182010 MUek Industries.Inc.Tue Nov 161339'252010 Page 1
ID:Fojl nTx910KVMMaCpX_6XSyIm64RbjmFJDnewao FnOZT?CojF_k19xy3Dy4LgDlylC7S
1 -1-0-12_ 0-4-1 2-7-0
1-6-12 104-1 I 2-2-15
4
456 4' V/ , 3x0 Scale=1:15.1
3 f,- aJ,/.c A
3x6 11 /I N 3-4
14.00 Ili \
X
1 4-5
/
N m -0 fi
/ I— \ 1(4 3 / 27
5-7
./\ 6 9 5
I•h 3x4 =
7 2x4 II 2x4 II
13-9 2-7-0
1-3.6 1-3-8 '
`sets(%)'._131032,0.2-01
IG(psr SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP
20.0 Plates Increase 1.15 TC 042 Vert(LL) -0.00 6 >999 240 MT20 197/144
100 Lumber Increase. 1.15 BC 0.05 Vert(TL) -0.00 7 >999 180
0.01' Rep Stress Ina NO WS 0.02 Horz(TL) -0.00 5 n/a nta
100 Code IRC2006/TP12002 (Matrix-M) Weight:21 lb FT=20%
T BRACING
3RD 2 X 65PF No.2•Except• TOP CHORD Sheathed or 2-7-0 oc purIns, except end verticals,and 2-0-0 oc pudinss.3-4.
3-4:2 X 45PF NO2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
ORD 2 X 5 SPF No.2. JOINTS 1 Brace ai Jt(s):4
2 X4 SPF Stud
DNS (I0/size) 5=59/Mechanical.7=226/0-3-8 (min.0-1-6)
Max Harz 7=91(LC 5) •
Max Uplift 5=-47(LC 4).7=-47(LC 5)
Max Gray 5=69(LC 2),7=226(LC 1)
(lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
ASCE 7-05:90mph;TCOL=6 Opel,BCDL=6.Opsf:h=25ft:Cat.II;Exp 0;enclosed:MWFRS(10w-rise)gable end zone(cantilever left and right exposed;
nical Iefl and right exposed:Lumber OOL=1.15 plate gnp DOL=1.15
¢adequate drainage to prevent water ponding.
1ss has been designed for a 100 Fist bottom chord live load nonconcurrent with any other live loads.
HMS 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 fit between the bottom
ind any other members,
o girderls)for truss fo truss connections.
mechanical connection(by others)of truss to beanng plate capable of withstanding 100 lb uplift at joint(s)5,1,
ss is designed in accordance with the 2006 International Residential Coce sections R502.11.1 and RB02.10.2 and referenced standard ANSVTPI I.
igid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this trust.
:qsles4x2(flat orientation)nudism at oc Spaong Indicated;fastened to truss TC w/2.10d nails.
or other connection device(s)shall be provided sufficient to support concentrated load(s)14 lb down and 27 lb up at 2-0-12 on top chord,and 5 le
at 2-0-12 on bottom chord. The design/selection of such connection device(s)ix the responsibility of others.
LOAD CASE(S)section:loads applied to the face of the truss are noted as front(F)or back (n).
SE(S) Standard
':Lumber Increase=1:15.Plate Increase=1.15 ��
t aieo L(elf) 0.2-3=-20.34=E0,5-7=-20 • i:' ,0111111111/0/1 c
Vert 13=',1(F)9=.51F) \STefi f 9
A. :Q`. Fes•. �i •
PE10911118
•
9••' ATE • ,•47
off/ . '.DI is `4v
1111111
November 16,2010
1
r
WARNING Verify d g. parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 51117973 BEFORE USE.
m valid f a only with Mick connectors.This design Truss based eonly upon parameters h and f individual building p 1
50T o H m e D lSa
6
a 55 blty f dp f d p rp t l d component p t f b Id gdesigner t t tl g .8 g shown
Ile support of dMd lweb members only. temp temporary g l nsusibtlty during construction the responsibility f the al Moorestown,NJ 08 057 bracing of the Additional permanent structure is the sudbN bidding designer. general r c
gifycontrol.storage.ge d rir ery erection db g consult ANSI/RI1 Quonty Cdlero,055.89 and ecs Building component
y Intormailon available from Plate Institute,261 N Lee Street:
Suite 312 Alexandria.VA 22314. PRRRURd
'Truss Truss Type Oty ply b1008304 JAMESTOVJN ELEVATION D
104 H1 HIP TRUSS 1 1 14540847
Job Refwenw Mahone!)
&LEE BUILDING COMPONENTS,MOORESVILLE,tN 46158 7.240 s Jun 182010 kbTek lndusaies,Inc. Tue Nov 1613:39:27 2010 Pagel
__ ID:UoHSEMFSVPbpULZCL_SCaxylcCi-bpieBxLTJGB511P98zWTHDoTEXIW?DdUDOgxlwyIc70
,.2x{ 6912 x_13-4-1 { _20-10-3 28-9-6 35 6-] L 42-11-0 446-12
2-0-0 8-9-12 66-0 7-6-2 7-11-3 6-11-1 7- -
29 lira
10x10 = Scale=1:83.6
6.1]0 12 Camber=3/4in
6x8_
6 7
3x6 �j` F7—`?1��`
•3x4 q /5-6 \\\
5 4x10 A-
-9 8
SxeG \ &110 G18' 7-16 /�` 3x12 r 9 3x6 of P1� lit/ 4119 \4 ie\ '`• \ 1 —5\ to \
et
�/ /8-16
4' 2-1] a' '{ •= 1517 i'ii�
17 24 0.15
19 18 t6 5
0-14
10x16= 15x4 II 3x4 = 3x12 = 4x10 = 10x10 = \,I 912 5x6 C
11
143J5�1'-1\1I1\tz 1 o ;W
sxlz a IFj ¢
90 b2.
13
354 II
p___6Al2 I 13t4 1 20_10-3 28-9-6 35-8:7'i 4211-0 I
6-9-12 6 6-4 76-2 7--113 6-11 1 7.2-9
ffsets(X,Y):_12;Edge,(16 11,Ifi 0-7-0,0-2:01.17:0-4-8,01-12),[11;0.-2_12,0-2-01
IG (psf) SPACING 2-0-0 CS' DEFL n (lot) I/daft Lid PLATES GRIP
200 Plates Increase 1,15 TO 0.95 Ved(LL) :048 15 >999 240 MT20 197/144
100 Lumber Increase 1.15 BC 095 VerHTL) -1.2315-16 >416 180
0.0" Rep Stress lncr YES WB 0.91 Horz(TL) 0.69 13 n/a Wa
10.0 Code IRC2006/TP12002 (Matrix-M) Weight:200lb FT=20%
BRACING
ORD 2 X 4 SPF 1650F 1,5E'Except' TOP CHORD Sheathed, except end verticals,and 2-0-0 oc pudins(3-4-0 max.):6-7.
1-5:2 X 4 SNP.2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10A0 oc breang. Except
ORD 2 X 4 SPF 1650F,1.5E'Except' 2-2-0oc bracing:l5-18..
2-17:2 X 4SYP,2400F 2.0E WEBS T-Brace: '2x6 SPF No.2'-8-16
2 X 4 SPF Sled'Except' Fasten(2X) T and l braces to narrow edge of web with 10d(0.131"x3")nails,Bin o.c.
6-16,6-16,11-14:2 X 4 SPF No.2 with 3in minimum end distance.
Leh 2 X 8 5YP 2400F 2.0E 24:0 Brace must cover 90%of web length.
DNS'(1b/size) 2=1920/0-3-8'(min.0-1-9).13=1862/0-5-8 (min.0-2-9)
Max Horz 2=-250(LC 7)
Max Uplift 2=-101(LC 6),13=-159(LC 7)
I (Ib)•Max.Comp./Max:Ten.-All forces 250(lb)or less except when shown.
JRD 2-3=-532/0,3-4=2688/320,4.5=2655/304.56=-2596/336,6-7—2650/362,7-8=-3056/356,
8-9=-5587/520,9-10=-5677/485,10-11=-4326/465.11.13=-1626/323
3RD 2-19=02477,18-19=02477,17-18=02328,17-24=02326,16-24=02326 15-16=+169/4925;
14-15=-276/4120
6-18=0/420,6-16=-50/580,7-16=0/874.8.16=-2502/307,8-15=-18/1712.10-15=0/1214,10-14=-1006/176,
11-14=-259/3711
raced foof live loads have been considered for this design.
>SCE 7-05;90mph;TCOL=B Opst.BCDL=6.Opsb h=25ft Gat.11:Exp B;enclosed;M WFRS(low-rise)gable end zane and C-C Extenor(2)zone:
ver left and nght exposed;end vertical left and nght exposed',GC for members and forces 8'M WFRS for reactions shown',Lumber D0L=1.15 plate gnp
1.15
adequate drainage to prevent water pending:
bncaton Tolerance at joint 2=16%
as has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
nisi bas been designed for a live load of 20 Opsl on the bottom chord in all areas wherea rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
nd anyother members with BCDL 100psf
1 at ass parallel tit grain valUe Using ANSI/TPI 1 tingle to grain formula Building
the 2006 lntemafi nal Re deaMe Coce sectio B952Ib11p1 and R802 r102 except refereencea ndaard5AN51?PII11. `.‘XxYxVP INufSH�7XXi''of
gd pdchbreakswm fixed heels"Member end Saity model was used in the analysis and desgn of this russ. > ••l5TE "'/,9
assumes 4x2'(flt "-ntation)pudins at oc spacingndicated;fastened to truss TC w/2-10d nails. ' ASP QtG R....•••(,...
ng:Additional permanent and stability brsdng for buss system(not pan of this component design)is always required,
sB15)'standard = PE10911118 c
In • . • _
'0 : STAT • °
4f "x+PIAL. ��•
November 16,2010
. 1
I - \/ 1 la 1 ! INI
WARNING-V Ntl ig par tt d READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11 473 BEFORE USE, '
g alit useo y th MOek o ectIX ih desq b edo ly up p t sshown d f intl b lli ld g p nt P B ld Eat Region
ob11y f deslg pa entes and pope rporat of component is esp blty ofb idi gtl g r tt d g 0 g h wn 50T a Drve-aorta 85
;lateral s pport of d C l web m bers ly Adtl 1 I tempo ary t Oc g lo' sV e t bilityz gd g copnst ct p' th eipa bit t1- f the Moorestown,NJ 08057 bracing of t iAdggu sty�t list r g ,detverye 1 n apd a tg,celsulrubtl tY AN51pPI1 GecWy Criteria,05889 and 80511 Bandng Component pp/1pn
fy Information evadable from Trus Plate Institute,281st W
Lee Street. I 312,Alexandra VA 22314. •OYOYYI'A
•
•
Truss Truss Type Dry Ply 51008304,JAMESTOWN ELEVATION 0
(04. H1A IHIP TRU SS 1 1 14540848_
Job Relebnw(optional)
'A-LEE BUILDING COMPONENTS,MOORESVILLE,IN 46150' 7.240 s Jun]0 2010 MiTek Industries,Inc.Tue Nov 1613'.38'.28 2010'Page 1
ID:zXy5bKgOfAE rBklwvraPVJylpC9-30GOOHM64Z4S_Lih1 iq OK/ux7okgbdE2ZUgMYlc7P
-2-0-0, 6_1_12 12-0-0 1A1:2 _ .222-4 x_28-9-6 3584 42-11.0 44-5-12
2-0-0 ' 6-1-12 t 5.10-4 5-1-2 5-1-2 6-7-2 6-11-1 ]-2-9-2-9 1-6-12
= Scale=1:79.8
558
1.5e4 II Sx8 = Camber=ll/161n
•
4 5 6
6 00 fiY 1 - 1.4-s
iir'''''''''''3x34%/ \ 478 @
3
68 7
1=4 \ 3 12 \
51Ri 5 \\ 4'18 4"18\ 5.I1IY8////�j 16 6-15 \I\ 8
22:20 3"115 "1B\ \ \1 ' �]15 ]t 13x6
' Wiz— -16=r19 -z0 \ .}r 14-1] ---. � \\
20 19 18 17 15 1S 14
;3x4 II 6x8 = 3x4 = 3x6 = 476 = 10x10 = 9 3 8-11\ 576 C
a0e = 1z14 10
to Ato- — re. n �n
\Oai2 4
s1z � ry
5.00[32_ Fai
12
' 354 II
i___61:12 ( 12-0:0 17_1:2 _22-2=4 i 28-96 [ 35,3_7 42.11-0
6-1-12 5-10-4 5-1-2 5-1:2 6-]-2 6-11_1 - ( 7,2-9
esets(%Y)_12:0 2 11;0-2-6],[4:0-5 B 0 241,.[6.0-5 8,0 2-01.[10.0:2-12,0 2-0],119',023-6,Edgel
IG (psi SPACING 2-0-0' C51 DEFL in (hoc) I/defl Lid PLATES GRIP
20,0 Plates Increase 1.15 TC. 0.69 Vert(LL) -043 14 '999 240 MT20 197/144
100. Lumber Increase 1.15 B0 0.02 • Vert(TL) :1.11 14-15 >459 180
00 ' Rep Stress Ina YES W9 093 Horz(TL) 0.65 12 Na Na
10 0, Code IRC2006/TP12002 (Matrix-MI Weight:200 lb FT=20%
1 BRACING
DRD 2 X 4 SPF No 2'Except' TOP CHORD Sheathed or 2-2-0 oc pudms, except end verticals,and 2-0-0 oc pudins(3-5-4 max.):
6-8,8-11:2 X 4 SPF 1650F 1.5E 4-6.
3RD 2 X 4 SPF 1650F 1.5E'Except': BOT CHORD Rigid ceiling directly applied or 10-0-0 oc braang.
17-20i 2 X 4 SPF No.2 WEBS T.Bracei .2 X 45PF No.2-6-16.7-15
2 X 4 SPF Stud'Except' Fasten(2%)T and I braces to narrow edge of web with 1Od(0.131"x3')nails.bin o.c.
10-13'2 X4 SPF No 2 with 3in minimum end distance.
Brace must cover 90%of web length:
)NS (lb/size) 20=1835/0-3-8 (min.0-2-14),12=1806/458 (min.0-2.9)
Max Hors 20=-232(LC 7)
Max Uplift 20=-97( LC 6),12=-154(LC 7)
(lb)-Max.Comp./Max Ten.-All forces 250(ft))or less except when shown.
3RD :2-3=-2715/296;3-4=-2518/326,4-5=-2601/360,5.8=2601/360,6-7=-3106/365,7-8=-5312/498,
S-9=-5407/464,9-10=-4176/456,'10-12=-1772/319,2-20=-1768/306 -
)RD 19-19=02352,17-18=02179,16-17=02179,1516=02715,14-:5=-14]/4682,13-14=-2]0/39]1
3-18=-255/100;4-18=0/314,4-16=-82/758,5-16=-336/112,6-16=-267/72,6-15=-08/1183,7-15=2251269,
7-14=-22/1645,9-14=0/1101,9-13=-964/176,10-13=-254/3581;2-19=-1772157
raced roof live loads have been considered for this design. •
1SCE 7-15;90mph;TCDL=6.0psf,BCOL=B Opsf,h=2515:Cat.II;Exp B;enclosed;MWFRS(low-rase)gable end zone and C-C Exterior(2)zone;
erlef and right exposed;end vertical left and nght exposed',C-C for members and forces 8 M WFRS for reactions shown;Lumber DOL=1.15 plate grip
,15
adequate drainage to prevent water ponding:
is has been designed for a 10.0 pat bottom chord live load nonconwnent with any other live loads.
vss has been designed for a live load of 200psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bosom
nd any oihecmembers.
i at to nt(s)12 ANSI/11.11 cons considers parallel to grain value using ANSI/11.11 angle to grain formula:,Building designer should verify capacity of beanng surface_
mechanical connection(by others)of auto to bearing plate capable of wthstanding 100 lb uplift at joint(s)20 except Ut=lb)12=154.
ss is dchbreatl in agmrednhe is Me bete end fixity International del Residential Code sections P502 design d R802.10.2 and referenced standard AN51/TPI A. `\�JP 0111111111/60 111,,
gd sumes x2(fat Nfixed heels"Member
at oc spacing lndieated fas en dtobSlssTCav/210ddn Of this truss' XX535jXA
1 Additional onentation
tg Additional permanent and stability bracing fir Vass sy tem(not pad of Nis component design)is always required. �\ i'
SE(S) Standard j/P::�G1STFg*-0.•.‘"*...,9 %
:P
PEI 09.11-118
E
1111l1
I November 16,2010
WARNING•Verify design parameters and READ NOTES ON TtlWS AND INCLUDED MITER REFERENCE PACE ME-7473 BEFORE USE.
I valid l use only with',Web connectors.TM1 design b d Only upon parameters shown,and for individual b ld g component. I ProBUlid East Region
bMy of design mearnenten and proper orp I of component pons bety of building designer-not truss designer.Bracing shown 50 Twosome Drive,Suns#5
lateral support of indMdual web members only.-Additional te p ry(Toeing to insure stability during c truct the responsibillity of the Moorestown.NJ 08057
Additional p a t b i g of the overall structure is the responsibility of th building d For general 9 dance regarding
y c ofr erection 8Ne te ANSI/091 A 10,05889 and BCSI I Building Component
y Informal-Ion Om/0We storage.Truss Note 281 :Lee Suite 312 Alexandria V22314 Ppallui'tl
1
'Truss Truss Type City Ply b1008304 JAMESTOWN ELEVATION 0
164 H1E1 HIP TRUSS 1 1 14540849
- Jab Refeence Minati
:R-LEE BUILDING COMPONENTS;MOORESVILLE,IN 46158 7240 stun IB 2010 10 MiTek Industries, Tue Nov 1613.38'.292010 Pagel
ID:Gtgk3jmp0JusWOnGopC2HOylCC2-XCgObdMkgtRaGbZYFOV MetoyLOCT7pnTIJ2 MOyIC70
-2-0:0�_,5y-12 10-0-0 1 17_t-2 { 24-24 x_28-9b 35-8] 41111,0 44-5-12
2-0-0 5-1-12 4-10-4 7-1-2 7-1-2 4-7-2 6-11-1, i ]-2-9 16-12'
. Scale=1:77.2
5x6= Camber=5/8 in
3x12 = 5x6 =
.6.00.112 5 ra—sm 4
7
~.
E7
1.5x4 O //� \ 4x10 Or
154e 4 i-5i x ]-t6 �15
3 Sig 6-19 617 6-16 710
2 ;.-1 4-19 8-16 3x6 S
/ D
218— -' va_' 1SiH-J 1�_rt- \a 3x6 J
19 24 16 17 25 16 15 9-15 I� W
9-14
10x16 = 3x12 = 4x6 = 4x8 = 10x10 = 5x8
t 5x4 II it co
1t5�
14 �11-I�<v 12 h'
��1 4
:5x12
/i Ira
s oo.L2-
13
3x4 II
10-0-0 f 171-2 24-2_4 i 28-9-6 . 35-8_7 I 42-11-0
10-0-0 7-1-2 7-1-2 4-7-2 6-11-1 - 7-2-9
tisets(%Y)._[2',Edge O-6-i),(5;0.4-8 0-2-8],[79-3:0,0-2:01„(11_62-_12,02<]
IG(pall SPACING 2-0-0 CSI DEFL in (loc) I/dell Lid PLATES GRIP
200 Plates Increase 1,15 TC 1.00 Ved(LL) -0.46 15 3999 240 MT20 197/144
10.0 Lumber increase 1.15 BC 098 Ven(TL) -1.0814-15 >476 180
00 ' Rep Stress Ina YES, NB 093 Horz(TL) 0.69 13 n/a n/a
10.0 Code IRC2006/TPI2002 (Matrix-M) Weight:2010 FT=20%
R BRACING
ORD, 2 X 4 SYP No.1:'Except' TOP CHORD Sheathed or 2-1-15 oc burins, except end verticals.and 2-0-0 oc pudins(2-1-13
5-7:2 X 4 SPF No 2,710:2 X 4 SYP 2400F 2 0E,10-12:2 X'4 SPF 1650F 1.5E max.):5-7.
ORD 2 X 4 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc Crean, Except:
2 X 4 SPF Stint'Except' - 22-0 oc_bracing:19-22,,
6119,6-16,11-14'2 X 4 SPE No.2 WEBS 'T-Brace: 2 X 4 SPE No.2-6-19;6-16,8-16
Left 2 X 8 SYP 2400E 2 OE 2-6-0 Fasten(2X)T and I braces to narrow edge of web with 10d(0.131"x3")nails,bin o.c.
• with Sin minimum end distance.r
Brace must cover 90%of web length.
DNS i(Ib/size) 2=1941/0-3-8 (min.0-3-1),13=1885/0-5-8 (min.0-2-1C)
`Max Hors 2=-234(LC 7) .
Max Uplift 2=r81(LC 6).13=-145(LC 7)
I, (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown.
2R0 2-3=-548/356,3-4=-2879/321;4-5=-2824/301,56=-2523302,6-7=-3402/368,7,-8=-3833/386,
e-9--5748/478,9.10=-4289/452,10-11=-4405/432,11-13=-185C315
3RD 2-19=-71/2434,19-24=03442,18-24=03 442,17-18=03442,1735=03442,16-25=03442,
15-16=-125/4977,14-15=-267/4193
5-19=-]/852;6-19=-1264/106,6-17=0314,6-16=-307/133,7-16=-71/1385,8-16=-2017221,
8-15=-3]/1707:9.15=0/1192,9.14=-1027/177;11-14=-2523791
raced roof live loads have been considered for This design.
;SCE 7-05;90mph;TCDL=6.Opst,BCDLxi.Opsf;h=2511:Cat.II;Exp B;enclosed,MWFRS(low-rise)gable end zone and C-C Exreriag2l zone;
Ter left and right exposed;end vertical left and right exposed;GC for members and forces 8 MINERS for reactions shown:Lumber DOL=1.15 plate gnp
'.15
I adequate drainage to prevent water bonding,
ass has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
mss 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 fit between the bottom
and any other members;with BCDL=10 Opsf.
1 at joint(s)13 cons considers parallel to gran value using ANSIRPI 1 angle to gran formula, Building designer should verity capacity of bearing'surface,
as igid sb designed in accordance h fi ed with trig 201 end fixity odel was seed nli a analysis R e0 de 1.1 and R8021s and referenced standard ANSlrtPI 1. ```xNX`w\3 1N..LSly4 '-//
n assumes 4x2(fiat orientation)pudins at oc spaang indicated,'fastened to truss TC w/2-10d nails \C•- T
ng:Additional permanent and stability bracing for Truss system(not pan of this component design)is always required. d A .>0' ER`C% ee
•
SE(S) Standard = PE1 0911118
• i i • c
"a TE •OF i
1jJ
1111111
November 16,2010
i 0ARNING Verify design parameters d READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll•0 73 BEFORE USE.
Illi
ig lid for e only b Mira Connecters The design based only upon parameters h ond is for individual building p I Prouuid East Region
blty of l ddesign commenters nd proper incorporation of comConent o responsibility of building d g r t t designer.B B shown I
50 Twosome Drive,Su¢e#5
lateral pport of IMMclual web members on l Additional temporary G g to insure stability during construction is the responsibility of the Moorestown,NJ 08057
;IP, Additional pe t br ing of the tl
structure is the p nsbily of 1 th building d g Pot aer eral quidahce reeqq d g • 1
nation,qutailly contra.sloroge,d fi ery, ecf o d br g consult ANSI/1PC Ducally Criteria 958.89 and BCD'Building Component I pRRRUIid
4y Information available hombruss Plate Institute.281 N.Lee Street Suite 312 Alexandria,VA 22314.
•
Truss lives Type pry Ply 61008304.JAMESTOWN ELEVATION 0
4 H1C. HIP TRUSS 1 1 4540850.
J o b Reference(optional)
LEE BUILDING COMPONENTS,MOORESVILLE IN 46158 . ., ]240 s Jun 18 2010 MTek Industries Inc Tue Nov 16 13 38 30 2010'.Page I
ID 41B7JngZC9e?E E084JSX3ylCBy-?OOmpzNMbBZ0uIBkp63AvrOzylotiCbmveM2bvEyIc 7N
0_0. 8-0-0 14-0-12. 20-1_8 i 26-24 • 28-9-6' 35_8-7 42-11-0 - 44-5_12
860 6012 ) 6-0-12 6-0-12 127-2 6-11-1 72--9 48-12
- Scale=.1:772
Camber=13/16 in.
556.'= _
3x4= 354= 3x6—
8.00.12 '4 5 - 6 7 85x6—••- m _ '�-a 4- — `s' 'P >~': �B 4x8 C ]
461
9/2 /Z3 / 4211 �5-20 5.18w\ 4 fi-]�\\8I17 8./ 6 . I°e
/ ` / \,.f_y� h 611 \\ \310 C.
'5 2-19-47 iae 'r 16-19 ° � A 306 Q
1016 20 hI \19 18 17 1fi \\ 10.15 • -c\•356 = 408 =,10510 = 558 Q
Bx8 = 458 = 354=
1416� \\ 12,
15
� I
5412 .3
ry
N I
5 00 X12-
14
304 II
• _ _8-0-0 I 17-1-2 26-2_4 r_28-9-61 358.7 I 42-11-0 1
8-0-0 9-1-2 9-1-2 ' 2-7-2' 6-11-1 -7-2-9
ets(X,Y)._(20-0-5,0-4-10][4:0-3-0,0-2-0];[80-3M0-2-0],[12_0-2-12,0-2-01_ -- - — - -
(psf) SPACING 2-0-0 C51 DEFL in (16c) I/tlefi Ud PLATES. GRIP
20.0 Plates Increase` 1-.15 TC 096 Vert(LL) -046 16 >999 240 • MT20 - 197/144-
100 Lumber Increase 1.15 BC 0.87 Vert(TL) -12517-16 >412 180 •
0.0 5 Rep Stress Inv YES WB 0.69 Horz(TL) -0.73 14 n/a n/a
10.0 - Code IRC2006/TP12002 (Matra-M) - Weight:187 lb FT=20% .
BRACING
RD '2 X 4 SPF No.2,l Except' TOP CHORD Sheathed except end verticals,and 2-0-Coo purlins 12-5-4 max);4-8.
1-42 X 6 SPF No 2,8-11:2 X 4 SPF 1650F 1,5E • DOT CHORD Rigid ceiling directly applied or 1000 be bracing .
RD- 2X 4 SPF 1650F 1.5E • WEBS - T-Brace: _. 2 X 4 SPE No.2 5-20
2 X 4 SPE Stud'Except* Fasten(2X) T and I braces t0 narrow edge of web with 10d(0 131"x3••)nails,On o.c.
'12-15'.2 X 4 SPF No.2 ,with3in minimum end distance.
Left 2 X 6 SPF No 22-6-0 Brace must cover 90%of web length .
NS (I0/sire) 2=1832/0-3-6 (min.0-2-14),14=181310-5-8 (min 0-2-8)
Max Horn 2=-223(LC 7)
Max Uplift 2-67(LC 6),-14=135(LC 7) -
(lb)'Max.Comp./Max.Ten:-All forces 250(lb)or less except when shown.
RD '2-3 5683/0,3-4=-2782277,4-50-2391/286 5-6=-3718/377;6-7=-3710/372.7-8=-3710/372,
89=4147/409 9-10=+5409/459 1011=-4092/440 1142d-4201420.12-14=1778/311
RD '2-20=63/2361,3 9-205-1B/3434 18-19=-18/3434,17- -
18=-0773848,/58]=;178/127/ 15-19=755/704]
9l6 -H93 8-20=-16 -35/2 5.18=0/558;69174,12-10,62 0/361/158,81117=-12]11644 9-P=-1]041205,
9-16 55/1588,,0.16=-35110]1,'10.15=968/1]4;12-15=-240I3fi10
iced'roof live loads have been considered for this design.
SCE 7-05;90mph TCDL 6.Opsf;BCOL=6.Opst,h=25ft;Cat.II;Exp B enclosed'r MWFRS(low-nse)gable end zone and C:C Extedor(2)zone: •
_r left and nght exposed'.end vertical left and right exposed;C-C for members and forces 8'MWFRS forreactions shown;Lumber DOL=1.15 plate grip
15
ss adequate nrdmagntd for prevent
10 water bottom ca
sa has beeEdesnntltarr li 0pofdof20 Opst On load n chord in al with any other a ire tangs.
id5ny other designed for a live load o1200psf on the bottom chdrB in all areas wM1erearedtadgle 36-01,11 by 2-0.0 wide will fit between the bottom
at any Either 1 combder
at mina)14 considers parallel rgr value using ANSI/TPL1'--angle to withstanding formula 00 lbiu g d goer should verity capaay of bearing surface.
mechanical connection(by others)of truss to beanng pl t capable of we sections ng 10016 upl uplift ttongs)21e cent el lc)14=135 .
designed in iccordance th the'2006International Res tle t I Code C s R50P 11.1 and R802 102 and referenced stabdartl ANSI/TIN 1
m is i Es mes42leafo d h I)purislotoo spatn9nd td fastened to analysis and design of
TO w/210dn Im truss ```\\"y�111N111S P2 ,
'assumes 4x2(get nenetlon
g Additional permanent and stability bracing roc VUSs system(not part of this component design) s always required.. `�NX\_Aa :$1.,44 /4x,.,.1..
SEt51 Standard. d AQ'I"AS• \STFgEd...,1# :1
. PE10911118' t _
TATEOF t�2
/1111111
November 16,2010
WARNING Veitly design parainbber and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mil 7473 HEFORE USF:
ign veld t ly van Mi k connectors OM design based only upon parameters M1 ci is for an individual building component • Prosulie Be East Rglon.
I cobllty ot tl 9 poramenters and pop n rp 1 of cornponeo e responsibility of t b Itl g d g t truss designs.Bracing show=
. .
507 Drive ant
e 55
lateral support of individual web b only Additional temporary bracing t tobl ty donna construction the p billy Ot the Moorestown.NJ 08057
Pm Ad t of lconsult responsibility the a9 I9 fikliLI
cation qu Its control, d t N erection and Mooing ANSVIP110 Quality Criteria.DS0 Br d BC511 Bulidn g ComPoneit
ty Information torn Truss Plate Institute,281 N Lee Street ute 312 Alexondrd VA 22314 FRR$ O
•
!HID 'Truss type ON pry b1 W
008334 JAMESTON ELEVATIOND
1304 !HID HIP TRUSS 1 1 14540851
Job Reference(optopa0
ER-LEE BUILDING COMPONENTS,MOORESVILLE,IN.46155 7 240 s Jun 182010 Mirek Industries,Inc.Tue Nov 1513'.30:31 2010 Page t
ID:JmEPCssDUwnjp609ATzZOyylcBp-Tby90J0_MUhH WvjwNpaPS3yA188gxOW3x0o8RhyIC7M
_2401 &0-0 13-5-5 � 20-8-15 .28-24 -
35-4-14 1 ( 14. 4241-0 44-5_12
2-0-0 ' 6-0-0 7-5-5 7-3-9 7-5-5
7-2-10 • ]b-2-2 1-6-12'
•
Scale=1127.2
Camber=7/8 in
5312 = 6x18 MI-18H =
600 12 1.534 II 3x6= 3x4 =
6 m
2 SxBj 4-18\ 5'B ]-t� ]�18 8-1� 8\\.. a
// // 6O 4
7 \ I�� .tl= 8-10 9
L� s 2=f7 1S1] 8-15_ 3x6 0
19 16 17 16 9-15 10
_ 15 9-14 A7.
10x16 = 1.5x4 II 3x16 MT18H= 3x4 = 10x10 = IJ ±8
5x12 = 14 13-1\ e131 l 'Ji
X11-14
5x12 * ��I - !°
1
500(12_ in
13
3x4 II
x_670-0 13-5-5 20-8-15 28.9-6 35-0a14 42.11-0
64.0 735 73-9 8-0-8 6]9 7F-2
OffsetsjX,11: REEge,0=6-11,14_0-110-00:20118';1.3-0-2-01„1110-2-12,0-2-01
LING (psO SPACING 20-0 C51 DEFL in (lob) I/de0 Lid PLATES GRIP
20.0 Plates Increase 1.15 TC 0.58 Ven(LL) -0.5015-16 >999 240 MT20 197/144
d 0.0 Lumber.Increase 1.15 BC 0.88 Ven(TL) -1.3815-16 >372 180 MT1811 197/144
g0 - Rep Stress Ina YES WB 0.98 Horz(TL) 0.72 13 n/a n/a
. 100 Code IRC20061TP12002 (Mainz-M) Weight:199 lb FT=20%
3ER. BRACING
CHORD 2 X 4 SYP 2400F 2.0E'Except' TOP CHORD Sheathed or 2-2-1 oc pudins, except end verticals,and 2.0-0 cc burials(2-11-12
10-12:2 X d SPF 1650F 15E max):4-8.
CHORD 2 X 4 SPF 1650F 1.5E'Except' SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
2-17:2 X 4 SYP 2400F 2.0E WEBS T-Brace'. 2X4 SPF Nd2-
-16
S 2%L SPF Stud 4 SPF N Fasten(2i/m and
end distance. w edge of web with 10010.131"x]")nails.bin oc.
•&16,11-14:2 X 4 SPF NO 2 ,witn Sin minimum end of we distance.
OR Left 2 X 8 SYP 2400F 2.0E 2-6-0 Brace must cover 90%of web length. -
371ONS. fib/size) 2=1832/0.3.8(min.0-1-8).13=1813/0-5-8 (min.0-2-8)
' Max Horz 2=-215(LC 7) '
Max Uplift 2=-52(LC 6),13=-124(LC 7)
:ES (Ip)-Max.Comp/Max.Ten.-All forces 250(Ib)or less except when shown.
CHORD 2.37-479/10,3-4=-2727/266,4-5=-4333/433,5-6=-4333/433.67=-0333/433,7-5=-4994/473,
8-9=-5351/424,9-10=4200/442,10-11=-4305/421,11-13=-1777/310 .
CHORD 2-19=-4412332,18-19=-35/2332,17-18=.123/4994,16-174-123/4994.15-16=66/4444,14-15=-253/4099
0 4-18=-1942281,5.18=-496/153,7-18=-771/44.8-16=-164/852.8-15=-15/1709.9-15=-89/1061,
9-14=-956/168,11-14=-241/3693
ES
balanced roof live loads have been considered for Nis design.
nd:ASCE 7-05',.90mph;TCDL=6 Opsf:BCDL=6Opsf;h=25tl;Cat.II;Exp B:enclosed::MWFRS(low-rise)gable end zone and C-C Exterior(2)zone;
Beaver left and nght exposed:end vertical left and right expoeepGC for members and forces&M WFRS for reactions shown:Lumber DOL=1.1e plate grip
/14=1.15
vide adequate drainage to prevent water ponding.
plates are MT20 plates unless otherwise indicated.
z truss has been designed for a 10.0 psf bottom chord live load nonconcvrrent with any other live loads.
his truss has been designed for a live load of 20.Opsf on the bottom them in all areas where a rectangle 3:6-0 tall by 2-0-0 wide will fit between the bottom
srd and any other members.
anng etjont(s)13 cpnatl parallel to grain value using ANS1/1PI I-angle ro grain formula; Building ds goer.should verify capacity of bearing surface.
de mechanical connection(by others)of mss to bee g plate capable of'withstanding 100 lb uplift at joint(s)20 except Ot=lb)13=124. pt1l III Hi11
trssgd designed eaks w fixed heels Member end fixity model used inthe analysis antl deslgand R8s buss and referenced standard ANS/I-PI 1. �N�X% SA N. Sly q.1/'0,
esign assumes 432(gat orientation)putlns at oc spaci g indicated,fastened to truss TC w/2.100 nails. >C' 'a �-
laming:Additional permanent and stability bracing for truss system(not pan of this component design)is always required. • 4P::•4G1STEge•9�j'C
Q' 0‘. ---
I CASES) Standard = PE10911118 =
- e e
1. •• 'STATE OF ;/
• a'.
- ° '•IASP',"40-
///pgjg 11110%
November 16,2010•
•
r
A WARNING Venfy tl g parameters and READ NOTES ON THI3 AND INCLUDED-MITER REFERENCE PAGE MI17473 BEFORE USE.
Applicability gi dego p Oentn and proper This ry91 based component pip responsibility fbld bidding gn dot truss designer.Bracing shown � 55 Twosome DnRen Stile 05
is lor lateral support of individual l w b b ly.Additional t p rcire bracing t nsure Mobility d g For construction general t there popp ability of he Moorestown,NJ 08057
fabrication,
erector.Additional
ca my control. forage deF ery ecl overall structure
nd bracig.consult bath ANI/WilupualyeCmens,OSa 9 and guidance Budding Component pppppp ��aa
Safety Information over/able from lain,Plate Institute.25 1 N.Lee Street.Suit 312.Alexandria.VA 22314. ' FOYi Wila
Truss Truss Type CN ply b1008304 JAMESTOWN:ELEVATION D
•
304 511E. HIP TRUSS 1 1 14540852
Job Reference(optiana0
ER-LEE BUILDING COMPONENTS;MOORESVILLE,1%46158 7.240-s Jun 182010 MRek Industries,Inc..Tot Nov 1613'38'.32 2010 Page P
ID 411Rub1 EbOnbnL1he86RleylcBh-xnWXEePc7op8 73170(5e_GVLW)(kgTzD9gXiz7y1c7L
'"4.00-4-4-00 1 1046 ] 16.20 6; 2636 510.214~-6 410 1 410 946-112i
Scale=1:77.2
Camber=5/16 in
6.00.112 5x6'-
3x4 = 3r4= 3x6 = 3x12 = 1.5x4 II 5x8 =
4 5 6 ) 8y F9 10
5x6-S to a-- ra _rn - -.
t K�-4-7 c' It- - -1-10 iF-i
41212 522:22 k\\1821 6-19,..),. ,.//1/ 911113)51118 62 \ TI /1 It7 \\31x1 \ 3x6
0.12 th
22 21 20 19 X10 tt-17. \ 10-
3x4 = 17 1I-16 $
6x10 II 3x4 = 3x6 = 3x6 = Sxf2 = \4x6 J
4x6= 4
15:15.1-yy .. t4
t6 \131\\j V H4
3x416 �ry
5.00 L12..
15
204 II
30-2-4
.1_4.0-3 123z' 1 213-3-4 r 215-0 26- 36.4 14 4211-0
4-00 6-3-2 6a2 Iin-iz E4E' 6-2-10 6-6-2
u14
•Offsets(X,Y)'._12.0-6-1,0_6-91,I4I0-3_0.0;2.0],II O0.6-0.0-2-6],113.0.2-15,0.2.01.TING(psi) SPACING 2-0-0 CSI DEFL in (lop Udell Ud PLATES GRIP
20.0 Plates Increase 1.15 TC 0.85 Ven(LL) -0.16 21 >999 240 MT20 197/144
. 10.0 Lumber Increase 1.15 BC 0.70 Vert(TL) -0.47.21-22 >735 180
. 0.0 • Rep Stress Ina YES WB 097 Horz(TL) 0.09 18 the Na
. 100 Code IRC2006/TPI2002 (Matrix-M) Weight:182 lb FT=20%
BER - BRACING
CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-6-12 oc purlins, except end verticals.and 2-0-0 oc puNns(3-7-14
CHORD 2 X 4 SPF NO.2'Except' maxj:4-10.
18-20:2 X 4 SYP No.1 BOT CHORD Rigid ceiling directly applied or 10-60 oc bradng. Except.
S 2 X 4$PF SIud 5-0-1 oc bracing:17-15
ER Left 2 X 8 SYP 2400F 2.0E 2-6-0 -6-0.0 cm bracing:16-17,
'WEBS T-Brace: 2 X 4 SPF No.2 5-22,8-18
Fasten(2X) T and I bates to narrow edge of web with 10d(0.131'x3")nails,bin o c.
with 3in minimum enc distance.
Brace must cover 90%of web length.
CTIONS (lb/size) 2=1097/0-3-8 (min.0-1-12),16=2246/0-3-8 (min.0-2-10),15=301/0-5-8 (min.0.1-6)
Max Horz 2=-206(LC 7)
Max Uplift 2=-73(LC 6),18=62(LC 4),15=-165(LC 7)
Max Gray 2•1109(LC 10),18e2246(LC 1),15=305(LC 11)
CES (lb)-Max.Comp/Max.Ten.--All fames 250(lb)or less except when shown.
CHORD 3-4=-1424/147,4:5=1225/146,5-6=-2232255,634-1235/188,7-6=-1235/188,8-9=57/1765,
9-10=-62/1801,10-11 e-120/1394,11-134-193/456,12-13.e-209/425,13-15=-266201
CHORD 2-22=-48/1198,21-22=-1902209.20-21=-19721)12;19-20=197 2012,.18-19=-100/719,17-18=-1267/292,
1617=-039209
S 4-22=0/508,5-22=1078/180)6-21=0/348,6-19=-950/146,8-19=0/866.6-18=-2628245,948=-342/102,
10-16=-1398/147,10-17=-57/514,1t'-17=-1134240,11-16=0/305,13-16=-401/178
ES .
'balanced roof live loads have been considered for this design:
Ind:ASCE 7-05:90niphi TCDL=6.Opsf,BCOL=6.0pst,h=250,Cat II;Exp B:enclosed:M WFRS Dow-0sel gable end zone and C-C Extenor(2)zone;
intilever loft and right exposed end vertical lett and right exposed;C-C for members and forces 8 MWFRS for reactions shown:Lumber DOL=1,15 plate gnp
DL=1.16•
o•de adequate drainage to prevent water ponding.
us truss has been designed fora 10.0 Pal bottom chord live load nonconcurrent with any other live loads.
f his truss has been de gned for a live load of 20.Opsf on the bottom cheed in all areas wdere a hectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom
taring at any ns(s1 members. grain g angle grain e designer N panty of beanng surface. AV`XAJP INIIISL';/777T,
r e et((sings)t 5 de s parallel t am value using g plate f 1 en ie to ra n formula. B upli test her sM1 Id Bari co 'T
onde mechanical connection(by othets)of truss to beanng piece capable o!withstanding 100 lb uplift at joint(s)23 18 except gt=0)15=165. `5 _w .9A_ i-
s miss is designed m accordance with the 2006 Intemamnal Residential Code sections R502 11 hand R802.10 2 and referenced standard ANSIRPI 1. \ \$TE' 9
em ngd pitrles4=s with fixed heels Member end fixity model was used in the analysis and design of this trues. ..3..%:`'.
At ;'to A`(•. `�'/i
Design assumes 4=2(eat orientation)pudins at oc spacingmdicaled!fastened to WSS TC w/2-10d nails. Z :Q' 0•'.
Naming:Additional permanent and stability bradng for truss system(not pail of this Component design)is always required. PE10911118 t =
D CASE(SI.Standard =
- • •
"CI Te - ATE O 2 8•
'�O e: •IAN c-,..
'24%94 Y //f B1TyX
N11IoveIp1mber 16,2010
•
A
v fo Verify d ign parameters and D NOT ON T AND INCLUDED a MIshK REFERENCB 3.111-7473 B USE
Design valid I r with k connectors.Th design based only upon paiameten shown. d is t r a nand n building co P .
I
500 M East Region
A by Ip g p en I d prop incorporation ca mp t responsibility et building d ig tI n deo Bracing shown SOT DJ Su
m
p5
is tor lateral pp of indivMual wet( mb only'Additional p ry Pacing f stability construction i The r esrndly of the Moorestown.NJ 0 6057
Additional� 1 fi overall structure sl osul bSry the general guidance N of
fabrication,quality control.storage.d ery erection and ANSIRPII O Qualify Crteno,DB 0 and BCIl Building Component
Safely Inlormali n available from Truss Plate Institute.281 N.Lee Streets to 312.Alexandria:VA 22314. PROpUi Id
Truss' Truss Type Cry Ply 41008304,JAMESTOWN'ELEVATION D
1304 H2 HIP;TRUSS' 1. 9 14540853
Job Reference(pplipnal)
iER-LEE BUILDING COMPONENTS,MOORESVILLE,IN 4fi158 .7 240 s Jun 16 2010 MOBS Industries,Inc. Tue Nov.18 13-38-33 2010 Pagel• ID rrCSZKBF)roShZtE6gFJ2Kylct3Zrai4vR_PEu8x?IDSJUEdtXU2W6ygNP5WMOJHFVZyIc7K
I--0--14------( 11_103 17-7-9 18-97 24-7 43 I 30E_2 ( 368-0. 38-212
6-0-14 5-9-6 5-9-6 '1-1314' 5-10-5 5-106 6-1-14 1-6:12
5x6= Scale=1:72.6
52 = Camber=3/8 in
600 12 6 J •
46% ---<--------2-;----/�.
?1,
t4\
\\ 4x8 O
408 33- 1'.' 3 >—, 1.5x4 G '
2 4 \\4 �i /� v 71716 ,j 1 4x8•
o
3 / /7 \\\
9
4x8• //,Y,1 6+1 A �10 m
? 1 � \\\�/ St9 5-tZ \q ,\ 5x8/� v\� 1 A� \ �/ �V 11
'9 '1 3-19�. ` \ j10-14 913\ 12\ �• /8-16
S AI11c12V 13'0
1-18 4618—'O` 2-15 L.A �a 'o
19 28 29 18 17 y6 15 30 31 14
3x4= 306 = 3x6= 3x4 = 10x10 II
10x10 II 3x12 =
32 =
0_11-8 I 17-7-9 18-9:7 27-7-0 I 36-8:0 •
8-11-8 8-8-0 1-1_14 8-9-8 9-1-0 '
>ffsets(X,V)_(1 0 6-fi 0-61],(6 0.3 0 0 2 0][7-'0_6-0,0-2-61„[9.0_4-0,Edg ],(12.Edge,0-0-0]
NG'jpsi SPACING' 2-0-0 C51 DEFL n (loc) I/deft' LJd PLATES GRIP
20.0 Plates Increase 9115 TG 0.86 Ven(LL) -0.3514-16 >999 200 MT20 197/144
10.0 Lumber Increase 1.15 -DC 0.80 Ven(TL) -0]0:14-16 >628 180
Rep Stress Inc; YES' WB 0.31 Horz(TL) 0.19 12 Na not
10.0 'Code IRC2006/1P12002 '(Marro-M) - 'Weigh/'.205 lb FT=20%'
ER BRACING
HORD 3.2 X 6 SPF 26.2*Except* TOP CHORD Sheathed or 2-8-0 oc pudins,except
8-7 2 X 4 SPE No 2,9-13:2 X 4 SYP 2400F 20E 2-0-0 0c purl ns�4-5-15 max.):6-Z•
HORD).2 X 4 SPF 1650F 158 BOT CHORD' Rigid ceiling directly applied or 10.0-0 oc bracing.
2 X 4 SPF No 'Except” WEBS T-Brace: 2 X 42PF No.2-5-17,717.8-18
13-19,519814,10'14;2 X.4 SPE Slud Fasten(204) Tad I braces to narrow edge of web with/0010.131 x3")nerls.600C.
it Lett 2 V 6 SPF N9,22.6.0,Right 2 X 8 SYP 2400F 2 CE 2-8-0 with 30 minAnurn end distance.
Brace must cover 90%of web length
IONS (lb/size) 1=16104/Mechanical:'12=1700/00-3-B (min.0-2-111
Max Hoa.1=1119(LC 7) '
Max Uplift,1=-68(LC 6),12=-11 BILL 7)
ES 0b)p Max.Comp/Max.Ten.-All forces 250(10)or less except when shown
LORD 1-2=309/49 2 3=-25431336;3-4=24131314,25=-2383/340-2383/340 56=-1891/336,6-7=-1603/330, '
7-6-1890/335,8-9=-23851 335;9-10=-2418/311j10-11=-2548329,11'12=-423/318
LORD. 1.319=-179/2143,19-28=•105/2021,28-29=-105/2021;18129=10512021,17-18=-105•202t,p6-17=0•598,.
1516=-1082042,15-30=-108/2042,30-31=1108/2042,14-31=-108/2002,12.14=-171/2157
5-19=0/325 5-17=656/186,617=-80/614;7-16=77/646,8-16=-683/189,8-14=0/324
•
Danced roof live loads have been considered focthis design_,
L ASCE 7-05:90mpM1 TCOL=B 0psf,DCDL=6 0psp h=251,Cat.II:Exp D enclosed:MWFRS(low-nse)gable end zone and C-C Exterior(2)zone,
lever led and right exposed d',end verteal left and right ex 1.
pose g posed,C-C for members andforcesBMWFRS for reactions shgvm',lumber,00L= 15 plate grip
=1.15
(Cus hdrainage to prevent water pending.
truss has been designed fora 10 0 psf boded)Chord live load oonc in nt with any other live loads.
s truss has been designed for.a INe load of 20 Opsf on the bottom chord d in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
0 and any other members;with DCDL=10.0pst.
♦to gticee5)for Huss Ip (b Connectl019 _
d cbanicel connection(by others)of truss to bearing/plate identil'of desecndmg'150lbp11d'at 101nt(s)20 except 27114)24=118.
truss sdesg ed b ce with the 2006International ft d Residential Code sections R502111 and R802102 and referenced standard ANSI/TPI 1. -
rigid
sumb -aks thr dh M be ndacinmoll s sedith analysis and desg of this truss. \ \\\). llsl'I ItS////,xx
sign assumes 4x2(flat o ntat )putt t spacing d t d f 1 neo to t TO w/2-10tl Is \\\ // '
g Addleenalp rmanentandstablty for trues system met pall f th omponent design)is always required. .,,,,,N‘‘
�`�vP Sy,
�ASEISI Standard -7 &P-e*--- TE 4 9�� S.
PE10911118
t • •
"0• TATE OF 1�rt.`
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November 16;2010
•
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d THIN IN eIs adE o PAGE*N117 USE
g only to t design sbo b o 11y Up p 0 amefhown nd findividual r b Idn g
component
P B tl Region•
Vaal b1/ Ipo g p en t r d p p incorporation of component p by tbuilding designer it designer.Bracing n ® 50T ome Drive,Suite 1
te b5
1 lateral s pP n of d b b y Additional p ry bracing f ure it b h a the ID n b of the •M restOwn,NJ 0 8052
hector.Adgl -ypermanent Mooing t t t the sp b iy building d esig e:805general 9 danceregarding
h t quality control: Trl ry.erection n and g er m It ANSI ri II C222458-89 and BC511 Building Component
fHy nf available horn Truss Plate Institute.28N Lae Strew,suite 312.Ateuon08 VA 22214 PeeYppU�. . , .
•
'Truss Truss Type - Oty Ply b1008304 JAMESTOVtN ELEVATION D
iO4 H2B 'HIP TRUSS • 1 1 (4540854
- Job'Reference(optional)
R-LEE BUILDING COMPONENTS,MOORESVILLE:IN(46158 .7240.s Jun 18 2010 M Tek Industries:Inc.Tue Nov 1613 38:34 2010 Page 1
1018B761jOe3_5103 0otzgpylcBS-uAPIHB(OsfP3sNNRV2y863pah1 MA0BZIWdz0a25y1c]J
I-5-12( Sb_3 11-0-13 1 16b-8 20 5-8_� 25-10-3 31-2-13 36-11-0 385121
£-12. 5b-3 :5-4-11' 5-4-11 `4A-) 5-4-11 5-4.11 15-8-3; '1-6-12 i
Scale=1:65.3.
' Camber=3/8 in
556 =
558 = '
6.00 1. 7 8
[D
3x4 1 \\\ 3x4�-
j&] 810
9
3x17�� / �\ 3512 J
1.5x4 At V ' / ��� V 10 1.5x4 -M
j/ 7 1 �ie 8-17 �/ 11 m
5x8 "� 620 64e 9 15 ��� 5xB-2
/ _5 //i49-17 \\ \ 1z
2 �_Bj) \o.\ \\ \ .vi i5 to`$� 13
`J` \ / ///// / 14 id
2-19 =-1619 - 1"9-13-16 �\ �I 1?-:
1,1
20 29 30 19 18 17 16 31 32 15
3x4 = 3x12 = 3512 = -3a4 = 3512 = 3x4.= 10x10.II
10510 II
( 8=4-e 16-5-8 - 20-5-8 28-6-8 36.11.0
8-4-8 8-1-0 4-_0-0 8-1-0 8 4-8
'sets(XV)'. [2:Edge0-Q0),17:0-30,0-2-01'160-5-00-2,BJ,[13:Edge,0-11-0)_
IG (psf) SPACING 2-0-0 C51. DEFL in (loci 4/deft L/d PLATES GRIP
20.0 Plates Increase 1.15 TO 085 Vert(LL) -0341517 >999 240 MT20 197/144
10.0 Lumber Increase 1.15 BC 080 Vert(TL) -0,7015-17 >835 -180
0.0 ' Rep Stress Ina' YES WE 023 HOrs(TL) 0.18 13 Na n/a
100 Code IRC2006/TPI2002 (Matrix-MI Weight:189 lb FT=20%
R BRACING'
ORC •2 X 4 SPF Nary!Except* TOP CHORD Sheathed or 2-8-1 oc pudin5,excepl
1-510-14;2 X 4 SYP 2400F 2.0E: 2-0-0 cm pudins(4-5-1 max.):7-8.-
ORD 12 X 4 SPF 1650F 1.5E'Except' BOT CHORD Rigid ceiling directly applied or 100-0 oc bracing. ''
16-19.2 X4 SPF No.2 WEBS T-Brace. 2 X4 SPF No 2-6-18,8-18,9-17
2 X 4 SPF No *Except' Fasten(2() T and l braces t arrow edge of webwth l0d(6.131"x31 nails,Bin pc.
[4-20 6-20 9 15,11-15:2 X4SPF Stud with3in m m m nenddistance. - -
'Left 2 X 8 SYP 2400F 2 0E 2-6-01 Right 2 X e SYP 2400E 2 0E 2.6-0 Brace must cover 90%of web length. •
ORS( (lb/size) 2=1668/0.38 (min:0-2-10),13u 1888/0-38 (min.0-2-10)
Max Hors 2=-98(LC 7)
Max Lipid 2—113(LC 6),13=113(LO 7)
(Ib)-'Max.Comp./Max Ten.-All forces 250 fib)or less except whenshewn.
ORO. 2-3=354/328]3-4=-2535/322,4-5=-249/310:5.6=-237 8/328,6-7=1953/332,7-8=1977/326,
•
8-9=-1952/332•'9-10=-2379/328,10-11E-2417/310,11-12=-2535/322,1D13=-352/330
CRD' 2-20=170/214320-29=-1092038;29-30=-109/2038,.1930=-109/2038 18-19=-1092038;17-18=1-2/1676.
16-17=109/2038,16-31=-109/2038.31-32=-109/2038,15-32=-10912038,13:15=170/2148
620=0/296;6-18=-572/161,7-187,54/587,8-17=-54/598,9-17=-573/162,9-15=0297
anced roof live loads have been considered for,thls design.
ASCE 7-05:90rn0 TCDL=6 Opsf;BCDL 6 Opsf;h 25tt Cat II;'.Exp Bj enclosed;MVVFRS pow-rise)gable end zone and C-C Exterior(2)zone;
.ver left and right exposed end vertical left and right exp segC-C for members and forces&MWFRS for reactions shown;Lumber.DOL=1.15 plate grip
1:15_
la adequate e o prevent water pontlinq.
hb een e or a 10.0 psi b m chord ord live) d cu
nest with any other live loads
ands has been designed tot a five(bad of
20 Opsf ogthe bottim chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
and other members:with BCDL f 0.Opst-
le mechanical men tl p (by others)of truesnd
bearing all to ent withstanding 15011 t except Qe r 21=113,25=113.
ass d gn :tl NN t 1 n I ide4al COds t o d 1,1 a 18802.1 02= d referenced standard A
NSI/TPI t.
gid p a Mitry ed bade.M 20061 ty nlw used in the ly s adtl pig fth Suns
\ 1111111/1//
assumes 4a2 2(flat orientation)p des tspacing dicatent fastened to t TC w/2-10d LS.%\y P N. SN q
/
g Additional permanent and stability bracing toRruso system t par of th s component design) always required. • Jp\�\J 4. G•
SSE(S) Standard 9 -'
. t1............ rc�O
PE10911116
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((.� November 16,2010
1� WARNING-`Mary dups.; parameters and READ NOTES ON THIS AND INC uDED MITER REFERENCE PACE MI1 74 3 BEFORE USE
SP O T B Itl East Region Id t e Iy Ih MT k t Th tl 9 loosed only p p 1 F d I d d I building component
pl bl ty of d sg pp t - dp p rpo t I p t p blty fb ld gtl g e not tl 'g B g h shown Twosome
Drive.SeCe 55
lthlateiiaMoppbq of nd d ti be only Additional t p ry/bracing g t 1 billty duririg c st ct n is the p bllty of the
.
Moorestown,NJ 08057
actor.Adtl 1pe t b g t the 111 1 the responsibility of b ld' gBd g For9 general dance regarding �
b t quality control. t g tr l Py t ne28b g f� ANSI/711 Duddy Criteria.MB and BCStt Building Component
teryinforato available from Truss Plate lest tote.281 rlf Lep Stree1Sulle 312 Alexantlna VA 22314 PRdBOiid
'Truss Truss Type OH Ply b1008304:JAMESTOWN ELEVATION D '
304, H2C HIP TRUSS 1 1 14540855
Job Referent (blond)
SR-1.6E BUILDING COMPONENTS,MOORESVILLE,IN 46158 72411 Jun'182010 MiTek Industries,Inc:Tue Nov 1613:38:342010'.Pagel
10vc7iSJBShK1t16UT1 r9VyIcBK-iAdH0K Os1P3sNNRV2y863hafbM7R82EWdz0620yIc7J
1b-121 7-0-8 1450 258° 296-8 t _ _I
i-6-12 7-4-8 7-1-0 . 8-0-0 • J7T-0 1 7:4-B'. 1
Scale=,1':54J
Camber=5/15 in
10x10 =
6.00 12 595=
6
ca
. 3x6 4 -S6 ��" VA
�]-8\ 3x6 J
3x4 5 V �1A e 3x4
696 613 10
AN .,[-,-_,..%,,,,:._...,,,,,...,,,_.„ of
x.5x8' 1.5� -" 8.11-8. 5x6 X.
4-19 4-1B V �9 13 ��
9.12
3"
lej� hI \� �, • \� %// I \)61111
8 2-15 - 1415_l2 -'- 11..14-6 o.
17 16 15, 26 14 13. 12
10x-lo 1 5x4 II 3x4 =3x6 = 3x12 = 1.5x4 II 10410 II
II
3x6=
14:5-8 22-5-8 - 29-6-8 • 36=
]<-8 ]_1-0 ''8-0-0 __ 7-1M 7-4_-0
8
ftsets(X,Y):_(2;Edge 0•0-0),(6:0.7--00-2 0],17.0-4-8,0-1 121.hl Edge,D-0-0)•JG•(psf) SPACING. 2-0-0 CSI OEFL- in (lot) I/ deft L/d PLATES GRIP.
20.0 Plates Increase 1.15 TC 1.00 Vert(LL) -0.26'13.16 >999 240 MT20_ 197/144
10.0 Lumber Increase 1.15 BC 1.00 Vert(TL) -0.5313-16 >839 180
00 ' Rep Stress Incr. YES WB 0.21 Horz(TL) 0.18 11 Ma n/a
100' ;Code IRC20067PI2002 (Matrix-Ml Weight:162 lb FT=20%
R BRACING
TORO 2 X 4 SPF No 2'Except' TOP CHORD Sheathed or 2-11-12 Ocpudins,except
1-5.8-11:2 X 4 SYP 2400F 2.0E 2-0-0 oc pudins:6-7.
•
TORO 2 X 4 SYP No.1'Except' BOT CHORD 'Rigid ceiling directly applied or 2-2.0 oc bracing. •
14-15.2 X 4 SPF No.2 WEBS T-Brace'. 4-16,6-13,9-13' 2X4 SPF Not-4- •
2 X 4 SPF S13:2 X "Fasten T and I braces st w edge of web with 10d(0.131 3")nails,bin ae,
4-15,6-13.9-13 2 X 4 SPF No.2 with Sin minimum end distance:
•
Left 2 X 0 SYP 2400F 2.0E 2 6-0,Right 2 X 8 SYP 2400F 2.0E 2-6-0 • .Brace must cover 90%of web length.
IONS '(Ib/size) 2=1660/0-3-8 (min.0-1-15),11=1546/0-3-8 (min.0-1-13)
1 Max Herz 2=102(LO 6)
`Max Uplift 25-104(LC 8),.11=-55(LC 7)
S. lb)'-Max.Comp./Max:Ten.-All forces 250(lb)or less except when shown.
IORD 2-3.:480/0:3-h=-2485/311,4-5%2143/280,5-6=-2055/314,6-7=-1812/321f.7-8=-2020/315;
8-9=-2108281,9-154-2470/318,10-11=495/0
TORO 2-17=1932129,16-19=1932129,15-16a.73/1844,15-254-73/1844,14-254'7311944,13-14=-73/1844,
12-13=-201/2118,11-12=-201/2118
4-16=-370/140,6-16=0/499,7-13=0/466;9-13=394/148 ,
lanced roof live loads have been considered for this design.
.450 7-05;90mph•TCDL 6.opsf:00016 Opsf h625ft Cat.II Exp B,enclosed,MWFRS(low-rise)gable end zone and C-C Exterior(2)zone:
aver left and right eXpesed;end vedical lett and right exposed:C-C for members and forces B MWFRS for reactions-shown,Lumber DOL=1.15 plate grip
:1.15'
de adbguate drainage'
raing to prevent water ponding.
ss has been desgned fore loops)bottom chord live load nonconcuttent with any other Ise loads.
truss Mae been designed for a live load of 20 0pet on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom
and y other members,with BC0L 100psf - _ -- - -
le meehaniCal connection(by others)of trUsi to bearing plate capable of withstanding)100 lb uplift atjolnt(s)22 except(jt=lb)18=104.
russ is designed In accordance with the 2008International R d t l Cade secti6ns R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1 yo
pitchbreaks with
ona1BPB rtmanenctland sstabiltY bracing forty teas sYStm riot part of analysis
enttl4-s9fItsalwa)(re9 red- `•\`\' 0; 1\1:I•e Siti�'2i
ASEIS) Standard `kp•=..4o\STEA ts•9�_ i.
• PE10911118
.▪ . • r.
• '• STATE OF 4
ob 9li cce a�`�\
nen
November 16;2010
ilk WARNING Verify'd i4- parameters and READ NOTES ON THIS AND INCLUDED MOTFK REFERENCE PAGE M11 7173 BEFORE USE.- '
esign valid f ly Th MT k connectors.This dedgn k based only upbn parometea showg and is for rid d lbuilding p t. 5P 8 Id-Est Region
ppl city ftl g p t d p p ry t f component p bit fy lbuilding d g not truss tl g Pacing h n �� 50 T D've,Suite IXS
f I I pp rl I individual b b only.Addt Itemporary b bracing rest bitty 9d9 g t t the p bll'ry I the Moorestown.NJ 08057
t Add u' Ip no n9 of the n1 1 the s sbIfY ANSI/1PI11G olB Far aeneml guidance and BCSll Build-nit Component p�aBp.�
tfety lnformotlon control,
voable from bus Mate Institute,281N Lee Street:St f 12 AI no VA 22314. • B ponenf PRO3111IQ
p
•
Truss. 'Truss Type Ory Ply 211008304:JAMESTOWN ELEVATION Di
1304'1 H2D HIP TRUSS 1 1 14540856
J4b Ref erenee foghorn).
ER-LEE BUILDING COMPONENTS,MOOREEVILLE,'IN•46158, 7 240 s JUn;182010 MTek Indusens,Inc Tee NovA613:38'3520101 Page.1
ID ktzOzVOOmIRTmolOrk7FOmylcBE MMBfS6RVOjBI 1MOICffLcv7gpmTwlzdfsdmMaSylc71
-1-6_12;. 6-4-8 125-8 18-5.6 24--5-8 -:30-6-8 36-11-0
1E-121 8-0-B I '6-1-1-0 ' 6-0-0 '800 I 6-1-0 I 6-4-8'�
' Scale=1'.65'.1
, Camber=1/4 in
Sxe =
1;5x4 I I 5x8
6 7
CM n S7 !=! r3
,600 12 � � p /7 �\\
3x4 O // . 3x4
l-S . 5:16 5-14, 6114 7-14/ 7.12 7x10
Sx6 � \ \� -I \1 5x6 : n
4 417 416 6-12 8-14 9
/2311
\\ 10
-NS ia. tYx15: yi 10-13 [ -S
17 .fi 14 26 15 13 27 12
11
10x10 II
1.5x4 II 3x4 = 3i`6 3x12'= 3x6 = 3x4 = 1:5x4 II 10x10 II
6-0.8 1 12-5-8 18-5-8 24-5-8 1 30-6-8 1 36-11-0 I
64.8 6-1-0 fi 0-0 6-0-0 6-1-0 6-4-8
)fisets(X,V)If2Edge,0-0-01,150_6413.9983,17 0-6,9,0 2 81110 Edge°0-01
NG (pst) SPACING 2-0-0 CSI DEFL in (IOC) I/deft Ltd PLAIES. GRIP
.20.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.19:12-14. >999 240 MT20 197/144
10.0 Lumber.Increase, 1.15 BC 0.98 Ved(TL) -0.43'11-12 >999 180
0.0" Rep Stress Ina. YES WS 0,40 Horz(TL) 0.18 -10' n/a n/a
10.0 Code.IRC20061TP12002 (Matrix-M) Weight 1931b FT=20%
SR BRACING
HORD' 2 X 4 SYP,2400E 2.OE•Except TOP CHORD Sheathed,except
15-7.2 X 4 SPF.No.2,7-10:2 X 45YP No.1 2-0Oocp tlins(3-8-0 max) 5-7 _ ,
FIORD'2 X 4 SYP Novi"Except' HOT CHORD Rigid ceiling directly applied or 92-0 oc braung.
. 13-15'.2 X4SPF Not
2 X 4 SPF Stud'Except'
'5-14.7-14:2 X4 SPF Na 2.
•
3 Left 2 X 6 SYP 2400F 2.0E 2-6-0,Right 2 X 8 SYP 2400F.2.0E 2.6-0 •
TONS' (Ib/Size) 10=1578/Mechanical,2=1676/0-3-8 1min.02-0)
Max How 2=92(LC 6)
Max Uplift 10=45(LC 7),2=-94(LC 6)
IS (lb)-Max.Comp'/Max.Ten:-,All forces 250(lb)or less except whe'shown.
-ORD" 2-3=40710,.3;4=-2493295,4-5=-225B/307,5-6=2205/333 6-7=.2205/333,7-8=-2264/309;. .
.. . ...
8-9=-2503/303 9-10=-469/0
HORD T17=-157/2133416-17%187/2133= = 16-26%96/1976;1526=-96/1976,14-15=-96/1976,13-14=-97/1980,
13-27=97/1980.12-27=-97/1980111-12=196/2=49;;10-11=-1962149
5-16=0/3635-14=-79/47016-14=-393/132,7-14=-79/467?7-12=0/369
danced root live loads have been considered for this design.
I ASCE 7.05,90mph TCDL=fi Opal,BCDL=6.Opsi;h=251 Cat II Exp 3;enclosed;MWFRS(low-rise)gable end zone and C-C Exterior(2)zone,
lever left and right posed;end vertical left and right torm members and forces B MVP/FRS for reactions shown'.Lumber DOL=1.15 plate grip
=1?5 _ .
Itle adequate drainage to prevent water pending:
truss has been designed for a 100 psi bottom chord live load nonconcurrent with any other live loads•
truss has been designed fora live load of 20 Opsi on the bottom chore In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
d and any other members,;with BCDL=10 Opsf
no girder(s)for truss to truss connections:
de mechanical conneCtion by others)of truss to bearing plate p ble of withstanding 100 lb uplift at joint(s)18,22.
Slide s dosigned siTaordordarme with the 2006ltemadonal Resid tal Code a s R502 11.1 dna R809102 and referenced standard ANSI/TPI 1 \\\1111111111// .
fixed heels" was ahslmss ‘031• N S� �X/
gn assumes 4x20t o e[o)punns at oc spcfngld td fastened to truss TC w//210tl nails � - 2 •
* 4 e▪ pi OSTEj40 Icc2ASNst Standard d
O e.
G0 le. PE10911118 st =
• •
9 : -. •TEO cW W2 c`
▪ •S AC
I 1111p1iint
November 16,2010
-
A wARNING Verify design patamercrt and READ NOTES ON THI]AND INCLUDED MITER REFERENCE PAGE 5111 7473 BEFORE USE. •
Jesign Yaltri only with meet connectors This design b d only parameters shown d i - d sbuilding component
5 tl East Regt
bty ib g p nt rip m r q 1 p ne t g blty f b Id gri g - itruss designer.Bracing s8 en I 50 T o Dnye
45
for lateral support ot individual web Members ly Itemporary e of e 1 stability g construction t h p duy of Moorestown Ni 08057
t Ad l p y structure is the sb ry butane? 9n 099 g 1 ldb tqlity control storage l tiro d b g consult, ANSIf91 O lly Che°, 5889 and BC51 Building Component
slety Information lone from Rot Institute.281 N Lee Street 312•Alexandrior VA 22314 PROM=
, -
I
' Truss Tm98TI79e Qty Ply -b1008304.JAMESTOWN ELEVATION 0
" 14540857
1304 H2E HIP TRUSS, 1 1
- Job Ref erence(titiopall
'Eft-LEE BUILDING COMPONENTS,MOORESVILLE:3.'45158 7 240 satin 182010%Ter Industries.Inc:hue Nov 16.13:38:36 2010'Page.1 -
ID IDu2RvTp7RKU5toduIuAEylcB7 gYI23DS7B1JacgbuAMAa96g2n9sBCJ_p4HVv6uy1c7H
1'-6-12. 548. .10-S-B 18-5-8 26-5-8
_ - 31'6-8 36-11-0•
tE-12' 5<-8 5-1-0 Bd-0 - 8-0-0 S-1'-0 '.5<-9�
Scale=1:64.9
Camber=1/4 in '
5x8=
1.5x4 II 5x8 =
4 5 6 .
L- _fa G]-48-A Cr, 7".
6.00 / -L'\ _ t
3x� \\ �/ 3x4
1-4 '1 4-15 4-13 5-13 fi-13/ 6-11 6B\ H
4x6�� 3-f6 3'�5t / 7-117'7 ]ID ..�� 4�R
�2}l�2zis 14-17 %T.: 1281 -_'9-12 8-m--9 1°.
17 16' 15 18 14 13 12 19 11 10 9
3x4 6x6 = 3x4 = 3% = 3x12 = 3>6 - 3x2= :6x6 = 3x4 I)
•
94-8 105- ] 1858 - 26-5.8_ + -31.6-8 3611-
' 5-0=8 5-1-0 8-0-0 8-0-0 51-0 • 5-4-8
Offsets(%,Y),_[2:0-2-15,0-2-01d4.0-5_8,0-2=4];16'.0-58.0-2a1 -- --
NG.IP1f) SPACING 2-0-0 CSI DEFL in ,(lac) T/deft L/d -PLATES GRIP
200 Plates Increase 1.15 TO_ 071 'Vetl(LL) -0.19`11,13, >999. 240 •MT20. 197/144
10.0 Lumber Increase 1'.15 BC. 0.79 .Vert(TL) -047:!11-13' >932 180
00' ,Rep Stress Ind YES, TW8 0.84 Horz(TL) 0.11 9 n/a n/a
100 •Code IRC200671PI2002 (Matra-Mg weight:163 lb FT=20%
ER. BRACING
HORD...l2 X 4 SPF No.2'Except' TOP CHORD Sheathed or3-5-14 ac radios, except end verticals end 2-0-0 oc pudins(3--10
....2 X 45PF 1650F 1,5E ax.):4-6,
HORD'.2 X 4 SPF No.2 BOTCHORD Rigid ceiling directly applied or 1 043-0 oc bracing.
2 X 4 SPF Stud'Except* ,
4-13b13:2 X 4 SPF Not
fIONSI (Ib/size) 17=1681/0-3-8•(min. 0-2-10).9=1574/Mechanical
Max Horz 17=85(LC 6)
f•
Max Upli17e87(LC 6),9n-33(LC 7) •
85 01X-Max.COMP/Max-Tent.-All forces 250(lb)or less except when shown.
HORD - 2-3=2449/268,3-4=-2362293 4-5=-2567/344;5-6=-2567/344,6-7=-2371/297,%8=82468/278;2(17...81615/266,6-9=-1507/191
HORD 15-16=-164/2122,15-18=952058,;14;18=-95205813-14=-95/2058,12-13=-98/2064-12-19=-98/2064,11-19=98/2064;10-11=-1782146
4-15=0/321,114-13=-97673%5-13%555/O79,6:13u896029,6-11=0/326,2-16=-151/1929,8110=o155(1950 "
glanced roof live(pads have been considered for this design.
1 ASCE 7 05j 90mph TCDL=6.Opsf BCOL 6 0psf 11-25h Cat II;Exp%enclosed',MWFRS(low nse)gable end zone and C C Exterior(2)bone;
lever left and right exposed end vertical left and nght exposed:C-C for members and forces&MWFRS for reactions shown;Lumber DOL=f.IS plate gnp
=1.15 .
ide adequate drainage to prevent water pending.
truss has been designed far a 10.0 psf bottom chord live load nonconccrrent with any other live loads.
truss has been designed for a live load bf 20Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom
d and any other members,with BCDL a 10.0psf.
r to girder(s)for truss to truss connections.
ide mechanical co ction(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)17,9.
truss is designed in accordance with the 2006 International Residential Cade sections R502.11.1 and R802.102 and referenced standard ANSI?PI I.
ti-rigid pilchbreaks with fixed Seals Member end fixity model was used id-the anatysis and design of this truss:
sign ass'umes 4x2(flat onentation)mains at oc spacing indicated fastened to truss TC w/2„10d'natls. t�/
•.ASE(3) Standard `\\N�.uP 1N. Si iq"el,
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blry Id Ig p t rip p ni t f of p 1 p bl ol bbuilding-designer- t ts d esi g B g shown Twosome Drive Gate b5
for lateral pp t f d d I b b only.'Add M1 tt p ryW gfetelly t t the ep Ibllty f the Moo restown,NJ 08057
lectors Atl alp 1b f th t t the ubI1Y h 9nerS 99guidance n ) ,elqu ly Koi l ry ion 8 orslt ANSI/IPI1 G sly Critri DSB Be nd BCSI Building g Component
[ty Inlotmolon voloble m ss Foie Institute,21NLe Street3 t 3i2Alexondn VA22314 - FROM M,• i
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Truss ITmss Type: Ory Ply b1008304'.JAMESTOWN ELEVATION D
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Job 14er erenc toptonalj''
ER-LEE BUILDING COMPONENTS1MOOFE6VILLE.IN.46158 - 7240 s Jun 962010 MRek Industries,Inc. Tue Nov.15133937 MO Page 1
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-1-6-12. 44-8: 8-5-8 15--1-8 '21-9-8 28-5-8 32-6-8 38-11-0'
1-6-12' 4-4-8 4-1-0 { 6-8-0 5-8-0 1 6-8-0 j. 4, :o, I.
4-4-8
Scale.1:65.1
Cambber=1/2 in
3x4 =
5x6 —
= 3x6 =
3x4 7 5x6 =
8 800 12 w Fl. �J Y SO mi 0l t= 7-9 in ,•
1.5 4 7,:i_________ ---
��-g �y/�/// s /// �s 1.5x4
Sxfi G 4.� P/ \\\ / \\9"�2o Iry
3 �s�i°\ 5-17 17 8-15 8-15 .6-13 9213 �0.� 11 x6�
�t/ 41J \ 10-13
2 ,12� \\ � � , C�-12 12
2-16— — w 1436ci x,12-14' ti= Ib
:-0 i) 16. 15 14 13..
3x12 = 3x6= 3x4= 3x6 = bob =
10x10= .3x12=
8.5-8 1 1656 . 3611-0
10.0-0 10-0-0 8-5--8
Bfsets(X Y)_I2'EdgeQO_6-1I,(5_D-3_0,0_2-0I,(9:0-30,0-2-0],112:Edge,t:6 11_
VG.(pit) SPACING 2-0-0 CSI DEFL in (loc) I/deft lid PLATES GRIP
20.0 Plates Increase 1.15 TC 0.84. Vert(LLI -0.2313-15 1999 240 MT20: 197/144
10.0 Lumber Increase' 1(15. BC 095 Ven(TL) -07215-17 >614, 160 ,
0.0 ' Rep Stress Inv' YES WB 044 Hori(TL) 0.18 12 rile rile
10.0 Code.IRC2006/TP12002 (Matrix-M) Weight:157 lb FT=20%
iR BRACING
-ORD' 2 X 4 SPF,NP2 TOP CHORD Sheathed or 2-2-0oc purlins,except
-ORD:2 X 4 SPF No.2 -- - 2-0-0 oc put/ins(3-2-8 maz.j:5-9'
2X48PF Stud BOT CHORD Rigid ceding directly applied or 2-2-0bc bradng. .
E 'Left 2 X 6 SYR 2400F 2.0E 2-6-0,Right2 X 8 SYP 2400F 20E 2-6-0 WEBS T-Brace: 2 X 4 SPF Not-6517,8-13
Fasten(2X) T and I braces t narrow.edge of web
o with 10d(0.131"x3")mile;ein o.c.
. with 31n niinimendend distance..
• Brace must cover 90%of web length.
IONS (1b/size) 12.1475/Mechanical,2=1572/0-3-6 (min.0-2-7)
Max Horz 2=74(LC 6)
Max Uplift 12e 21(LC 7),2=)0(LC 6)
iS ')lb)=Max.Comp./Max.Ten,'-All forces 250(lb)or less except when shown.
iORD '2-3=-320/0 3 4 2255284 4-5=2236/270,5-6=-2000/270.-6-7=-2769/332,7-8=-2769/332,
;8:9-e-2008/274,9-107/246/275,10-11=2274/295 11 12=-34210
10RD 2-17=187/1891;16-17=2272694.15-16=-2272694X14-15=229/2697,13-14=-2292697,.12-13=-199/1914
'5-17=41624 6-1)=-938/142,6-15=0251,8-13=-933/144 9-13=-6/631
danced roof live loads have been considered for this design.
ASCE 7 O5 90mph TOOL=6.Opef;BCDL 60psf:h=25ft;Cat It Exp B;enclosed MVVFRS(low-nee)gable end zone and C-C Exterior(2)zone;
lever left and right exposed;end vertical left and right exposed',C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.15'plate grip
de adequate drainage to prevent water handing-
truss has been designed for a 100 pet bottom chord live load nonconcurrent with any other live loads.'
.truss has been'designed for a live lead of 20.Opef on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
land any other members,
'to girder(s)for ruse to Wes connections.
de mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at toint(s).18 22.
truss Is designed irr accordance'with the 2006 International Residential Code sections R502.11)1 and 8802.10.2 and referenced standard ANSIRPI 1.
lir rigid pitchbreaks with Witd`fixed lieeiC.Member end fixity model was used in 11;6 analysis and des gn of the truss.
rung Addto a penman nt aria Stab llty bracng ffor tm tl stem(nett partofthsc mpon ntidesign).d I is always required: \`\\sly JP 1N flSi./!X
ASE15) Standard :5�Q�_CAQ,tGi• 4-�`•J.
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A WARNING Verify d g parrunerers and EFAO NOTES ON THIS ND IR(LUDEI]MITEK REFERENCE PAGE N111) 73 BEFORE USE. 1
tesigBBalid t ly with Mi k corinelclowThis design boned bosedlonly upon parameters h tl is to individual d lO g component. P B 10 East Region
.PplicOlaility of d g pciromenters oncl proper m t component is responsibility at b Id gd 'g not truss designer.Booing shown 53 T s brave,Suite A5
for I support ot individual 2seb'rnembers ly Addl l temporary b g to hsure Wobilihr d g constnrefion is the p bllty of the P13 MWrstown.-NJ 08057
rector. Addti al permanent 6 g of th lI structure is the po blty of th building d g For l g iance regarding
abocation.Quality 1 storage.delivery, t d b g consult ANSI/PIl Quality Cowie;059 BY and BCSII Building Component
defy tntormafoa rav0lable omTruss Plate Institute.2BI N.'l Street,Suite 312,/hestndn VA22314 pppgpiitl
•
'Tress - Tress Type, '
ON 'Ply 131008304''.JAMESTOWN ELEVATION 0
304 ' J2 Jack-Open Tniss 1 1 1454085.9
i J b Reference(optional)
ER-LEE BUILDING COMPONENTS MOORESVILLE,IN:46158 7 240 s'Jun'.18 2010 MITek lndustn s/Inc:Tue Nov 16 13 38.38 2010 Paged
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ers
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iI 4-6 - !l/4
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VG (psf) SPACING; 2-0-0 051 DEFL n, gob Vde0 L/d PLATES • GRIP'
20.0 Plates Increase 115 TC 0.30 Verl(LL)a 000 6 >999 240 • MT20 197/144
10.0 Lumber Increase 115 BC 0.17 Vert(TL) -0.00 5-6 >999 180
•
0.0 ' Rep Stress Ina VES WB 0.00 HOR(TL) -0.03 2 Ma n/a
100 Code;IRC2006/TPI2002 (Matrix-MI - - Weight'7 lb FT=20%
:R BRACING
LORD,2 X 4 SPF NO2 TOP.CHORD Sheathed or 111-12 oc purlins,'except and verticals.
LOBS 2 X 4 SPF Not ROT CHORD Rigid ceiling Oirectly applied or 10.0-0 oc bracing.
2 X4SPF Stud
IONS Ob/size) 6=88/Mechanical,2==53/Mechanical,5=22/Mechanical ' •
Max Harz 8=56(L06) `
Max Uelit12=;t45(LC 6),5—131LC 6)
Max Gray 6=68(LC 1);2=53(LC 1j;5=40(LC 2) -
15 (lbjg Max.Comp/Mai:Ten.-All forces 250(lb)or less except when shown
1 ASCE 7-05;90mph TCDL>.Opsf;BCDL=60psf,h=255;Catlb Exp R,enclosed',MWFRS 110w nse)gable end zone and C-C Ex( ' (2)zone;cantilever left and right exposed'end vertical left and
exposed,C-C for memders and forces&MWFRS for reactions shown:Lumber Deis-x1.15 plate grip COL=1.15
trUsS has bendasigdnd for a 100 pst bottom chord live load n e t With any other.live loads. •
ss has been designed for a live load of 200psf on tM1 b h chord in all areas where aredadhle 3-6-0 tall by 2.0-0 wide will fit between the bxlom
I and any other members. •
r to girder(s)forlmss to truss connections_
ha mechanical condebtion3by Others')of Voss to bearing plate capable of withstanding 100 lb uplift at1oint(s)25.
truss is ..
nt
a-rigid pitchbreaks with fixed heels'Member end fixhy model was used in the analysis and design of this truss. '
)ASE(S) Standard
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PE10911118
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November 16,2010
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NING Verify design p and READ NOTES ON THIS NO INCLUDED MITEK REFERENCE PAGE MIt 7473 BEFORE USE.
g lid( a ty with Meek. t 1Mttl g based only upon G 1 h and 1 individual building p t III P B ild East Regon
•ppll city of g p t dp p rp t f p' t p br y a b Id gd g not truss tl q & g shown 50 T Dive Su
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•t t Opp n I d d b b ly Additional t p ryb g t e blty'd g construction the p 011ty f the Moorestown.NJ 08057
l (Adt llf sbNS8 tl.Dg guidance ldn �
b t M 1 lstorage dlieryerection d b 9 consult, ANI/111QuotfyCMea DSl89andBCI Building Component
glary Information vaable from Ts Plate Institute,281 N Leetree/Sete 312Aleandria VA 22314. PRRRI
.
Truss Truss Type ON Ply b1008304 JAMESTOVVN ELEVATION D
104'1 J2A (JACK 13' 1 14540860
I. •Job Referenc (pti nal)
1 4LEE BUILDING COMPONENTS,MOORESVILLE,IN•46156 7.240 s Jun'162010 MiTek Industries:Inc.Toe Nov 16 13,8:38 2010 Page 1
10 rnxtoWTNjeZb_IGHnC2EXylc7F-mxtalliTNjeZIr_IGHnC2EXIWazkO4055Yb'0Bnylc7F
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• Scale=1:12.9
6.00 T5 /
---4.--354 0
ji
-
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H 4-5 T
' 1.5x4 II 3x4 =4
2-0-0
2-0-0 •
JO (psf) 'SPACING 2-0-0 CSI ()EFL in :hoc) /dell Lid PLATES GRIP
20.0 Plates Increase M.15 TC 0.22 Vert(LL) -0.00 5, >999 .240 MT20 197/144
100 Lumber Increase 1.15' BC 0.04 Vert(TL) -000. 4-5 >9991 180
Rep Stress lncr YES WB 005 'HOrz(TL) -000' 3 n/a. n/a
100 Code IRC20067PI2002 (Matnx-M) Weight 10 lb FT=20%"
R BRACING
IORD 2 X 4 SPE.NO2 TOP.CHORD. 'Sheathed or2-0-0 oc puriins, except end verticals.
IORD'2 X 45PF No.2 BUT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
2 X4SPFStud
•
IONS r)Ib/size) .5=22410.3_8 (min.0-1-8),4=19/0-3-8 (min.0-1-0),3=7/Mechanical .
'Max Herz 5=77)LC 6)
:Max Uplift 5=-57(L0 6),4=18(LC e);3=-6(LC 7)
•
Max Gras 5,224(LC 1),4=377C 2),3=12(LC 4)
5 (Ib)-Max:Comp/Max.Ten.-All forces 250(lb)or less except when shown.
ASCE 7-05;90mph TCOL=60psf,BCDL,60psf h=2511 Cat II',Exp B;enclosed MWFRS(low nse)gable end zone and C-C Exterior(2)zone cantilever left and right exposed;end vertical left and
sxposetl,C-C for members and forces 8 MWFRS for.react ons"shown;Lumber DOL=1:15 plate gnp DOL-1115
has been designed for a 10.0 psf bottom chord live load nonconcarrent with any other'live loads. ,
russ•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 fit between the bottom
and . other members.
Inmecer(s)for truss to b connections'
rues Is designed in accordance with the Member end Residential Code sections and de 1.1 and R802.10.2 and referenced standard AN51/iPl L.
rigid pitchbreaks wit fixed heels':M mber end fixity model was used in the analysis and design atlas truss.
ASEIS1 Standard,_
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VARYING V h,design parameters and READ NOTES ON THIS kw INCLUDED MITEK REFERENCE PAGEMIIPR3 BEFORE USE.
asign valid Y ty with soak connectors:This design based only upon panomelers shown:6nd is for -individual b Id g component. - P BYIs East Region
pl f d pn twn d p pe om t f component responsibility t b ld gd g fi designer.Bracing shown 50Twosome Stye,Suite iteS
for t eral pp tl
of individual Web members onlyFtdditional t p ry biy bracing f 31 bility d g
construction Ih p bn of
• Moorestown.NJ 0305)
actor/Additional p O rb f t f the s O bIN IP1il rg guidance regarding -
tiwqu n storage: gtre �wANS/ iIQuakily Criteria,' 9349 and B Building oponen t
ay information available from Truss Plate Insitute-2LN L Street, r 312,Alesandr0'VA 22314. FROS0
f
'Truss' Truss-Type Qty 1Py 61008304..JAMESTOWN ELEVATION0
J2B (Jack-OpenTruss 1. 1 14540861
ID'mxloUiT 240 Reference(optional)
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fER-LEE BUILDING CDMPDNENTS]MOORESVILLEIIN 46158 7.240 s Jun 2010 MRek Industries,lot."The Nov 161338:38 2010 Pagel
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1 1-10-9
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6.00 2 2 /
1.524 II �12
1�
1-4
o
_1 4
•
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1.544 II
• 10-9
1-10-9
ING((psf) SPACING 2-00 CSI DEFL in. (loci Udell. 'L/d- PLATES GRIP
20.0 Plates Increase 1115 TC 0.12 Vert(LL) -0.00 4 >999 '240 MT20 197/144
10.0 Lumber Increase 1'.15 BC 007 Ven(TL) -000, 3=4 >999' 180 ..
-Rep Stress Inv YES -WB 0.00 'Horz(TL) -0.00 2 n/a, n/a
900 Code IRC2006/TP12002 (Matrix-M) Weight',5lb FT=20%
ER BRACING
HORD 2 X4 SPF No.2 -TOP CHORD Sheathed or 1-10-9 oc putlns except end verticals. ,
:HORD 2 X4 SPF,NO2 BOT CHORD. Rigid ceing directly applied or 10-0-0ocbraung.
2X4SPFStud
•
•
TIONS i(lb/si}e) 4=69/0-3-8'(min.0-1-8),3=20/Mechanical,2=49/Mechanical
Max Harz 4=38(LC 6)'
, .Max Uplift 2=-270C 6)
.Max Graf 4=69(LC 1),3=33(LC 2),2=49(LC 1)
ES'(lb)-Max-Comp/Max.Ten.-All forces 250(Ib)or less except when shown,
5
d:ASCE 7-05:90mph TCDL=6.0psf BCDL=6.0psf h=25ft Cat II;Exp B:enclosed;MWFRS(low-rise)gable end zone and C-C Extenor(2)zone:ca tilever left and right exposed;end vertical left and
I exposed':C-C for members and forces 8'MWFRS tar.rezctionsshown',Lumber DOL=1.15 plate grip DOL=1H 5.
truss has been designed fora 10.D psi bottom chord live load nonconcunent with any Other live loads. .
is truss has been designed for,a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-B 0 tall by 2-0-0 wide will fit between the bottom
bland any other members. - -
Into girder(s)for Truss to buss connections,
'ride mechanical connection by others)of truss to bearing plate capable of sVithstanding 100 lb uplift at joint(s)2.
truss Is'designed In accordance with the 2006 lntemabonal Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/1BI 1.
ni-rigid ditchbreaks with fixed heels"Member end fixity-model was used in the analysis and design of()al?rues
CASE(S) Standard
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Design id f y with bleb connectors:This design based only upon parameters h and is for d d 1building p t.
55 0 B W ltl S eOnceg,S
it kS 4ppl blty f ti p t d p p p t f p 1 p b ty f b lit gdesigner 1Miss d g Bracing shown I
for lateral pport of individual web membeld only.:Addt l temporary b g t ure t 013y duridg construelbn guidance the p dig f the Mooestdwni NJ 08057
t ! Adgtolitylpermanent
control.storage,d9ery ect overall"ad bracing.the
onslt bItY AN51%80:Goily CMenaF DSBSe and BC511.Building Component
Solely l f rmetien "-available tornl Mote Institute 281 N L Streeia t 312 AI rand p-VA 22314. I PR01NN
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Truss: Truss Type Ow Ply 'b1008304 JAMESTOWN ELEVATION D
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ER-LEE BUILDING COMPONENTS_;MOORE_SVILLE,IN 46.158 Job Referee (0t onag
]240 s gun 1B2016MTek lntlustnes;Inc.Tue Nov 161336.3820111 Paget
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f 2-0-0
2-0-0
NG (psi) SPACING 2-0-0 CSI DEFL In tool .I/deft UO PLATES GRIP
200 Plates Increase'' 1.15 IC 024 Vert(LL) -OD() 5 >999 240 MT20 197/144
100 Lumber Increase 1,15 BC 0.04 Vert(TL) -0.00 ,4-5 >999 180
0 0 ' Rep Stress lncr NO WB 003 Herz(TL) -0 00 3 n/a n/a
10.0 Code'IRC2006/11P12002 (Matrix-M). • Weight:10 lb FT=20 s
ER BRACING'
90RDI'2 X 4 SPF No 2 TOP CHORD Sheathed or 2-0-0 oc punins; except end verticals.
-10RD� 2 X 4 SPF N0.2 OCT CHORD Rigid ceiling directly.applied or 10-0-0 oc bracing.
2 X 4SPE Stud
IONS'' 11b/size) 5=351/0.3.8 (min.0.1-6),4=19/0-3-8:(min.0-1-8),3=7/Mechanical ,
Max Horz 5=77(LC 5)
Max Uplift 5=-143(LC 5)(4=-18(LC 5),3=-6(LC 6)
Max Gray 5=951(LC 1),'4=37(LC 2),3=12(LC 3)
''.5 '9'b)-Max.Comp/Max.Ten:-All forces 250('b)or less except when shown.
I ASCEJ-05 90mph,TCDL-f Opsf,900L-'6 0psf h=25ft:Cat II;Exp B',enclosed MWFRS(low nse)gable end one,cantilever left and ngbl exposed;end vertical left and right exposetl',Lumber
=1.15 plate gnp DOL=1:15 - - - -
trued has been designed for a 10.0 pat bottom chord live load nor-monument with any other live loads.
s 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 fit between the bottom
f and"any other.members. -
rio girder(s)ter trusss to truss connections..
de mechanical connection by others)or truss to beanng plate capable of withstanding 100 lb uplift at joint(s)4,3 except gl=1b)5=143.
truss is designed in accordance with the 2006 International Residential Code sections R502.11 1 and R802.10.2 and referenced standard ANSITTPI 1.,
ngd pitchbreakswth fixed beets Member end fixity model tl l was used in the analysis and design of ihs truss..
ter(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)127 lb down and 86 lb up at 0-1-12 on bottom chord. T he
In/selection of such connection device(s)is the responsibility of others_ - r
:ASEISI Standard .
filar:Lumber Increase=1.15,Plate Increase=1.15-
rimLoads(PIP
Vert 1-2=E0.2-30-60,4-5=-20
entrated Loads('b)
Verb5=-127
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ppl blty f d sg p t _._ d p p incorporation I component l responsibility fbudding d g r t t designer Bracing shown 5007 Drive Suite:5
for lateral support of individual bmembers my'Additional l p ry bracing to insure stability during construction the responsibility of M areslown,NJ 080057 bracing bdl rAdg1 lity permanent 1 I. t ge,d li fry erect II 1 and bracing t9h pot bI Y ANSI/1PII building Coterie,0r5B-89 and BCS11 evading Component �a
olety Information ova ladle Komi ss Plate Institute,261 N.Lee tireetaSute 312.Alexandria,.VA'22314. PR°BURd
Truss Truss Type OW Ply b100B304 JAMESTOWN,.ELEVATION D
304 J3! Jack-Open Truss 1 1 14540863
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R LEE BUILDING COMPONENTS,MOORESVILLE.IN 46158 7240 s Jun 182010 MiTek learner.,Inc Tue Nov 161338092010'Page1
ID:E7RAi2U?Uyh9T8KTrVjHmly:c7E E7Rl N2U?Uyh9T8KTNHmIIfNN3EpsrFmFkZI DyIc7E
-1-6_12 2-7-0
-.. 1.6-12 2-7-0
Scale=1:28.6
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14 12 / /
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Iffsels_(gY)_[4:Edge,p-1-8]
40 (pH) SPACING 2-0-0 CSI OEFL in. '(lac) /deb Lid PLATES GRIP
20.0 Plates Increase 1.15 TC 036 Vert(LL)' 0.00 4-5. >999. 240 MT20 197/144
'100 Lumber Increase 1.15 BC 006 Vert(TL) 1001• 415, 5999' 180
.00 ' Rep Stress lncr- YES WE 0.13 Horz(TL) -0.00 3 'n/a n/a
'100 Code-IRC2006/TPI2002 (Matrix-M) Weight 16 lb FT=20%
IR BRACING
1ORDt 2%4 SPF Not TOP CHORD Sheathed or 270 oc purlins, except end verticals.
LORD- 2 X 4•SPF No.2 SOT-CHORD Rigid ceiling directly aplied or 10-0-0 oc bracing.
2X4SPF Stud • '
IONS (10/size) 535/0-3-8 (min:0-1-8)13=34/Mechanical,4=24/Mechanical
Max Horz 5=200(LC 6)
Max Uplift 3=29(LC 7),4=-126(LC 6) • •
Max Gre75=235(LC 1),3=34(LC 1),4=49(LC 2) - •
S (Ibj'-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
2-4=-4295
''.ASC07-05:90mph'„TCDL=6.0psf;BCDL=6,0psf,T=25ft;Cat.II(Fib BI enclosed:MWFRS(low-nse)gable aid zone and C-C Exterior(2)zone:
ever left and nghl exposed',end vertical left and right exposed',C-C for members and forces 8 M WFRS for reactions shown',Lumber DOL=1.15 plate grip
._ _ ..
Ibis has been designed for a 10.0 psf bottom chord live d nonconcurrent w Ib any other live loads:
truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom'
land any other members. " .. v ' - -'
'.to girder(s)for Iruss to truss connections:
de mechanical co nection(by others)of truss to beanng plate capable of withstanding 100 lb uplift at joint(s)3 except Ht=Ib)4=126.
mss is designed In accordance with the 2006 International Residential Code sections R50211.1 and R802.10.2 and referenced standard ANSI/rPI 1.
. > .t._
ngitl prtchbreaks with fxetl heels)Me ber end fixity model was bsed in the ly santl design of WSS
:ASE(S) Standard
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Spin void for ly th MT k 1 The de g based only upon parametersshown.and is for tl M lbuilding p t.
i SP O IB w ild mEe a eDiri Rag lGon
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rateability f d g p t d p p incorporation 1 component p bility f b ld gd g tl designer Bracing g Magri
tor lateral support of Individual web members only..Additional t p ty bracing 1 stability during construction is the responsibility or the in Moorestown.NJ 08057
1&:Additional p t b g of t th lI structure is the p blty of th building d 9 .For g l g dance regarding
bn 1 quality t storage.delivery. ( and bracing. n= It ANS1/T11 Quality Criteria.DS!69 end BC1l Building C
oponent :mn0.."d
Eery Information available from Truss Plate Institute.281N Lee Street:SUte 312 Alexandria VA 22314. rOYYY
I
Truss (Truss Type OW' Ply b1000304 JAMESTOWN"ELEVATIOND
304 J3A Jack-Open Truss q i
4540864
Job Re/ores ce(optional)
ER-LEE BUILDING COMPONENTS,MOORESVILLE.IN 46158 7.240 s Jun 182010 M Tek Industries,Inc. Tue Nov 1613:38:392010 Page I
Ip E]RA12U7Uyh9T8KTrVjHmlylc7E E7 RAi2UPUyh9T8KTrUHmIIiCNdPptljFmFkZDylc 7E
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. 1-6-12' 2-10-8
Scale=1:15.1
5x6 /
,�
6.00 112
/ S
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insets()C] '12 03-0,0_l:21 - -
4G (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP
.200 Plates Increase. .1.15' TC 0.18 Verl(LL( -0.00 6 >999 240 MT20 197/144
10.0 Lumber Increase' 1.15 BC 0.05 Vert(TL) -000 5-8 >999. 180
00 ' Rep Stress Intl: YES WB 000 H_orz(TL(- -0 00. 2 n/a n/a
10.0 Code'IRC20061TP12002 (Matrix-M) Weight 4JIb FT=20%
!R BRACING
LORD'2 X 4 SPF N62 TOP CHORD Sheathed or 2-10-8 cc purling.
1ORD. 2 X 4 SPF Not BOT CHORD Rigid ceiling directly applied or 10:0-0 oc bracing.
'Left 2 X 8SYP 2400F 2.0E 2-6-0
IONS-(Ib/siie) 4=61/Mecfanical @=232/0-3-8 (min.0-1-B),5=25/Mechanical '
Max Hors 2=77(LC 6). - ,
Max Uplift 4>-28(LC 8),2—47(LC 6) •
Max Gray 4=61(LC 1),2=2321LC 1If 5=42(LC 2)
S (Ib)-Max.Comp/Max:Ten.-All forces 250(lb)or less except-when shown.
ASCE 7.05;90mph;'TCDL=6.0psf,BCDL=6.01isf'h=25ft:Cat.II;'.Exp B',enclosed;MWFRS(low nee)gable end zone and C-C Extenor(2)zone'
ever left and right exposed end vedcal left and right exposed;C-0 for members and forces for reactions shown',Lumber DOL=1.15 plate grip
-1115
Muss has s been designed for a 10 0 poi bottom 20 chord on the load bottom chOrdir al with any erer live tangs.
-
andsnyster desbeetl for a tide(pad of 20 Opsf on tM1e bonom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fl between trio bonom,
and any other members
-to 9lechan)for connection to to(by connections.
de mechanical di nection(by others)of truss to beenpg plate capable of withstanding 10011 uplift et joint(s)4(6:
mass is designed in accordance with the 2006 International tsity Residesedii Cbde sections and de 1.1.and 8802.10.2 and referenced standard ANSI/TPI,i.
i-ngid pitchbreaks with fixed heels"Member end fixity model was used In the analysis and design of this truss •
:ASE(S) Standard
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November 16;2010
WARNING Verify design paranneters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mtl 71]3 BEFORE USE. • '
esign yard l ly with Mi eo connectors:This design based only upon parameters n and is for indivichiral building p t.
- ® 5P 0 T p_Itl East Region
pal b ly f d g p t d p p P to of p t p ally- fbuntline d g t1 d.9 Bracing shown p 4-e Su
ite 05
for t pal of individual Web metltbers dilly)Additional l teMporatlibracing t sl bl ty
9d g l t guidance the p bll'ry f the ® Moorestown,NJ 08057 bracing of
b t Adpt Ihy p f storage.d t ery f l itbcture is
d b the cansull bl V ANSI/TPIt building Crferla,050 89 general BCSII Building Component O
afety tnloimufton available from truss Plate Insitute:261N Lee Street.Stite 312 Alexandra VA 22314 .PBOSulid
'Tt_ss !Truss Type 06 Ply b1006304 JAMESTOVJN ELEVATION D
304 J38 Jack=Open Truss 1 1 • 14540865
- J bR feielie (pt na0
'R-LEE BUILDING COMPONENTS;MOGRESVILLE.IN.46158 7240 s Jun102010 VITek Industries,Inc Tue Nov15 13:38-38 2010 Page 1
ID:E]RAi2U?Uyh9T8KTrVHmly1c]E E]RAi2U?Uyh9T8KTNHmIIjAN41ptgFrtiPkZjDylc]E
5-15
2-515. I
Scale=1:141
6.00 2 3 6
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„Tees 4
1 Iffi r,
of ( LI 4-6
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IG (psf) .SPACING 2-0-0 051 DEFL in (leo) I/des Lid PLATES GRIP
20.0 Plates Increase 1.15 TC 0.12 Vert(LL), :0.00. 6 >999, 240 MT20•- 197/144
100 Lumber Increase 1.15 BC 0.03 -Vert(TL) -0.00 5-6 >999 18D
Rep Stress Inc/ YES WB 0.00 'Horz(TL) -0.00 2 n/a• n/a • 1
t00. Code,IRC2006/TPI2002 (Matrix-M) Weight]lb FT>20Y
R BRACING '
TORO :2 X 4 SPF.Not. TOP CHORD Sheathed or 2-5-15 oc pudin ' xcept end verticals. -
lORD- 2X 4 SPF No.2 BOT CHORD Rigid ceiling S recfiy applied 1000.IX bracing.
2 X4SPFStile -
•
IONS All bearings Mechanical.
(Ib),: Max Harz 6=55(LC;1);1=-55(LC 1)
Max Uplift All uplift 100 lb or less at joint(s)1,2 , •
Max Gras All reactions 250 lb or less at oint(s)6;1 2,5
5 (Ibj'-Max/COmpiMax.Ten:-All forces 250(lb)or less except when shown.
ASCE 7 05;90mph;TOOL=6.Opef;BCOL 6 Opsp h=25ft Cat II Exp B',enclosed;M WFRS(low rise)gable end zone and C-C Eater or(2)zone;cantilever.left and right exposed;end vertical left and
posed formembers and forces&MVJFRS for t ons shown Lumber COL=1.15 plate grip COL=I.15
russ has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads: -
truss has been designed for a live load of 20 Opsf on the bottom chord in alt areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
end air bluer members. - _.. -. -
to girder(s)for truss to truss connections.
Se mechanical connection(by others)of Puss to bearing plate capable of withstanding 100lb uplift at joint(s)1,2,
Standard bearing condition: Review required.' - - -
ruiststftersigned in accordance with the 2006 International Residential Code sections 8502.11.1 and 8802.102 and referenced standard ANSI/TPI 1.
rgid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
btween inside of top chord bearing end first diagonal or vertical web shall not exceed 0.500in.
ASE(S) standard '
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g valid t only th MiT k ct Th design loosed ly.upon parameters h d 1 Ind d l b Itl' g p t � SP T B ds E Dt riRveeg.iBon i
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e dS oi bIy f d g p a s dp p rP 1 of component responsibility f b Id gdesigner t t d g Booing shown
for late support of Individual web e b only-Additional temporary b g t est bltytl g construction the po bllty of the Moorestown/NJ 08057
t Ad perrnane of structure 1vbl ty the ia r9 I
b t quality t storage: n and bracing." onll ANSI/Ml Quality Criteria,OSB-89 and BCSIBuilding Component
dety Information available from Truss Plate Institute,281 N-1 teet.Suite 312 AIe,andnoVA22314. UlppaUnd
Truss • lames Type OR Pry 1)1008304 JAMESTOVVN ELEVATION D
3o4 J3C IJack-Opdn Thies 1 1 14540866
- Jab Reference(pl pel)
ER-LEE BUILDING COMPONENTS MOORESVILLE,IN'46156 7240 s Jun 182010 MiTek Industnes,Incffue Hoe 16 13:38-33 2010:Page I
ID:E]RAi2U?Uyh9T8KTr\Hmlylc7E-E]RAJ2U?Uyh9T8KTrV HmII iCN4pptgFmFkZ Dylc]E
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1-6-12 2-5-15
• Scale=-1:14.1
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i
6.00 12 i
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Pasts)X,Y]._ 12:0.2-12,0-161 -—
IG (psf) SPACING 2-0-0 CSI DEFL in (loci I/deft Lid PLATES' GRIP
'20.0 Plates Increase 1'15 TC 0.18 Vert(LL) -000 '9. >999 240 MT20' 197/144
10.0 Lumberincrease 1115 BC 003 Vert(TL) -0.00 9 >999 180
Rep Stress lncr YES IMB ODD Honz(TL) 0.00' 2 n/a n/a
10.0 Code.AC2006/TP12002 (Matnx-M) Weight:16 lb FT=20%
R BRACING
1ORD 2 X 4 SPF No(2 'TOP CHORD iSheathed or 2-5-15 oh purlins.
IORD 2 X 4 SPF NO.2 BOT:CHORO Rigid ceiling directly applied or 10-0-0 oc bracing.
Left 2 X8 SYP 2400F 2.0E 2-6-0
IONS ((I1)/size) '2=219/0-3-8 (mid.0-1-8),3=54/Mechanical,6=17/Mechanical
7 Max Hinz 2=72(LC 61
.,Max Uplift 2=47(LC 6).3=-28(LC 6)
;Max Gray 2=219(LC 1),'3=54(LC 1),6=39(LC 2)
S (lb)-Max.Comp./Max.Ten.-All farces 250(lb)or less except when shown.
ASCE-7-05;90mpM1,TCDL 6.0psf,BCOL=6.Opsn;h=2511 Cat.II:Exp B;enclosed;MWFRS(low rise)gable end zone and C-C Extenor(2)zone,,
ever left and right exposed',end vertical lett and right e posegC-C for members and forces 8.MWFRS for react ons shown','LOtuber DOL=1.15 plate gnp
1.15
mss has been designed fora 10.0 psf bottom chord live load nonconcuTent wit any other live loads.
truss has been designed, for a live load of 20.0psf do the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom
and any,other members. - '
to girder(s)tor truss to truss connections.
1e mechanical connection by others)of Missy()bearing plate capable of withstanding 100 lb uplift at joint(s),7 3. •
is designed in accordance with the 2006 Intematio al Residential Code sections R502.11.1 and RB02.102 and referenced standard ANSI/TPI I.
russ rigid pitchbreaks with fixed heels"Member end fixity model was used is the analysts and design of this truss.
ASE(S) Standard.
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•
II n i 111t1j1y
• November 16;2010
•
l WARNING V h debtor p d READ NOTES ON.THIS AND INCLUDED MITER REFERENCE PAGE M1111 e73 BEFORE USE.
g t e ry th Wee connectors.This design n based only,upon parameters h and is for tl d l b Id g
- component.
Pros Id-E t Regan
plc blty f dpp t d p p incorporation f p t responsibility f bbuild od g ttruss d g a . o shown P, 50T 0 Drive,Su
i
te es
I Infarct ppo t of individual web b only AdtltO ltemporary b g t Moorestown?NJ 08057
ackeibedditional permanent
available ctiongl.stogd9cn and� esut IPI1Qlit ,eria DOB-89 and BC511 Building Component
oe . Wbo ae, s�lereio nd1 LeA onl - 312 Ala 2n ld
•
•
Truss •Truss Type City) Ply _b1008304 JAMESTOWN ELEVATION D
304 J3Di Jack-Open Truss 1 1 14540867'
Job Reference(opt cna)
ER-LEE BUILDING COMPONENTS.MOORESVILLE,IN 46158 7.240 s Jun 18 2010 MRek Industries,Inc"TUe Nov 16 13:38 J0 2010 Pagel i
ID)JIV VOVdFFpD5IVIPCE WJyylc7D)J3 VVOVdFFp05IvtPCFWJygtynLmYK30'+VT7Ff8IC7D,
) -1E_12 2 15-15
IE-12 2-5-15
.Scale=1:19:1
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re 2
2:3
CI I
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5x12 11 5
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lffsets(%Y)h_(2'_038,Edge)
NG (pel) SPACING 2-0-0 CSI DEFL',,, in (Ion) Udell Ltd PLATES" GRIP
20.0 Plates Increase ,1,15 TC 0,18 Ved(LL) -0.O1. 5-8 >999 240 MT20 197/144
100 Lumber Increase 1.15 BC 0.30 Ved(TL) -0.01 5-8' >999 180
00 ' Rep Stress lncr YES. WE 0.00 Horz(TL) -0.01 2 Na n/a -
10�0 Code IRC2006/TPI2002 (Matrix-M) Weight:16 lb FT=20%
ER. BRACING
1ORD:°2 X4 SPF NO2 TOP CHORD Sheathed or 2-5-15 oc purlins.
/ORD '2 X4 SPF No 2 BOT CHORD. RlgidCeiling directly applied o r 10-0.0 oc bracing,
t .Lett 2 X 6 SYP 2400F 2.0E 2-6-0 .
IONS (lb/size) 2=219/-3-8'i(min.0-1-B),5=72/Mechanical
Mai Horz 2=68(LC 6)
Max Upllfl 2>-47(LC 6p,,5=-35(LC 7)
IS (lb)'_Max.Comp/Max:Ten.-All forces 250(Ib)'or,less except when shown. •
10RD 2-3=-254/211
':ASCE 705',90mph;:TOOL=60psf,BCOL=6 Opsf,it 2Slt Cat.III'Exp B;enclosed;MWFRS(low(rise(gable end zone and C-C Exterior(2)zone,
lever left and right exposed;end vertical left'and tight e p sed.0-C for members and forces&MWFRS for reactidns shown Lumber DOL=1115 plate grip
=1;15
truss Ries been designed fora 10.0 psf bottom chord live load nonconcurrenl with any,other live loads.
ii tririi 14as been'designed fora live load of 20.0psf on the bottom chord In all areaewbeie a recjangle'3-6-0 tall by 2-0-0 wide will fit between the bottom
1 and any other members.
do girders)for truss to truss connections.
de chanical co ton(by others)of trims to bearing plate capable ofwithstanding 100 lb uplift at joint(s)6;5
hiss is designed in accordance with the 2006 International Residential Code sections R502.11,1 and R802102 and referenced standard ANSI/I-PI 1.
p
gid itchbreaks mils fixed heels Member end fixity model was used in the analysis an'design of this truss.
IASE(S) Standard
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-
g valid for N with Mik t This design is based only p parameters h and e for individual building dg p t PBild East Region
ruplicablty of d g derameniers end d p p rp 1 1 component is responsibility of t b ld g d g t truss designer.Bracing shown . ® 50 T Drive Suite 95
I t supped t individual web members only',Add l altemporary g t e 1 blvd g construction the responsibility f the • � Moorestown,NJ 08057
Additional p tbracing fP all structure the responsibility f th building designer For g l9 dance regarding
b 1 quality control.storage,d f r/.erection and bracing.consult ANSI/7II Quarity Criteria,OSa 89 and BCSII Building Component e..;'d
afety Information available from Truss Plate Institute,281 N.lee StreeLS to 312.Alexandd 0/12231a_ OY
•
Truss 'Truss Type Oiy Ply 111008304,JAMESTOWN"ELEVATIOND
304' J3E (Jack Open Truss 1 1
4540868
Job Referent (pYnaO
R-LEE BUILDING COMPONENTS,MOORESVILLE,IN:46158 7240 s Jun 182010 M,Tek lndustn jlnc.Toe NOV 161E3E402010'Pege1
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I
1-6-12 2-5-15
Scale=1:14:1
4
. 3
.6.00 12 // \j\r6
/// ✓ N
4
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LV,
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5x12 II 5
I - 2-5-15
2-5-_15
Iffsets acy);_2:0-3-8,Edge1
NG hesf) SPACING 2-0-0 CSI DEFL in (too) I/deft L/d. PLATES 'GRIP
20.0 Plates Increase 1.15 -TC' 0.18 -Vert(LL) 001 5-8 P999 240 MT20 197/144
10.0 Lumber Increase' 1.15 BC 0.30 Vert(TL) -0.91' :5-8 n.9S9' 100.
0.0 ' Rep Stress lncr YES W6 0.00: Horz(TL) -0.01 2 -n/a. n/a.
100 Code'IRG2006/TP12002 (Mathx-M) Weight 16 lb FT=20%
SR. BRACING
1ORD. 2 X 4 SPF No.2 TOP CHORD Sheathed or 2-5-15oc pudins.
1OR0 2 X 4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 100-0 oc bracing.
t ,Left 2 X 8 SYP 2400F 2.0E 2-6-0
IONS: flb/size) 2=219/0-3-8 (min.0'-1-8V-5=72/Mechanical
Max Harz 2.68(LC 6) .
Max Uplift 2=-47(LC 6),5-35(LC 7) -
S Oh),-Max.Comp./Max.Ten.-All forces 250(Mt or less except when shown.
10RD' 2-3=-254/211
--ASCE 7-05;90mph;TCDL=6.Opst,BCDL=6.0pst h=25ft,Cat il',Exp 3:enclosed;MWFRS(tow-rise)gable end zone and C-C Exterior(2)zone:
lever left and right exposed;end verical left and right exposed:C-C for members and forces 8 MWFRS for reactions shown;Lumber.DOL=1.15 plate grip
=1.15 _. - _ _
truss has been designed for a 10.0 psi bottom chord live load nonconcorrent with any other live loads..
truss has been d signed for a live load of 20 Ops1 on the bottom chord in'all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
fang any other members.
In girder(s)for.truss to truss connections:
de mechanical Connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6;5;'
truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIRPI 1. • '
Ii-rigid pilchbreaks with fixed heels"Member end fixity model was used in the analysis and design-of this truss.
:ASEIS) Standard
.Ap *,,,t, TEgFO 9�j'��
PE109L1116
TE OF t.R..
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November 16,2010
WARNING-nen&design parameters d REM)NOTES ON TUTS AND INCLUDED MITES REFERENCE PAGE M1111-7173 BEFORE USE.
iesign Wild( ty tfMT k coonectots.-Thb ciebign it based only Upon p t h d l d tl ldr g p t P el ld E tRiegion
ppl blly ftl 9 p t d p p rp- t f p - 1 p blty.ofhurtling designer t t d g B gshown
50T Drive Suite et
t t support r d d web b ly Adtl1 I f p ry b g t re t c ity designer.d 9 general t 1 guidance th p blfty of �� Moorestown.NJ 08057
b t
rector.-cdditchal
rty p t I t I ge-d l of m taut d b 9 on ull bltY ANSI/Pill Quality GBerd Or51.89 and BCI uilE regarding Component Ip.�
alety IOmrmman 'available from10n Plate Institute,281 N.Lee Streelt.SOte 312Alepdri ,VA 22314. ' PRRRURd
Truss Truss Type Qty Ply b10083051 JAMESTOWN SELEVATION D
304' J3F (Jack-Open Truss 2 1 14540869
8 - J b Referenp l Pt nip
ER LEE BUILDING COMPONENTS,MOORESVILLE,IN•46158 7240 s Jun 182010 MiTek Indesm s,Inc.Toe Nov 16.123840 2010 Pagel
• ID JJPYvOVdFFp051v1PCFWJywI c7D-jJ7YVOVdFFp051vfPCF WJygrVnOPYK30'PVT7FryIc7D
, j- -1642__ 25-9_1-642 2-5-9
•Scale=1:14.0
------
3
600 12
• 3x4 II
13 / -
1 - b
5,_ j i n
. /
4-5 /\
® 4
5 1.504 II
-
F 2-5-9
VG (ps0) SPACING 2-0-0 CSI DEFL in (lac) I/deft Lid :PLATES GRIP
20.0 Plates Increase 1.15 TO 0.28 Vert(LL) -0.00 4-5 >999 240 MT20 197/144
10.0 Lumberincrease 1.15 BC 0.07 Vert(TL) -0.00 '4-5 >999 150
0.0 Rep Stress Incr YES WE 0.00 Horz(TL) -000' 3 Ma n/a
100 r Code IRC2006/TP12002 (Matrix-MI . Weight:9 lb FT=20%
iR BRACING
1ORD ;2 X 4 SPF Na.2 TOP CHORD Sheathed or 259 cc punins except end verticals.
lORD.'2 Xa 5PF NO.2 BOT CHORD Rigid ceiling directly applietl or 1000 oc bracing..
2 X 4 5PF Stud
1ONSr (lb/size) 5=231N-3.8.(mink0-1-8),3=38/Mechanical,'4=13/Mechanical- ,
Man Harz 5=84(LC 6)
Max Uplift 5=-53(LC 6),3=-21(LC6) '
Max Gray 5=231)LC 1),3=38(LC 1),4=391LC 21 •
S (lb)',-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
ASCE.7-05:908)ph TCOL=6 Opsf,BCDL 6 Opef,h=2511 Cat II Exp B.enclosed',MWFRS(tow nse)gable end zone and C-C Extenor(2)zone;cantilever left and right exposed;and vertical left and ..
exacinedC-C for members and forces B MWFRS for ce c1. ns shown Lumber DOL=1 a5 plate grip DOL=1'.15
truss has been designed for a 10.0 pat bottom chord live load noncondurrent with any other live loads.
s truss has been designed for a live load of 20 0pst on the bottom chore in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
I and any other members. - - - • - - •
to g rder(s)for t truss connections.
de mechanical connection(by others)60 truss to bearing plate capable of withstanding 100 lb uplift at joint(S)5,3.
truss is designed In accordance with the 2006 International Residential Code sections R502.14.1 and R802.102 and referenced standard ANSI/I-PI 1.
ii-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and des gn of this Musa.
:ASE(S( Standard
```\ s-1N!(SHg2i•
• :..A. .QtG\STFq"e':yV
PE109111'18 1. =
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111111111.
• November 16,2010
® WARNING Venfy deign paraineters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII]P3 BEFORE USE.
esign valid f H with MT k connectEre This design based only upon poramenashown.and is tor an individual enicang component. SPT Buid E Des glSOun i
Ile KS Malleability fdesign P t - dP P rP t t P bI iy fb ld gd 9 t1 d '9 Wooing shown
for lateral pp rt of individual web members only,:AgditionOltempororY ry b g tdinwre sl biliN duririg construction the p bllty I the
Moorestown.NJ 08057
rector-Additional p 9 responsibility 1 n 8 eidin MI
b t q1y control, 1 age-0 delivery; ton ddb g ANSI/1P1Quality Ceteae 0B 9 anti BCS1 Betiding Component
mety mmtmufan :saveable from Truss Plate insltute:26IN Lee sreeS h 312 Alexandria'VA 22314. PRp SURO
Truss (Tmss Type OH Pry I b1008304,JAMESTOWM ELEVATION D
04 J3G ,Jack-Open Truss 2 1 14540870
Job Reference(optional)
R•LEE BUILDING COMPONENTS;MOORESVILLE,IN 46158 7.240 s Jun 182010 MiTek Industries;Inc. Tue Nov 16.13'.38:402010 Page I
IOjJ?Yv0VdFFp051vfPCFWJyylc 7D-jJ?YVOWIFFp051WPCF WJydrenPfYK30?vT7Fylc7D
F -1-6-12 1 2-0_7
1E-12 2-0-7
Scale=1:13 0'
3 4�1/
6.00 r3 /
3x4 II
2
t-4
o /��
o
/ S7
\/ 6 r.1
/r\
IX
7 1.5x4 I) 5
• 2-0-7 I
2-0-7
ING (pet SPACING 2-0-0 CSI 4)EFL in (IOC) Odef Lid PLATES GRIP
20.0 Plates Increase 1.15 TC 0.27 Vert(LL) 0.00 7 >999 240 - MT20 1971144
10.0 Lumber Increase. 1.15 BC 005. Veh(TL) -000. 7 >999. 180
00 ' Rep Stress Inv YES WB 0.00 Horz(Tl) -0.00 3 Na Na
. 100 Code IRC200E/TP12002 (Matrix-MI . Weight:8 lb FT=20%
OR BRACING
1HORD 2 X 4 SPF No 2 TOP CHORD Sheathed or 2-0-7 od Wtlins, except end verticals.
:HORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bradng..
1 2 X 4 SPE Stud
:TONS' (Iblsize) 7=22214•6 (min.0-1-8),3=19/Mechanical,6=9/Mechanical •
Max Hon 7s78(LC 6)
'Max Uplift 7=:55(LC 6),3=-16(LC 7)
•
Max Gray7=222(LC 1),3=19(LC 1),6=36(LC 2) •
;E5 (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown.
IS •
rid:ASCE 7-05;90mph;TCDL=6.Opal.BCDL=6.0psf:h=2511 Cat.II;Exp 8;enclosed;MWFRS(low-nse)gable end zone and C-C Extenor(2)zone;Cantilever left and nghl exposed:end vertical left and
m evposed,C--C for members and forces&MWFRS for reactions shown;Lumber DOL=1.15 plate gdp DOL=1:15
is truss has been designed_fore 10.0 psi bottom chord live load nonconctreent with any other live loads. •
his truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 1811 by 2-0-0 wide will ft between the bottom
Ord and any other members.
for to gilder(s)for buss to buss connections.
oxide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,3.
is buss is designed in accordance with the 2006lntemational Residential Code sections R502111.1 and R802.10.2 and referenced standard ANSVTPI 1,
emi-ngid pitchbreaks with fixed heels"Member end fixity model was usec in the analysis and design of this truss.
D CASEIS) Standard
it :1OSTEy . 9,�.N O••
PE10911118 =
•'• •TE OF 1 t
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November 16,2010
1
I, r
M WARNING.-Venfy desigri gasometers and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII 7473 BEFORE USE.
Design valid fa N with Milk canneetag this design Is b sed only upon parameteo shown shoWn and- an d C lbuilding P t. Prague'-East Region
dAloglicablity of design paramenters and proper incorporallon of component is resgonsibaily of buiding designer not truss designer.Bracing shown 50 Twosome Drive,Suite#5
far lateral upp n of individual web members only,.Additional t p w bracing l ;nsu t billy during c trp ! the p idiry of the r Moorestown,NJ 08057
hector.Addilio l pbr g l thoverall t clu the responsibility at the building Quality Fo general 9 guidance
Safety Information control.lable from Russ P ate Institute.281 H:L egStconsult
eet,5 Suite 312 Alexandria;VA 22314. 051-89 ad BCSII Beading Component FROM
I
Truss Truss Type Dry ply b)008304 JAMESTOWN ELEVATION 0
)4 J31-I Jack-Open Truss 2 p 14540871
Jab Reference(optona0
1•LEE BUILDING COMPONENTS,MOORESVILLE,IN 46158 7.240 s Jun 1B 2010 MRek Industries,Inc.Tue Nov 16 13:30:41 2010 Page 1
ID:BWZx7j jRUrywmlrAylc7C-BWZx7jWFOZMjRUrywm.rANOKP.IulknJYEZDgo6ylc7C
-18:12 I 2-0j 2-0-7 I ' •
1b-12 2-0-7
Scale=1:13.0
3 4
600 r "1�,
• 3x4 II / /
/_4
R.
J5-]
/Cl 6
V
7 1.5x4 II 5
I 2:0:7
2-0-7
IG IPSO SPACING 2-0-0 CSI DEFL in (lac) vdefl Ltd PLATES GRIP
20.0 Pietas Increase 1.15 TO 027 Ven(LL) 000 7 >999 240 MT20 197/144
10.0 Lumber increase 1.15 BC 0.05 Vert(TL) -0.00 7 >999 180
00• Rep Stress lncr YES WE 000 Horz(TL) :0.00 3 Na n/a
10.0' Code (RG200E/TP12002 (Matrix-MI Weight.8 lb FT=20%
R BRACING
IORD 2 X 4 SPF No 2 TOP CHORD Sheathed or 2-0-7 oc pudlns, except end verticals,
IORD 2 X 4 SPF No.2, BOT CHORD Rigid ceiling directly applied ar 10-0-0 oc bracing.
2 X4SPF Stud
IONS gb/size) 7=222/0-38 (min.0-1-8),3=19'Mechanlcal,6=9/Mechanical •
Max Mom 7=78(LC 6)
Max Uplift 7=-55(LC 6),3=-16(LC 7)
Max Gras 7=222(LC 1)13=19(LC 1).8=36(LC 2) •
S (10)=May Camp/Max.Ten.-All forces 250(lb)or less except when shown.
I.ASCE 7-05;90mph;TCDL=B.Opsr BCDL=6.Upst,h=255;Cat.II;Exp B;enclosed:MVJFRS(low-rise)gable end zone and C-C Exterior(2)zone;cantilever left and nght exposed;end vertical left and
exposed-C-C for members and forces 0 MWFRS for reactant shown;Lumber DOL=1.15 plate gnp DOL=1.15
truss has been designed for a 10.0 psf bottom chord live l d nonconcurrent with any other live loads.
i truss has been designed for a live toad of 20.Opef on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
I end any other members.
'to girder(s)for miss to truss connections.
be mechanical connection by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,3.
Suss is designed in accordance with the 2006 International Residential Code sections R502.11.I and R802.10.2 and referenced standard ANSI/TPI 1.
iFrigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of Nis truss. .
)ASE(S) Standard
•
O0‘0111111/1//1/4, 'i
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PE10911118
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November 16,2010
11 WARNING-Voids.design parameters and READ NOTES ON 71115 AND INCLUDED MITER REFERENCE PAGE 3411 7973 BEFORE USE
esign valid i only with Mask connectors.Las design is based only upon parameters h0 and Mr an iridiva ual building c P L ILI! 5P 0 T B mEaOtl deg5nu
te 85 ppka bbty t d sg pa ters d proper corpor 1 1 component t p blity I b 9d g designer-not buss designer:Bracing shown
fa bleial support el individual web mernben only.Additional t p ry bracing l slbiryggd during general construction the ep9 bikly of the 'Moorestown.NJ 08057 the 1 Additional permanent ge.d g tithe r lbn and bracing.i consult responsibility ANt51%Pn Quality Criteria,For E 9 and95CSofl Building Component ssp�of
otety Infwmatlon control, from Truss Plate Insltute281N Lee treet Suite 312 Alexandio,VA 22314. FROM M
•
•
•
•
•
Twos miss Type Oty ' Ply b1008304 JAMESTOWN ELEVATION D
)4 J31- Jack-Open Truss 1 1 14540872
(
Jab Reference Monona!)
1-LEE BUILDING COMPONENTS,MOORESVILLE,IN 46158 7240 s Jun 18 2010 MRek Industries;Inc Tue Nov 16.143441 2010 Page 1
ID:B WZx7iiWFOZxIjRUrywmlrAylc7C-BN2x7j WFOZ#jRUrywmIrAN_FAcoHnJYEZDgn6yIC7C
2-9-3
2-2-8 2-9-3
Scale=1:12.7
3
4.24 12
•
3x4 II
2
-3
-z
4-5 ►
4
fv
5
2x4 II
2:9-3 1
2-9-3
G (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdell Lid PLATES GRIP
20,0 Plates Increase 1.15 TC 0.40 Vert(LL) 000 4-5 '999 240 MT20 197/144
10.0 Limbeilnvease 1.15 BC 0.11 'Vert(TL) 0.00 4-5 >999 180
00^ Rep Stress Ina YES WB 0.00 Horz(TL) -001 3 Na Na
10.0 Code IRC2006/TPI2002 (Matrix-M) Weight:10 lb FT=20%
BRACING
ORD 2 X 4 SPF No.2 . TOPCHORD Sheathed or 2-9-3 cc purins, except end verticals.
ORD 12X4 SPF No.2 BOT CHORD Rigid ceiling directly appled or 10-0-0 cm bracing,
2 X4SPF Stud
DNS (10/size) 5=309/0.4-9 (min.0-1-8).3=30/Mechanical,a=8/Mechanical
Max Horz 5=76(LC 67
Max Uplift 5==100(LC 4),3=-13)LC 7)
Max Gray 5=309(LC I),3=30(LC I1:4=42(LC 21
i (lb) Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown.
ORD 2-5=-265/163
ASCE 7-05;90mph;TCDL=6.0psf;BCDL=6.Opsf;h=25ft;Cat III Exp B:enclosed;MWFRS Ilow-nse)gable end zone and C-C Exterior(2)zone;
Iver Leh and right exposed:end vertical left and Fight exposed;C-C for members and forces&MWFRS far Medians shown;Lumber DOL=1.15 plate gnp
1.15 jj
use has been designed for a 10.0 pat bottom chord live load nonccncurrent with any other live loads.
truss has been designed for a I've lead of 20 Opal on the bottom chord Mill areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
and any other members.
to girder(s)for truss to truss connections.
6 mechanical connection by others)of Miss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,
ass is designed in accordance with the 2006 International Residential Code sections R502.11,1 and R802.10.2 and referenced standard ANSI/TPI 1.
ngitl pilchbreaks with fixed heels"Member end fixity model was used in the analysis and design of This Miss.
ASE(S) Standard
\``\JP 1N. S qy /.,
Ay P•G\STE%jFO.9�/
PE10911.118
•
'�• ATE OF r+•ky'
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November 16,2010
1 WARNING Vent/d g paramerers and READ NOTES ON Ti HIS AOD INCLUDED MITER REFERENCE PAGE MII 473 BEFORE USE,
oign yard for e only With Mack connectorsylhis design based only upon parameters M1 and h for individual b ild g component. PraBuild East Region
pl cablty of dsign pa paramenters and p p c p at I comporent h responsibility of building designer-nor f designer.Sradng shovm 50 T me Drive,-Suite#5
or lateral support of individual web members bnlyr Addilbhal temporary b g l esi bllyg9 during general nsf I " Ih responsibility f the
Moorestown,NJ 08057
option.quoltylce�Ltage.de cry ectin structuie consult responsibility ANSI/TPII10uaily Wade,For nd guidance Building Companelu
lady Information available from Puss Plate Institute 281 N.Lee Street.Suite 312.Alexandria.VA 22314. PBOSIIId
Truss. 'Truss Type. cty 'Pry. b1008304:JAMESTOWN ELEVATION
14" J5 Jack Open Truss: 2 1 14540873
J b R faience(optional):
LLEE BUILDING COMPONENTS;MOORESVILLE,IN 46158 7240 s Jun 182010 MYk Indus tries,Inc. Tue Nw 16.1336412010'Page 11
ID:B WZZ7jWF0ZxIjRUlywrnlrAyIc7C=B WZX7JWFOZxtIRUrywmlrANzUAIBHnJYEZDgn8y1c7C
-1-6-12 4-10-0 {
1-6-12 4-10-0
Scale=1:19.8
•
600 12
of 3 /
2x4 II
i l
z i
I
5 4
3x6 11
• 4-10:0
4-10-0
3 (psi) SPACING 2-0-0 CSI DEFL n .jloct I/dell' lid PLATES GRIP,
20.0 Plates Increase 1:15 T0. 045 Vet(LL) 0.03 4-5 >999' 240 MT20 197/144
10.0 Lumber Increase 1.15 SC b23 Vert(TL) -006 4-5 >957" 180 ..
00:7 Rep Stress lncr YES' WB 0.00 .Horz(TL) -0.03 3 n/a n/a.
10.0 Code IRC2006/TPI2002 (Matrix-M) Weight.14 lb FT=20%
BRACING
)R0;.2 X 4 SPF NO2 TOP CHORD Sheathed or 4-10-0 oc purins, except end verticals.
3RD' 2 X 4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 odbractng.
2 X 4 SPF Stud
•
)N5' (lb/size) 5306/0-3-S-(min_0-1-8),3=118/Mechanical 4=48/Mechanical
Max Hoe 5=120(LC 6)
Max Upllfi5=46(LC 6),3=54(LC 6)
Max Grey 5=306(LC 1),3=118(LC I t.4=86(LC 2) .
•
(Ib)'-_Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
lRD 2-5=-262/l36'
•
iSCE 7-05;90mpd,TCDL=6.0paf;BCOL=6 bpst.h=2511.Cat.II:Exp Bj enclosed',MWFRS(I nse)gable end cane and C-C Exterior(2)zone;
icr left and right exposed;end vertical left and right exposed,C-Cfor members and forces B MWFRS for reactions shown:Lumber DOL=1.15 plate grip-
.15
_tat has-been designed for a 100 psf bottom chord live load nonconcurrent with any other live loads.
russ has been designed for a live load of 200psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
Ind any other members.
a girder(s)for 4russ td truss connections.
mechanical d in accordance ancothers)of truss to bearing plate capable of Code sections 100 lb i I and at joint(s)5.3:
iss is designed in accordance with the 2006 International Residential Code sections and design 1.1and P602
truss. and referenced standard ANSIRPI 1.
lgid pitchbreaks with Axed heels"Member end fixity model was used in the analysis and de of this truss.
iSE(S) Standard
•
•
1/4.•�G\STEq�O. �'.
PE10911116
'a S • .E OF I7
romMa
November 16,2010
•
Id WARNING Peng:design pgameter6 and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII 7473 BEFORE USE. _
g vold ld f onlyyvith MEWL connectorb This design booed only upon paranneted shonvn,and fi for d tl l building component.. �� 5P 0 Y ld.m Otn R iS
i(e p5 II blY ftl g p I d pr p incorporation 1 component 1 p b y Tb Id gd g not truss designer.Bracing h wn
lateral pp not individual web"r membed Only.,AddPonol t p or.bracing f fool ty gdg during 9tract We rip n bigty f the • Moorestown.NJ 08057
t t Additional gquality permanent bracing d r of the t n structure d b the np lr b lfy ANSI/PII Clualify CMnndf05B-89 gudance BuidingL regarding of the
eM lormation available from Truss Plate Institute;281 N Lee Street.suit 312 AI xandria:VA 22314 PRQ81111d'
Truss Truss Type - Cry Ply b1008304 JAMESTOWN ELEVATION D
4 25A Jack CloseE Truss 3 1
4540874
Job Reference(optional)
LEE BUILDING COM_PONENTS,MOORESVILLE;IN 46158 7.240 s Jun.19 2010 MiTek Industries,i c.Tue Nov1613 1X38•42 2010::Page:I
ID:fi6JK3N Jnt4jKb22WdH ONylc]B__f6J)43Wun14jKb22WEH_ONw4ea1MODPhTDyEKYylc7B•I -1E-121 I— 4}5-9 -
146-12 4-5-9 .
'Scale=1:18.9
.
3x12 II /
600112
//
//
3-4
"' 1.5x4 --
2 /
%I 4
5 3x6 II
:5x4 H
1 4-5-9 I.
4-5-9
ets(X,Y)' I3'9A3,Edge] _.- -
(pst) SPACING 2-0-0 CSI DEFL in. (IOc) I/deft lid PLATES GRIP
20.0 Plateslncrease 1.15 • TO 073 Vert(LL) --0.03 4-5 >999 240 MT20 197/144.
10.0' Lumber Increase 1'15 BC 0.29 Vert(TL), –0.05 4-5 >999 180
00 •. Rep Stress Inv YES WB. 0.07 Hor2(TL) -0.00 4 n/a n/a
100, Code IRC2006/TP12002 (Matrix-M) Weighe 17-lb FT=20%
BRACING
RD 2X 4'SPF.NO2- TOP CHORD Sheathed or 4-5-9oc pudine-except end verticals.
RD 2 X 4 SPE No.2) BOT CHORD Rigidceilingdrectly applied br100-Q on bracing. •
2 X 4 SPF Stud- •
•
V5 (10/size) 4=146/Mechanical,5=290/08b (min.0-1-B)
Max Horz 5=88(LC 5)
'Max Uplift 4=19(LC 6),5=-63(LC 6). •
(lb).Max.Comp./Max..Ten.-All forces 250(lb)or loss except when shown.
SCE 7-05;90mph TODL=6.Opsf,BCD: 6.0psf,,h=2591 Cat II:Exp B;enclosed',MWERS,(tow-nse)gable'end zone and C-C Exterior(2)zone cantilever.left and right exposed 1 end'vertiral left and
losed',C-C for members and forces X M WFRS for reactions shown:Lumber DOL=1115 plate grip DOL=1'.15 '
is has been designed for a 10.0 psf bottom chord live load concurrent with any other,live loads:
rd has been designed for a live load of 20 Opal ohltie bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
1d any other muss to tf
girder(s)for truss to truss connections.
mechanical connection by others)of truss to bearing plate capable of withstanding ction 100 lb uplift at jo502 14,5,
Is Is designed withfirilance with the 2006 International Resdental Code sec ohs Rnd desI 1 and this truss.
0.2 and referenced standard ANSIRPI I.
aid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
SE(S) Standard
in11
∎N - Ns � i�
\ GS7Fij .A. /te•.-cne 0%I PE109111'18 ? =
• -
97% STAT, it'2 S...:_,LGV��yyy/f))Illllf :it--i
5
November 16,2010
WARNING Venn clesIgn p d READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11.411,7473 BEFORE USE.
gn mad f nN With Mile connectorOihis d 9 based only p p t h and is for or an indniolualbuilaieg corttpotieni. ® S5OT BItl E-DriR v gSu
lt
e H5 blry f d 9 W t dp p m 1 f component responsibility f b ld gd g - tt d g Bracing shown
lateral s ppod of d d 1 b b only Add f 1temporary bracing f stability 9 f' t the p b11f f the � Moorestown.NJ 08057'
f Additional permanent storage.) li f p �)m9 building designer.For general guidcince
tRIly control, tl ry tonontlb g ILAN /IPI1Quality CMdD5889 and EC511 Building Component
•
ty tInformation available from Truss Plate titute.:281N Leeso-eersuite 312.Alexandria.VA 22314. . PRRBuild
Truss Truss Type' ON. Ply b1008304.JAMESTOWN ELEVATION D
• J5B Jack-Open Truss 1 1 14540875
LEE BUILDING COMPONENTS.MOORESVILLE.IN 46158 .1
46158 '9
1240 Jun 182010 Muck lntlus(riez,Inc 4ue NOV 16 13 38 42 2010 Paget
ID:fi6JK3Wunt4jKb22 WdHONylc7B-fi6JK3 Wunt4jKb22WdH_ONweca3HoEZhT0yEKVylc7B'
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. 4-5-8
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Fir6.00 12 /�/ .
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° 1-4 .
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(pst) SPACING 2-0.0 CS1 -DEFL in (lee) Jldefl Lid PLATES GRIP
20.0 Plates Increase 1.15 • TC 0.49 Vert(LL) -D.01 3-4 >999 240 MT20 1971144
100 Lumber1Increase 1,15 BC 0,17 Ved(TL) -002 3-4 >999 180
Od t Rep Stress Inc 'YES WS 0.00 Horz(TL) -0.00 2 Na Na
100 Code IRC2006ITP12002 (Matrix-M) Weight:12 lb FT=20%
•
BRACING:
ED 12 X 4 SPF No.2 TOP CHORD sheathed o 4-5-8 dc pudins. except end verticals.
10 1,2 X4SEE Not BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
•2 X4 SPF Stud •
JS All bearings Mechanical,. '
b)- Max Harz 4=216(LC 1),1=216)LC 1)'
Max Uplift All uplift 100 lb or less at pant(s)2,1
Max Gray�All reactions 250 ILifor less at joints)4;2,3„1
110)-Max.Comp./Max_Ten,-All forces 250(lb)or less except when shown. '
SCE 7-05 90mph,TOOL=6.Opsk BCDL 6.Opsf,hp25tt,Cal II Exp B',erclosed',MWFRS(law rise)gable end zone and CC Exterior(2)zone cantilever left and right exposed•end vertical left and
osed CC for members and forces IS MWFRS for reactions shown,Lumber,DOL=1.15 plate gnp OOL=1(15
has been designed for a 100pst bottom chord live load nonconcanenlwth any other live loads '
Ns has been'designed for a live load of 20.Opsf on the bottom chord'dell areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom'
id anyotner members, •
girders)for truss to truss connections.
mechanical connectton(by others)))ot'Muss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,11:
ndard bearing condition Review required _ .
is designed in accordance with the 2006 International Residential Code sections R50211.1.and R802.10.2 and referenced standard ANSIITPI 1,
)dpthbeaks.with fixed heels"Member end thirty• model used in the''a alys sand deign-of this truss.
seed-inside of fop chord bearing and Mat d agonal or vertical web shill not exceed 0.500in.
;EIS)'Standard
'' 1N(gS 2jI%•
PE1091.1118 =
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November 16,2010
1
WARNING years:gehfan liar anisters)abi READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PACE hill 7473 BEFORE USE
on lid f Iywlth MT k connectors This design 6 based only upon parameters h wn and is for d' d l building component ProBuild East R gon
licablitybd d gn paromenters and d p p P t of cornponeM fs responsibility of b ld g d 9 not buss g Racing Mown 50T Onve;571e#5
lateral support I individual b m b only Addl Ite p ry b g t esldbllytl o c I cl the responsibility I the 'Moorestown;NJ 0805]
tor Additional pe t b g f th lI structure rs the p ibl ty al th buildtng designer'Fe r general e racial-alma M
cation q I t 1 g Tr ry ry Ion 2 bracing, cut A Criteria'D g 9 on BCSII Building Component Duality
NI f gan available from Plate f Institute.z5 l N Lee vat s. 312 Alesan draTVA 22314
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1-LEE BUILDING COMPONENTS;MOORESVILLE, s Jun ie IN 46150 7.240 s Jun IB 2010 Milek Industries,Inc. Tile Nov 1613]8:42 2010 Page I
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• 1-6-12 4-5-8
Scala=1:18.9
. 3
600 12 /
rb
n 3x4 II d
tb
QI / /
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45
5
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I— 4-5-8
I
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INS (pall SPACING 2-0-0 CSI DEFL. in (loc) I/dell Lid PLATES GRIP
200 Plates Increase 1.15 TC 0.39 Vek(LL) -0.02 4-5 0999 240 MT20 197/144
10.0 Lumber Increase 1.15 BC 0.19 Ven(TL) -004 4-5 >999 180
0.0 ' Rep Stress!nor YES We 0.00 Herz(TL) -0.02 3 n/a n/a
10.0 Code IRC2006/TPI2002 (Matrix-M) Weight:14 lb FT=20%
ER BRACING
:HORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-5-8 oc pilots, except end verticals.
,FIORD 2 X 4 SPF NO 2 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bradng. .
2 X4SPF Stud
ITIONS (lb/size) 5=293/0-3-8 (min,0-1-8),3=106/Mechanical,4=43/Mechanical
Max Harz 5-114(LC 6)
Max Uplift 5=-46(LC 6),3=-49(LC 6)
Max Gray 5=293(LC 1),3=106(LC 1),4=79(LC 2)
:ES (1b)-Max.Como/Max.Ten.-All forces 250(lb)or less except when shown.
HORD 2-5=-251/131
:S
ed:ASCE 7-05;90mph1 TCDL=6.0pst BCOL=6.0psf,,h=25ft;Cat.II;Exp B:enclosed;M WFRS(low-rise]gable end zone and C-C Exterior(2)zone;
Iiilever left and ngm exposed:end vertical left and nght exposed;C-C for members and forces 8.MWFRS for reactions shown;Lumber DOL=1.15 plate grip •
)L=1.15
s truss has been designed for a 10.0 psf bottom chord live load nonconcsrrent with any other live loads.
his truss has been designed for a live load of 20.0pef on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
ird and any othenmembers.
Ter to girders)for buss to truss connections.
wide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)5,3.
is truss i9 designed in accordance with/tie 2006 International Residential Code sections R502.11.1 and R802.10 2 and referenced standard ANSVTPI 1:
emi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
9 CASE(S) Standard '
..�`��`" a IN 11SA,yAX /A'.
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November 16,2010
A WARNING 1 Verily design d READ NOTES ON THIS AND INCLUDEI)MITER REFERENCE PAGE MII 473 BEFORE USE.
Design lid
y with k c Thb dmign bleared P parameters b dR tor p individual banding p 1.
Bultl-East Region
Applicability of'design P en 1 rs d proper rp I npa responsibility ptTerming designer o1 truss tl cp Bracing shown tj S 0 Twosome Drive Suite i
te aS
is for lateral support dolweb members only.Additional temporab cog to insure slbllyd gconstruction slh reponsbi f the Moorestown,NJ 08057
Additional perm bracing structure o b11Y WTap aat genag81 gg
I brit t quality control toage delivery.erection and br cing,consult ANA/ IIDulity designer. 0580=and C1 Building Component
Safely Information
avalable from Truss Plate Institute,281N.Lee Street.Suite 312 Alexandria.VA 2231 4 PRORoild
•
Truss Truss Type Oty Ply b1008304 JAMESTOWN ELEVATION D
)08304 JSD (Truss
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INTER-LEE BUILDING COMPONENTS,MOORESVILLE,IN 46158 7.240 s Jun It 2010 MiTek Industries,Inc.Tue Nov 16 13.38.42 2010 Page I
ID':66JK3Wunt4jKb22 WdH_ONylC7B-e6JK3Wunl4jKb22 WdH_ONwAEa3 WDEZhTDyEKYylc7B
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Scale=1:17.9
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OADING Ips° SPACING 2-0-0 CSI 'DEFL in (loc) Udell Lk PLATES, GRIP
CLL 20.0 Plates Increase. 1.15 TC 0.32 Ven(LL) -0.01 .6-7 >999 240 MT20 197/144
COL 10.0 Lumber Increase 1.15 BC 0.16 Veit(TL) .002 6-7 >999 180
ICLL 0.0 ' Rep Stress lncr YES WS 0.00 HOri(TL) -0.02 3 Na Na
ICOL 10.0 Code IRC2006/TPI2002 (Matnx-M) Weight:13 lb El=20%
.UMBE • BRACING
'OP CHORD .2 X 4 SPF No 2 TOP CHORD Sheathed or 4.0-9oc audios;except end verticals.
IOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc braong.
VEBS 2 X 4 SPF Stud''
(EACTIONS (Ib/size) 7=2768L3.9 (min.0.1-8),3=94/Mechanical,6=40/Mechanical .
Mai Horz 7=109(LC 6)
Max Uplift 7=-46(LC 6),3=-46(LC 6)
Max Grav 7=276(LC I),3=94(LC 1),6=76(LC 2) •
:ORCES Ob)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
VOTES
H Wind:ASCE 7-05;90mph:TCDL=6.Opsf,BCDL=6,0pst h=25ft,Cat.II:Exp BI enclosed:MWFRS(low-rise)gable end zone and C-C Exteno02j zone;cantilever left and right exposed'end vertical left and
right etposed',C-C for members and forces 8 WAVERS for reactions shown;Lumber DOL=1.15 plate grip DOL=1,15
()This truss has been designed for a 10.0 psf bottom chord live load norcananent with any other live loads. •
3)'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 fit between the bottom
dlord and any other members.
4f Refer to girder(e)for,,truss to truss connections.
5)Provide mechanical connection(by others)of buss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,3.
5)This truss is designed in accordance with the 20061ntemationat Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/FPI 1.
71"Semi-rigid pitchbreeks with fwed heels"Member end batty model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
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11'2
Design valid for se only with Miiek connectors.ihr design 4 based only upon aerometers hown and is for dvd l touRdsng component. ProBUnd East Region
Applicability of design poramenlers and p p orP ro f c p t is responsibility of b ltl ct designer-not t designer.B g shown. 50 Twosome Drive State a5
S for lateral support of individual web mernbers O y Additional temporary br g to insure stablity.during construction general is the p9 011ity f the Moorestown NJ 08057 bracing
fabrication.ri q 11y control.st permanent g del Iry the erection structure cngh pot bdlry ANSI/1Itt Larking arty CQdedaf DSB.a ad tern minding Component D
Safety rniarmallon available from Truss Plate I Mute:281 N.Lee Street,Suite 312.Alexandra VA 22314. much id
Truss 'Truss Type' City Pry b1008304'JAMESTOWN".ELEVATION D
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tRTER.LEE BUILDING COMPONENTS.MOCRESruLLE,IN 46150 72405 Jun 102010MiekIndustries,Inc.Tue NOV 16 13:38:43 2010 Page 1
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CLL ,20.0 .Plates Increase 1:15 TC 0.32' Ven(LL) —0.01 6-7 >999 200 MT20 197/144
:DL '100 Lumber Increase 1.15 BC 0.16 Ven(TL) -002 6-7 '>999 180 .
CLL 0.0 - Rep Stress Incr. YES• WB 0.00 Horz(TL). -0.02: 3 n/a n/a
CDL .100 Code IRC2006/TPI2002 (Matz-MI Weight 13 lb FT=20%
UMBER. BRACING
OP CHORD 2 X 45PE No.2 _ TOP CHORD Sheathed or 4-0-7oc pudins.except end verticals.
,OT CHORD 2 X 45PF No.2 OCT CHORD Rigid ceiling directly applied or 10-0-0 on bracing.
/EBB 2X4SPF Stud -
IEACTIONS (lb/size) 7=276/03-8 (min.0-1-0),3=94/Mechanical,6=40/Mechanical
Max Mom 7=109(LC 6) .
Max Uplift 7=-46(LC 6),3=-46(LC 6)
Max'Grav 7=276(LC 1),3=94(LC 1),6=76(LC 2) •
ORCES'. (lb)-Max.Comp./Max.Ten.-All forces 250(10)or less except when shown.
IDTES
I)W)nd'.ASCE7-05 90mph;TOOL=E0psf BCDL=60psf h=2511',Cat.II',Exp B.enclosed,MWFRS(low-rise)gable end zone and C-C Extenor(2)zone;cantilever left and right exposed:end vertical left and
right exposed;C-C for members and forces 8 MWFRS for reacions shown:Lumber DOL=1:15 plate grip DOL=1.15
1)This truss has been designed fora 10.0 psf bottom lord live load nonconcurrentwith any other live loads.
I)•This Voss 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 It between the bottom
chord and any other members.
I)Refer io`girder(s)for toss to truss connections, '
i)Provide mechanical connection(by others)of muss to bearing plate capable of withstanding 100 lb uplift at Edna)7:3.
i)This Voss is designed in accordance with the 2006 International Residential Code sedans R502.11:1 and R802.10 2 and referenced standard ANSI/TPI 1.
t)"Sent-hold pitchbreeks with fixed heels"Member and fixity model was used In the analysis and design of this truss.
.OAO CASE(S) Standard
JP 1IIINSA. qf '.
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Design licit I k rt in design based only upon parameters no and for EIAdnn component. 50 os e Region
Applicability tp 0 p nen t rip p i of component responsibility f b ii' Otl 0 n to designer.Bracing mown So Twosome C Jv
45
is for r lot al l I amid b members ty Additional t temporary bracing stability during t 1 is th responsibility of the Moorestown.NJ 0 8057
B t tent permanent n t ct ger n bury aldesige99-09 n9dueq regarding bracing of
fabrication.quality control,storage,tl l eN cl d bracing.consult ANSI/TPI1 Duality Catro,OSg ad tCS11 Building Component
Safety Information availble born Truss Plate 281 N Lee Street Suite 3t2.Alexondno VA 22314, FROWN
Truss ITmss Type Dry Ply f b1008304'JAMESTOWN ELEVATION D
)08304 J5F (Jack-Open Truss 1 1
14540079
Job_Reference(optional)
iRTER-LEE BUILDING COMPONENTS,MOORESVILLE,IN 46158 7.240 s Jun 182010 MSek Industries,Inc. Tue Nov 161338:43 2010 Page 1
ID 9ughXGX VJXACeyidE4LODxbylc7A-7ughXPXWXACaytdEPLODxbSLV RLlhpghtigsy1C7A
I -2-2-3 2-7-3
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let e_OMSels.(X,Y):_(2.0-8-5,Edge)
DADING (ps0 SPACING 2-0-0 CSI DEFL in (loc) Well ad PLATES GRIP
DLL 200 Plates Increase 1.15 TC 0.36 Vert(LL) 0.00 B '999 240 MT20 197/144
CDL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) 000 8 >999 190
DLL 00 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 Na Na
COL '100 Cade IRC2006/TPI2002 (Matrix-MI Weight 17 lb FT=20%
UMBER ,BRACING
OP CHORD 2 X 4 SPF No 2 TOP CHORD Sheathed or 2-7-3 oc purlins.
OT CHORD 2 X 4 SPF NO2 ROT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
LIDER Left 2 X 8 SYP 2400F 2.0E 2-8-0
•
EACTIONS (lb/size) 5=8/Mechanical.3=39/Mechanical,2=291/0-2.5(min.0-1-8)
Max Horxi2=83(LC 4)
Max Uplift 3=-12(LC 7),2=90(LC 4) •
Max Gravv7=31(LC 2),3=397C 1),2=291)LC 1)
ORCES (lb).Max.Comp/Max.Ten.-All forces 250(lb)or leas except when shown.
IOTES
L W1nd;ASCE 7-05;90mph',.TCDL=6Opsl',.BCDL=6.Opst..h=25ft;Cat.II,Exp B;enclosed;MWFRS(Immense)gable end zone and C-C Extenor(2)zone;
cantilever left and right exposed;end vertical left and right exposed',C-C for members and forces&MWFRS for reactions shown:Lumber.DOL=1.15 plate gdp •
DOL=1115
j This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads.
I)'This Wss has been designed for a live load of 20Opsi on the bottom chord in all areas where a rectangle 3-6-0 all by 2-0-0 wide will tit between the bottom
chord and any other members.
I Refer to girder(s)for suss to truss connections.
}Provide mechanical connection(by others)of truss to bearing plate atjont(s)2.
0 Provide mechanical connection(by others(of truss to bearing plate capable of wthstanding 100 lb uplift at joint(s)7 6.
)This truss is designed in accordance with he 2006 International Residential Code sections R502.11.1 and R502.10.2 and referenced standard ANSI/TPI 1.
If'Sembigid pitchbreaks with bred heels'Member end fixity model was used in the analysis and design of this truss.
'.CAD CASE(S) Standard
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November 16,2010
l
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.Design yard o pherc t This tlg based only parameters h dlf budding P I.
ProBuild East Re,SO
baty of tl po fo nt op a n rp 1 I component g n tbuilding ri g individual-not Puss designer.Bracing SO Two Drive,Su
a
e#5
a for lateral pp I of d Itl web b only. y b otosur stability during construction the r e 'd 'ly of Ibe Moorestown.NJ D 00A
erector. erection V n seea s' e, s b0ry desi or gner. guidance regarding N
fabrication,q Iry control,storage,delivery, and bracing.consult of the Quality CM 0584?and BC511 Beading Coponent
Safety Information avollable from Truss Plate lolltute22BI NI Lee Sheet.Suite 312.Alexandra VA 22314, pe02 uild
Truss Truss Type Oy Ply b1008304 JAMESTOVJN ELEVATION 0
008304 J5G' !JACK-CLOSED TRUSS 1 0 14540880
' Job Reference(optionag
1RTER-LEE BUILDING COMPONENTS,MOORESVILLE,IN:46158 7.240 s'Jun 182010 MITek Industnes,Inc_Tue Nov 1613:36432010 Pagel
I D:Sc9SmM7hP 17gaAw_w2j),MdyloAH-7ughX P%VJl(AGayldE4LODxbSMx_OPIhHghtinsyIc7A
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9. 2-7
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3x4 =
I— 2.5-8 I -5'9 I
2-5A 2-0-1
late Offsets(X,V)_13!0-50 0-2-0)
DADING (pat) SPACING 2-0-0 CSI ['EFL in (loc) well Lid PLATES GRIP
CLL 200 Plates Increase 1.15 TC 0.26 Von(LL) -0.00 6 >999 240 MT20 197/144
CDL `10.0 Lumber Increase 1,15 BC 0.11 Ven(TL) -0.01 6 '>999 160
CLL 00 ' Rep Stress Ina NO WE 0.03 Horz(TL 000 5 Na Na •
CDL 100 Code IRC2006/TP12002 (Matrix-MS Weight.20 lb FT=20%
UMBER BRACING
OP CHORD 2 X 4 SPE No.2 'TOP CHORD Sheathed or 4-5-9 oc pudins, except end verticals,and 2-0-0 Sc pudins'3.4.
OT CHORD 2 X 4 SPF Not BOT CHORD Rigid ceiling directly applied or 10.0-0oc bracing.
lEBS 2 X4 SPF Stud • - JOINTS 1 Brace at Jt4s):4 -
![ACTIONS (lb/size) 7=300/010 (min.0-1-8),5=160/Mechanical
Max Hors 7=71(LC 4)
Max Uplift 7=-80)LC 5),5=-35(LC 4) •
ORCES (lb)-Max.Comp./Max.Ten.-All forces 250)lb)Or less except when shown.
OP CHORD 2.7=-253/96
IOTES
)Wind.ASCE 7-05;gOniph:TCDL=6.0psb BCOL=6Opsf;h=25X',Cat.II:Exp B;enclosed',MWFRS(low-rise)gable end zone:cantilever left and ngM exposed;
end vertical left and right exposed;Lumber DOL=1.15 plate grip DOL=1,15
)Provide adequate drainage to prevent water pnding:'
i)This truss has been designed for t0 0 pat bottom chord live load nonconcurrent with any other live loads.
7'This truss has been designed for a live bad of 20.Ops1 on the bottom chord in all areas where a rectangle 3B0 tall by 2-0-0 wide will fit between be bosom
chord and a members.
any other memb
i)Refer to girder(s)for;truss to truss connections.
i)Provide mechanical connection by others)of truss to bearing plate capable of withstanding.100 lb uplift at joint(s)7,5. •
)This buss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R602.10.2 and referenced standard ANSI/TP(1.
I) Semi-rigid pilchbreaks with Mesh n ls'Member ends fixity model was used in the analysis arid d design this truss.
I)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-lad nak.
0) Hangers)or other connection device(s)shall be provided suficient to suppon concentrated load(s)12 lb down and 2710 up at 2-5-8 on top chord,and 29 lb
down and 15 lb up at 2-5-8 bin bottom chord The'das,Omselection of such connection device(s)is the responsibility of others, .
1)In the LOAD CASE(S)section.loads applied to the face of the suss are noted as front(F)or back(B). .
.OADCASE(S) Standard
),Regular Lumber Inciease=1.15,Plate Increase=1:15
'Uniform Loads(plf)
Vert:1.2=-80:2-3=-60,3.4=-60'5-7=.20' \ \_\�BIIIII IfSys-.
Concentrated Loads(lb) ‘\\tlp P N. 7io,�
Vert'.3=5(F)6=.29(F) • \\
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November 16,2010
1
A WARNING Venfy d gn parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1 7473 BEFORE USE
Design valid for e only with MTek cOnnectors.Th design based only ripon parameters h d e for d' tl l bukling component r ProB,i Id-Feel Region
Applicability of design pd fe d p p arp t f p t responsibility t b Id gd g t t tl 9 :0 ing shown 50 Twosome Drive,Suite vs
S for lateral pporl f d d web b only Addl l temporary m Bto stability designer.d ring general h t guidance is the responsibility of the Moorestown NJ O8057 the erector.
f b ti Additional
lily p tol,sb g delivery,try erection I structure d bracnge responsibility II ANSIRPI150 ally Critria,oft - f and BC511 Bild IngC regarding pppOppp.... A�a
Solely Information available from Truss Plate Inslitute.281 N.Lee Sheet,Su to 312:Ale ndria,VA 22314, 'RIYOMIld
Truss Truss Type' Oty Ply b1008304.JAMESTOWN ELEVATION 0
)08304 JSGA. (JACK-CLOSED TRUSS 1 1 10540681.
• Job Reference(optional)
RTER-LEE BUILDING COMPONENTS,MOORESVILLE.IN 48158 • 7.240 s Jun 18 2010 Whet Induslnes,Inc.Tue Nov 16.13'.38 44 2010 Page.1
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1812 2-5-9 A• 24)4) 1
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4x 31
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Pr 2 \
ry
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' 1.5x4 II 354 =
1 2-5.9 I 4)5:9
2-5:9 2:0-0
late Offsets(X V): 130-5-0,0-2-0) -
DADING (psg SPACING 2-0-0 CSI DEFL in (lac) Odee Got PLATES GRIP
CLL. 200 Plates Increase 1.15 TC 024 Ved(LL) 4).01 6 -'>999 240 MT20 197/144
CDL '10.0 Lumber Increase 115 BC 026 Vert(TL) -0.05 8-7 e999 ISO
CLL 0.0 ' Rep Stress Inc/ NO WS 0.05 Hoa(TL) -000 5 Na n/a
CDL 100 Code IRC2006/TP12002 (MMnx-M) Weight.20 lb FT=20%
UMBER BRACING
OP CHORD 2 X4 SPF No.2 TOP CHORD Sheathed or 4-5-9 oc purlins. except end verticals,and 2-0-0«purlins:3-4.
OT CHORD 2 X 4 SPF No.2 BOY CHORD Rigid ceiling directly applied or 660 oc bracing.
lEBS. 2 X 4 SPF Stud • - JOINTS 1 Brace at Jt(s):4
IEACT1ONS (Iblsize) 5=160/Mechanical.7=300/0-34 (min.0-1-B)
Max Horz 7>59(LC 4)
Max Uplift 5=34(LC 4);7=82(LC 5) •
ORCES (lb)-Max.Comp/Max.Ten..All fames 250(Ib)or less except when shown.
IOTES
)Unbalanced root live loads have been considered for this design.
Wnd:ASCE 7.05;90mph,TCDL=6 Opal;BCOL=6.Opsi h=25a,Cahn;Exp B;enclosed;M WFRS(low-rise)gable end zone cantilever left and right exposed,end vertical left and nght exposed,Lumber
1)DOL=1.15 plate gnp DOL=115 .
J Provide adequate drainage to prevent water(winding,
I)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads:
i)•This buss has been designed for a live load of 20.Opsi on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0-0 wide will 8t between the bottom •
-chord and any othei'members.
I)Refer to girder(s)for buss to buss connections:
7 Provide mechanical connection(by others)of buss to bearing plate capable of withstanding 100lb uplift at joint(s)5,7.-
I)This buss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.1132 and referenced standard ANSI/1111.
1)"Semirigid pilchbreaks with bred heels'Member end surly model was used in the analysis and design of this Muss,
10) Design assumes 4x2(flat orientation)purling at oc spacing indicated,fastened to buss TC w/2-10d nails.
11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)12 lb down and 27 lb up at 2-5.9 on top chord,and 29 lb
down:and 15 lb up at 2-59 on bottom chord. The deslgNSeleetion at such connection device(s)is the responsibisty of others.
12)i In the LOAD CASE(S)section,loads applied i0 the face of the truss are noted as from(F)or back(B).
.OADCASEIS( Standard
I)Regular.Lumber Increase=1.15,Plate Increase=1.15•
Unilam Loads(plt) -
Content Vert 6029(0)3>5(01 s]=20 ``NXN`_wJP 1N 11 sty i�eif•
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t.2 Design valid lot only with k connectors. design based only upon n po t shown.and is for iindividual ding component.in9 Co
50 Region
Appi bily pp g p i en t tip p l'to rp t n I component responsibility building tl g t1 st designer. c g Twosome Drive,Sure n
e pS
in for lateral support I dd web th Additional temporary br imere g g construction is the oon b 'y of the Moorestown,NJ 0 8057
erector.Additional P r B f th Moral t r t the s bdt ry f th b iugtl esg e i general B aiding
lab- norquality control.storage,tr Pry erection bracing; It AA Duality D58-89 and BC 511 BUIding Component
Salary lnlorm vllon' available from truss Plate lnsitule 28i N.Lee Street,Suite 312.Aievon dro VA 22314. PRnBn"tl
Truss Truss Typo Oy Pb b1008304 JAMESTOWN ELEVATION D
108304 J7 MONO TRUSS 13 1 14540882
Job Reference(optional)
IRTER-LEE BUILDING COMPONENTS,MOORESVILLE,IN 46158 7.240 5 Jun 18 2010 MiTek Industries,Inc.Tue Nov.16.13:38:44 2010'Page 1,
ID:b5E311Y81UKRavC Od2JSTOylc79-b5E311YBIUKRavCOd2JSTo?T OiOU83 WXRKORy1c79
L_____ _1. 6-5_8 _
146-12 6-5-8
1.5x4 11 Scale=,1:25.9
Camber=118 in
ri
4
J
6 00
x6
Si
v 3 1-4 4.5
2 / 2-3
II I 2-5 L
I IX
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I
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late OXSets(X,Y)'._[2:0-3-B,Edge].
JADING(poll SPACING ' 2-0-0 C51 DEFL in (loc) Udefl lid PLATES GRIP
CLL 200 Plates Increase 1.15 TC 0.52 Ven(LL) 0.11 5-B >710 240 MT20 1971144
CDL 10.0 Lumber Increase 1.15 BC 0.38 Ven(TL) -0.19 5-8 >392 180
CLL 00 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.07 2 Na Ma
CDL 100 Code IRC2006/TP12002 IMalnx-M) Weight::30 lb FT=20%
LIMBER BRACING
OP CHORD 2 X 4 SPF,No 2 TOP CHORD Sheathed orb-0-0 do pudins,:except end verticals.
DT CHORD 2 X 4 SPF NO2 SOT CHORD Rigid ceiling Eirectly applied of 10-0-0oc bracing.
FEES 2X4SPF Stud •
LIDER Left 2 X B SYP 2400F 2.0E 2-6-0
EACTIONS (lb/size) 2=358)-3-8 (min.0-I-e):5=24110-3-8 (min.0-1-8)
Max Hors 2=119(LC 5) - •
Max Uplift 2=-58(LC 6).5=-34(LC 6)
ORCES ,(1b)-Max.Comp IMax.Ten.-All forces 250(lb)or less except when shown.
OP CHORD 2-3=-304)
OYES'
I Wnd:ASCE 7-05;90mph;TCDL=6.Opsf,BCDL=60psf h=25ft:Cat.II;Lap B;enclosed:MWFRS(low-rise)gable end zone and C-C Exterior(2)zone;
cantilever left and right exposed:end vertical left and right exposed,C-C for members and forces 8 M WFRS for reactions shown;Lumber DOL=1.15 plate gnp
DOL=1-.15
This truss has been designed for a 10.0 psf bottom'chord live load nonconarnent with any other live beds.
)'This truss has been designed for a live load of 2Dopel on the bottom Nord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the botom
Ndrd and any other members,
)Provide mechanical cenneaion(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)6,5.
I This truss is designed in accordance with the 2006 International Residential Code sections R502.11 1 and R802.10.2 and referenced standard ANSIITP11.
1"Semi-rigid pitchbreaka with fixed heels"Member end fixity model was used in the analysis and design of Nis truss:
OAD CASES) Standard
•
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1
A WARNING Verdy design p d READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 5111-7473 BEFORE USE.
Gaon valid for ly with MT k connectors This design based only i.von parameters h and is for d'id l b Id g P t lil Pros la East Region
Applicability f de g po t d p p incorporation t p lu
p blly f b ildngtl g t t designer.Bracing hown 50 Twosome Onve,Suite 45
is for l tealsupport of individual web members onb.Additional temp ry b sg to insure stabihy
d rig construction s th p biity of the
Moorestown,NJ 08057
erector.Additional permanent bracing of fdoveral structure responsibility building designer.for general guidance regarding I :p Hy control.storage.Tr ry, :I n and bracnBC consult AN9p?1 Quality CXeia OSB8#and BCSII Building Component I.
Solely Information available from Truss Hate Institute.
281 N.Lee Street,Suite 312 Alexandria.VA 22314. PROMO
Truss t Truss T
yPe Pty Ply 41008304:JAMESTONM ELEVATION D
108304 J7G (JACK-CLOSED TRUSS 1 1 14540883
l Job Reference(optional)
iRTER-LEE BUILDING COMPONENTS:MOORESVILLE,IN 46158 7.240 SJun 182010 MRek Industries,Inc.Tue Nov,1613:38:442010 Page 1
ID:WVZ7wVJ5teOh1TZg CO d?
hV3TriiICA2-b5E311y8IUKRavd2JSTUZ0cPU7x_wXRKORylc79
1 .12 4-5-6 - 6-5_8
b-6
I-12 • 4-5-8 1 2-04)
4x8'r Scale=1:21.4
1.5x4 I I Camber=3/16 in
� t 4
—
/ 1 3d H
1!
600 1.1T \
2 1.5x4 II 1-3 36 \35 4-5 .
2
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U 5,7 LJ 1--
L.Z 6 5
• 7 1.50 II
3x4 =
1.5x4 II
I 4,5-8 ) 65;8 I
4-5-8 2-0-0
late Offsets 1X,y).'_13;0-5-0,0-2-0J
)ADING (psf) SPACING 2-0-0 CSI DEFL in lot) I/dell Ud PLATES GRIP
:LL 200 Plates Increase 1.15 TC 046 Ven(LL) -0.10 8-7 >752 210 . MT20 197/144
:DL 100 Lumber Increase 1.15 BC 0.70 Ven(TL) -0.28 6-7 >266 180
3LL 00 ' Rep Stress lncr NO WB 0.07 Horz(TL) -0.00 5 n/a rda
".DL 100 Code,IRC2006/rPI2002 (Matrix-M) Weight:28 lb FT=20%
JMBER BRACING
DP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins..except end verticals.and 2-0-0 oc punins(6-0-0 max.):
DT CHORD 2 X 45PF No.2 3{,
EB5 2 X 4 5PF Stud BOT CHORD Rigid ceiling directly applied orb-0.0 oc bracing. .
JOINTS 1 Brace at Jtlsl;4
EACTIONS (10/size) 5=2139/Mechanical.7>386/0-3-8 (min.0-1-8)
Max Horz 7=90(LC 4) .
Max Uplift 5=-35(LC 4),7=d6)LC 5)
ORCES (lb)-Max'Comp/Max.Ten.-All forces 250(Ib)or less except when shown.
EBB 2-7=-281/125
07E51 _
I Unbalanced roof live loads have been considered for this design.
I Wnd:ASCE 7-05;90mph;TCDL=6.Opsb BCDL=6 opsl,h=-25X1 Cat.II;Exp B:enclosed MWFRS 0ow-rise)gable end zone;cantilever left and rghl exposed;
end vertical lett and right exposed;.Lumber DOL=1.15 plate grip DOL-1.15
1 Provide adequate drainage to prevent wafer[spading.
I This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrenl with any other live loads.
I'This truss has been designed for a live load of 20.opal 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 end any other members,
I Refer to girderls)for truss to truss connections.
)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,7.
I Mid Wes is designed in accordance with the 2006 International Residential Code sections R5021111'and R802.10.2'and referenced standard ANSI/1P1 1,
)"Sem.tlgid pitchbreaks with Axed heels"Member end fixity model was used in the analysis and design of this puss.
0)Design assumes 4x2(flat orientation)pubins at oc spacing indicated,fastened to tress TC w/2;10d nails.
1)Hangerls)or other conneclion device(a)shall be provided duffident to support concentrated load(s)49 lb down and 45 lb up at 4-5-6 on top chord,and 34 lb
down at 4-6-4 on bottom chord The desigNSeleclion of such connection device(s)is the responsibility of others.
2)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(Fier back(B).
OAD CASE(SI Standard
)Regular,Lumber Increase=1.15,Plate Increase=l:15
Concentrated f LOads 1oaa O;b3-4=-80,5-7=-20 `_‘��_�SSSs..sp,LN. si..,_ '2,��.
Vert 8=-30(8)3=49(B) �A` '°/
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PE10911118 1 =
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November 16,2010
A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 BEFORE USE.
Des Deeign,valid l j use only with Mires conneclom The design in based o ly upon parameters how and a to on d'C I balding component. PreBrild East Region
Applicability of design paramenters and ig p C p I -Y component o responsibility of b ldi g de g e t t designer.Bracing shown 50 Twosom e Drive,Salle as
Is f Mescal suPport ot ind1Hdwal web members only. Additional t p0 ry bracing to insure Validity during construction is Me po SIburf of the Moorestown,NJ 08057
erect erectof.Additional p net bracing of the-overoll structure i the responsibely of the b dd deg F general q Ca regarding I I ki
fabrication,quality lr l; for ge d ery tl d bracing,consult AN51/'Pll G a fy
Criteria,058-89 and 00511 Building Component
■Solely Information available tram Truss Plate Institute.281 N;Lee Street.Suite 312:Alexandrlor.VA 22314., PBpp"°ulld
Truss: - Truss Type` - Oty Ply • I'b1008304 JAMESTOWN ELEVATION 0
108304 J7GA (JACK-CLOSED TRUSS t 1 14540884
1 Job Reference(optional)
LISTER-LEE BUILDING COMPONENTS,MOORESVILLE,IN 46158 7.240 s Jun 182010 MITek Indusvies,Inc.Tue Nov 1613:38452010 Page 1
I D:KfwOBYNSSUmrbOO I eycl]2y1c9y-3HoRy5Zm3oS 183ndBIgh00Yi064UDYJ79B Bw.4ylc78
I -1812 4.5-8 1 .. 5 5 8 ..
1-6-12 4.5-8 2-0.0
458
Scale=1;21.4
1.5x4 II
I
3-4 I-
j1�•.
600 72 I' LL
Pr
(Si 1-3 3x4 36 X35 .
2
2:7ci •••‘
2-6��r A 1
I �Z 5-7 I IH,
I,N
.:...± 8
7 4x6 =
3x4=
1.554 II
I 4•5:8 / 5-5-8 i
4-5-8 2-0-0
late_Offsets(X,Y)_110-5-0,0-2-07
)ADING(psf) SPACING 2-0-0 CSI DEFL In (loci Vdefl LA/ PLATES GRIP
OLL 20.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.01 6-7 >999 240 MT20 197/144
)DL 100 Lumber Increase 1.15 BC 0.20 Vert(TL) -004 6-7 1.999 180
CL 0.0 • Rep Stress lncr NO WB 0.13 Horz(TL) -0.00 5 n/a n/a
CDL ,10.0 Code IRC2006/1P12002 (Matrix-M) Weight:32 lb FT=20%
JMBER BRACING
DP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc pudina,except end verticals,and 2-0-0 oc puffins:3-4.
DT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directy applied or 100-0 no bradng.
•
/EBS • 2 X 4SPF Stud - JOINTS 1 Brace at Jt(s).4
EACTIONS Oh/size) 7=437th-3-8.(min.0-1-8),5=421/Mechanical
Max Horz'7=103(LC 4) . •
Max Upl417=-90(LC 5),5=75(LC 4)
ORCES (Ib)-Max.Comp/Max.Ten.-All forces 250(Ib)or less except when shown.
OP CHORD 2-0=399/112,2-3=-310/43
VERB 3-6=0/321,3-5=-431/66
OTES
I Unbalanced root live loads have been considered for this design, •
I Mid:ASCE 7-05;9oraph;TCDL=6,0psf,BCDL=6.0ps(,,h=258;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and rght exposed
'end vertical left and right exposed;Lumber DOL=1.15 plate grip DOL=1.15
Provide adequate drainage to prevent water ponding
)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
)•This truss has been designed for a live load of 20.Opsf on the bottom chore in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom
Nord and any other members. •
I Refer to girder(s)for truss to truss connections.
J Provide mechanical connection(by ethers)of trues to bearing plate capable of withstanding 100 lb uplift at joint(s)7;5.
•
I)This truss is designed in accordance with the 2006 Intemadanel Residential Code sections R502.11.1 and R502.10.2 and referenced standard ANSIRPI,.
Semi-rigid pitchbreaks with fixed heels Member end fi ty model was used in the analysis and design of this truss.
10)Design assumes 4x2(flat orientation)pbrliriir at oc sp ang Intl cated;fastened to truss TC /2-10d nails'
It)Hanger(s)or other connection deice(s)shall be provided sufbdent to s ppon concentrated load(s)40th down and 43 lb up at 4-5-8 on top caord,and 222 lb
down and 44 Ib up at 4-5•8 on bottom chord. The designiseleclion of such connection device(s)is the responsibility of others.
2)In the LOAD CASE(S)section,loadr applied to he face of the truss are noted as front(F)or back 18).
.DAD CASE(S) Standard •
I •Concentrated Loads -60 b2-3=-60f 3-4=£0,5:7P-20,.,5. ` ■`�`J�•,N nSi'1'4,4 O':
Vert:6=-222(F)3=-40(F) .�p:,>GISTE/?e.9c_
PE10911118 t =
• •
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■ 111111
iJNovember 16,2010
dr
A WARNING Verify d g parameters and READ NOTESON 7H15 AND INCLUDED MITEL REFERENCE PAGE M117473 BEFORE USE
Design lid far use ony with MT k connection.The design bash only upon parameters h d Ise individual b ed component.p t Prseuild-E Region t
Applicability of design p a t d proper p f of component is respobsibility of b Idi g designer not truss designer:Bracing shown 50 Twosome Drive,Suite x5
Is for lateral sirsaport of individual b members only.Additional t p ry b g 10 insure stability d ring construction general is th p siblkty of the til Moorestown,NJ 08057 Me erector.Additional
11y acontrol,storage,bMming of erection n I d bracng.c p It bBty ANSI/IN1k0 ality Criteria.Ear
DSB-89 and edit Building Component pp B1pv of the
Safety lntormutlon available from Truss Rote Institute.281 N.lee Street Suite 312,Alexandria, .00OU
VA 22314. 'lA
I
Truss 'Truss Type OW Ply b1008304 JAMESTOWN ELEVATION D
108304 MI IMOnopiich Truss 11 1
4540885
Job Reference.(opegnag
,RTER-LEE BUILDING COMPONENTS,.MOORESVILLE,IN.46158 7.240 5 Jun 18 2010 MBek Industries,Inc.Tue Nov 16 13:38:45 2010 Page I
I D:3HoRy5Zm3oSI B3ndelgh00ylc78-3HORy5Zm3oSIB3ndBlgh00VflozYDXH79BBOwlylc 78
1ib12 _ 4-6-0 9-0-0 '
1-6-12 5 4-6-0 4-6-0
1.584 II Scale:3/8"=1'
Camber=1/4 in
5
la
6.00 12
5x
4
to
cb V�
/
-5 56'
n 5x6-:Ps
/
46
2 F „ �22
8, I 'F'"7. r,
I [J/ 2-6 u/'•
(K 6
10x10 II 3x4 =
9-0-0
9--0-0
late Onsets(X,Y)_(2:Edge,O-0:0)
)ADING:'(psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
:LL 200 Plates Increase 1.15 TC 0.46 VertILL) -0.15 '6-9 >710 240 MT20 197/144
)DL 10.0 Lumber Increase 1.15 BC 065 Ved(TL) -0.37 6-9 >287 180
:LL 0.0 ' Rep Stress Inc YES WS 0.19 Horz(TL) 002 2 Na Na
CDL 10.0 Code IRC2006/TP12002 !Matrix-M) Weight 43 lb' FT=20%
UMBER BRACING
DP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed orb-0-0 oc purlins;;rexcept end verticals.
DT CHORD 2 X 4 SPF No.2 'DOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2X4SPF Stud - - '
LIDER Left 2 X 8 SYP 2400F 2.OE 2-6-0
EACTIONS (10/size) '2=456N3-8(min.0.1-6),6=346/Mechanical
Max Horz 2=159)LC 5) ,
Max Uplift 2=-61(LC 6).6=-49(LC 6)
(ACES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
DP CHORD 2-3=-763/0,3-4=251/111 '
OT CHORD 2-6=-67)275
/EBS, 46=-328/163
IOTES
I W no:ASCE 7-05',90mph;TOOL=6.Opst,BCDeft and h=25fi;Cat:It Exp B;enclosed;M WFRS(low-rise)gable and zone and C-C Exterior(2)zone;
cantilever left and right exposed:end vertical left and right exposed',C-C for members and forces 8 M WFRS forreadions shown',LumberDOL=1.15 plate gnp
DOL=1.15 •
I This truss has been designed fora 10.0 psf bottom chord live load nanconcunent with any other live loads.
I'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 fit between the bosom
chord and any other members.
I Refer to girder(s)for truss to Huss connections: •
I Provide mechanical connection by others)of truss to bearing Plate capable of withstanding 1001b uplift at joint(s)7,6.
I This Huss is designed in accordance with the 2006 International Residential Code(sections R502,11.1 and 6802.10.2 and referenced standard ANSI/rPL 1:
I"SemMgid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
CAD CASE(SI Standard
r l I
0\3-P N Syq//'ice
`, .OSTEq 1� .�
'� �
: PE10911116 1
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� November 16,2010
A WARNING Verify design paranlffIrrs sse ROAD NOTES ON THIS AND INCLUDED MITE((REFERENCE PAGE M1111.7.473 BEFORE USE.
'Design k(for use only with Mli k conneetors.This design based only uperiparomelers showh d is for d'id I building component. ProBuld East Region
Applicobfity of'design paramenters and prop in-c&porotion of component is responsibfity of bolding deg t toss designer.Bracing shown 50 Twosome Drive.Suite 45
for lateral s pp tof individual web members only..A dditional l p ry b g t t bury pd ringcg1 construction s th epo bMty of the Moorestown.NJ 08057
fabrication t Additiotal
gently control,permanent g deso1�1h rest II a d bracing.consult It - ANSI/WI/r111 O ality Criteria. SE B9 and BCSII evna regarding Component ' 11
Safely Information avalable from inns Plata institute 281 N1ee Street.5ite 312.Alexandria.VA 22314. ���t�d
hiss 'Tnlss Type Cy Ply b1008304 JAMESTOWN ELEVATION 0 '
008304 T1 1 1 14540886
I Common Tnlss
Job Reference(optional)
1RTER-LEE BUILDING COMPONENT_S,MOORESVILLE,IN 46158 7.2401 Jun,18 2010 MiTek Industries,Inc. Tue Nov 1613'.38'.462010 Page 1'
ID:XTMgAR24-6-3 pOMpDLwYDylc77-0&13 aOg5a9p DMpITLWYD415BFYyy XHNp385.12c77
16-12 6-4-3 124-13 18-5-8 24E-3
r f f I 30813 f 36-11-0 38-512
116-12 64.3 6-0-11 6-0-11 6-0-11 -fi-0.11 6-4-3 1-8-12'
Scale=1:66.9
'5x6 = Camber=3/8 in
600E
3x96:5.7�T1'4\79 8x4
3412 9 1.
2
-
1.5x4 \\ 5 //� ////�////'\ 9 1.5x4
�y // \ 7-16 ": \, 0 10
SxeL -\ 6-16 &t6 BB\ �\ 5xB 9 �1-5 \\\\1 \ 9-1311
�/ 0-14 9 -; e ///// 12
1 2 � 4-18 �` / 13-
4' _G]_ 2.:17-16-18
= _ x'1517-rn -X12:15 11d2� �
18 27 28 17 16 15 29 30 14
3x4= 346 = 4x8 - 3x6= 3x4 10x16 =
'10x16 =
94-8 y 185: • • 27-6-0
+ 36,11:0
.9-4-8 9_1-0 9-1-0 94-8
late Offsets(X V)_12:Edge,o6-5),(12 Edge,0b5j
DADING•Ipsfl SPACING 240-0 CSI DEFL in (lac) Mdefl Ud PLATES GRIP
CLL 20.0 Plates Increase 1:15 IC 0.92 VenILL) .041 16-18 >999 240 MT20 197/144
COL 10.0 Lumber Increase 1.15 BC 0.89 Ved(TL) -0.7716-18 >575 180
CLL 0.0 ' Rep Stress Inn YES WB 0.32 HCI(TL) 0.20 12 n/a n/a
CDL 100 Code IRC2006/TP12002. (Matrix-M) Weight:175 lb FT=20%
•
UMBER BRACING
DP CHORD 2 X 45PF No.2'Except' TOP CHORD Sheathed or 2-2-0 00 purlins.
1-5.9-13:2 X 45YP 2400F 2,0E BOT CHORD ;Rigid ceiling directly applied or.10-0-0 oc bracing.
OT CHORD 2 X 4 SPF 1650F 1,5E • WEBS• T-Brace'. 2 X'4 SPF No.2-
8-16,6-16
with IEBS 2X4SPF Stud-Except'X Fasten l minimum mum end braces no-naaow edge of web with ilb(0.131"x3')nails.flirt oc.
7-18,&16,8-1 fit 2 X 4 SPF No 2 ,with Sin minimum end distance.
LIDER Left 2%8 SYP 2400F 2.0E 2-6-0,Right 2 X 8 SYP 2400E 2.0E 2-6-0 Brace must cover 90%of web length.
EACTIONS (10/size) 2=1724/83-8 (min.0-2-11),12=1724/0-3-8 (min.0-2-11)
Max Horz 2=-107(LC 7) •
Max Uplift 2=-121(LC 6),12=-121(LC 7)
ORCES (lb)-Max.Comp(Max.Ten:-All forces 250(lb)or less except when shown.
OP CHORD 2.3=480/300,3-4=-2614040,4-5=2460/319.56=-2416/344,67=1898/337.7-8=-1898/337,
8-9=-2418044;9-105_2460019,10.11=-2614040,11-12=480/300 - .
IOT CHORD 2-18=-180/2224,18-27=-99/2031,27-28=-992031,17-28=-992031,16-17=99/2031,15-16=-99/2031,
15-29=-992031,29-30=992031.14-30=-992031,12-14=-1802224
SEES 7.16=-171/1309,8-16=-659/184;8-14=0/367;6-16=-6591184.6--16=0067 •
IOTES
)UnSatanced roof live loads have been considered for this design. •
)Wmd:ASCE 7-05;90mph,TCDL=6,0psI BCDL=6.Opsf;h=25tt;Cat II;Sep B',enclosed;MWFRS(low-nse)gable-end zone and C-C Extenor(2)zone,
cantilever left and nght exposed;end vertical left and nght exposed;C-C for members and forces B'M WFRS for reactions shown:Lumber DOL=1.15 plate grip
OOL=1.15
I This truss has been designed for a 10 0 pet bottom chord live load nonconcurrent with any other live loads •
)•This buss has been designed for a live load of 20.Opsf on the botlonl 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,with BCDL=10.Opsf.
)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Lt=1b)19=121,23=121.
i This truss is designed in accordance with the 2006 International Residential Code sections 8502.11.1 and R6 02.10 2 and referenced standard ANSI/TPI it
)"Semirigid pitchbreaaks with fixed heels"Member end fluty model was used in the analysis and design of this truss.
)Warning:Additional permanent and'stability bracing for truss system(not pan of this component design)is always required. -
OAD CASES) Standard \\\%\I. 1N IIS 7j7YXX
�• 4,y
•
;.��;II" G\STE4•n.:1( '.
Q O
= j PE10911118 1
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• I •9iiiiiiII Ill \
November 16,2010
1
A 0.ARNIND verify design p-arameters and READ NOTE¢ON THIS AND INCLUDED MITRE REFERENCE PAGE MN-7173 BEFORE USE.
DeSign valid l only with Wick c I Tha design a based only upon parameters F and is for an individual b ld g component. ProBultl East Region
ApplicabSity of design pararnehters and Decider and t of component is responsibilYol balding d sg not designer.Bracing shown 50 Twosome Drive,Suds e5
is Tor lateral s pp rl of iddivdual web members only..Additional te p ry bracing l slob lty.9durng construction general stn p blity l the Moorestown NJ 08057. t2
laebdc tin.qu fNc r L'Cw 9 d Eery overall structure d bracing. s consult tYANSI/Tell building CMeet.D5B 8 ad Ball Building Component
Safety Information available from Truss Plate Intl tB 281 N.lee Street,Suite 31 2.'Ale o tlio VA 22314. PRQBuild
Truss (Truss Type Oty PM b1008304 JAMESTOWN ELEVATION D
108304 T10 HALF HIP TRUSS t 1
14540887
Job Reference(optional)
ATER-LEE BUILDING COMPONENTS,MOORESVILLE,INA6158 7.240 6 Ain 182010 MHek Industries Inc. Tue Nov,16.113657.2010:Page 1
ID:WrDGmZLPsmjdaXZCn2Y1/7Oj Ica)-jbW_UCiIEUybdviwuH2VVY1i]dCx1?suv25WLAylc6y
i_±6-12 0.5-6 2-11-8 5-9-10 6-3-10
1-6-1-12 0-5-6 2-6-0 f 2-10-5 0-6-0
3x4 G 2x4 II Scale=1:35.1
5 6
56n
/• N/u
•
4x6 = /
ry
A
3x6 3 sr..]
�� G-],
1400 12 2 /h-t 3-4
at^_I
mi 0- �`\r
��d' /1-3/2-9 18 4-8 4=]\ .
U I �-
BI � ]g
9 j 7 1.5x4 11 3x4.= 3x6 =
I 2-11-6 6,3:10
2-11-8 3-4-4
ate Offsets(%Y)_[3_04.0,04_12],15 0-15,Edge]
)ADING (PSI) SPACING 2-0-0 CSI DEFL. in (loci d/dell Ud PLATES GRIP
LL 20.0 Plates Increase 1.15 TC 0.47 Ven(LL) -000 7-8 >999 240 MT20 197/144
DL 10.0 Lumber Increase 1.15 BC 0,10 Ven(TL) -0.01 7-8 >999 180
LL 00 • Rep Stress lncr YES WB 0.09 H_orz(TL) -0.00 7 n/a rJa
DL 10.0 Code IRC2006/TPI2002 (Matrix-M) Weight 38 lb FT=20%
JMBER BRACING'
DP.CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc raisins, except.end verticals,and 2-0-0 oc pudins(6-0-0 max.):
DT CHORD 2X4SPF Not
EBS 2X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
JOINTS I'Brace at Jt(s):6 .
EACTIONS (lb/size) 7=226/Mechanical,9=357/03-8 (min,0-1-8)
Max Harz 9=192(LC 5) .
Max Uplift]=-66(LC 5),9=-49(LCa) '
DEICES (lb)-Max.Comp/Max.Ten:-All forces 250(lb)or less except when shown,
OP CHORD 2.9=-335(131
OTES
i Unbalanced roof live loads have been considered for his design.
j Wmd:ASCE 7-05;90mph;TCDL=6.OpsQ BCDL=6 Opat,h=25ft;Cat.II;Exp B:enclosed:MWFRS(low-nse)gable end zone and C-C Exterior(2).1'-6.12 to
6.1-14 zone;cantilever left and nghl exposed;end vertical left and right exposed',C-C for.members and forces 8 MWFRS for reactions shown;Lumber
DOL=1I15 plate grip DOL=1:15
Proaide adequate drainage to prevent water,ponding.
This Hole has been designed for a 16 0 psf bottom chord live load nonconcurrent with any other live loads.
•This truss has been designed for a live load of 20 Opsf on the bottom chorrd 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. --
Refer to girder(s)for buss to truss connections.
Provide mechanical connection(b)others)of buss to beanng plate capable of withstanding 100 lb uplift at joint(s)7,9.
. . ...
This buss is designed in accordance with the 2006 International Residential Code sections R502 1111 and R802.10.2 and referenced standard ANSI/TPI 1.
"Semirigid umtbreahs with feed heels"Member end exit;model was sod in the aralysis and design of this Uuss.
I Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-1110 nails.
DAD CASE(S) Standard
`O. ,,,Q N. Sly .iu22
•
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A. ea- 1ST �O 9�i./G
PE10911118 ? =
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November 16,2010
A WARNING Verify design parameters READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mlt]4]3 BEFORE USE.
Design and for orgy with MT k connectors.this design b d only upon parameters h nd d for ndivid l buSding component. ProO ild.East Rages
Applicability of design paramenters and proper orP t I corMionent is responsibila);of building d ig t t designez Bracing hown 50T m Drive Stile as
is torlateral supp t I individual web b only Add f it p pbracing 1 stability during Construction 9- th 'p bllify of the � Moorastow NJ 0605]of the
1 b
erector., ti n,gl hty permanent 1'-I.stor g del'ery f overall structure d bracing.c s It W1y Me ality For
DSB89 and SCSI!loading Component ape
(Slety Intmmallon available tram Truss Plate Institute.281 N.Lee Steel Suite 312:Alexadna,VA 22314. PBOSUIlO
•
Truss Truss Type Dry Ply 01008304 JAMESTOVVN ELEVATION 0
108304 T11 IHALFHIP TRUSS 1 1
4540888
I Job Reference lopflonap
IRTER-LEE BUILDING C OMPONENTS,MOORESVILLE,IN 46150 7.240 s Jun to 2010 MTek Industries,Inc. Tue Nov 1613'38:582010 Page I
I D:pC7vEy000vicevcbYhDeeCBylc8G BP4MhXjw?05S F3H6S_Zk2lave 1 YGmS228ir4tdyIc6x
1 -16-12_ 2-1-15 4-7-15 5-0-7 6-3-10_
1512 1 -2-1-15 2-6-0 0-4-8 1-3-3 .
Scale:318"=1'
4x8 = 3x6=
4x8= 4x6 = 5 6'
-
3 1><,1 1/1r16 1n-
/f�(Th� 3-0 !G1J
1400 12 /
0 6 ! \
h v 3 SB FB
2/4 3y &9\ 4.g.
2-11 I\1O
co
t / , '711 -- U�
] lo 9 8 ]
11 '3x4 = 3x4 = 1.5x4 II
1.5x4 II
354 =
1_241415 4.7-15 $-0.]_6-3.10ti
2-1_15 26-0 0-4.81-3-3
ate Ofsets)X,Y) [20-2=8,0-1-8],13-06-6,0-1_121150_4-8,0-1-127
JADING (PST) SPACING 2-0-0 CSI DEFL in (Mc) Vde6 Ud PLATES GRIP
:LL ' 200 Plates Increase 1.15 TC 0.36 Ved(LL) 001 9 >999 240 MT20 197/144
:DL 10.0 LumberIncreese 1.15 BC 0.09 Vert(TL) -0.01 9-10 5999 180
DLL 00 ' Rep Suess Inv YES WB 0.10 Horz(TL) -0.00 7 Na Na •
SOL 10.0 Code IRC2006/TPI2002. (Matrix-M) Weight:53 lb FT=20%
EMBER BRACING
DSCHORD 2 X 4 SPF No 2 • TOP CHORD Sheathed or 6-0Doc purlins, exceplend veNwls,and 2-0-0oc purlins(6-0-0 max.):
DT CHORD 2 X 4 SPF No.2 3-4,5-0,
EFTS 2 X 4 SPE Stud - BOT CHORD Rigid ceiling direclly applied or 10-0-0 oc bracing, Except
6.0-0 oc bracing:10-11.
JOINTS 1 Brace at Jl(i):6
EACTIONS (11>/size) .7=226/Mechanical,11=357/0-3-8 (min,0-1-8)
Max Horz 11=165(LC 5) •
Max Uplift]=52(LC 5),11=-45(LC 6)
DIRGES pb)a Max.Comp./Max.Ten.-All fortes 250(lb)or less except when shown.
DP CHORD 2-11=-344/119
DIES .
I Wnd:ASCE 7-05:90mph;TCDL=6.0psf BCDL=fi Dpst;h=256;Gatti;Exp B;enclosed;MWFRS(low-rise)gable end zone and C-C Extenor(2)zone;•
cantilever left and right exposed;end vertical left and right e:posed',C-C for members and forces&MINERS for reactions shown;Lumber DOL=1.15 plate gnp
DOL=1.15 .
I Provide adequate drainage to prevent water ponding.
I This truss has been designed fora 100 psi bottom chord live load nonconwhent with any other live loads.
•This truss has been designed for a live load of 20D st on bottom chord in all er<aswhere a rectan le 3�
g p g FO tall by 2-0-0 wide will fit between the bottom
Rmrtl and any girder(s)f r members.t
Prow a miechani ar buss ct o n M connections.f truss to bearing plate capable of withstanding 10010 uplift at pint(s)],11.
This truss is designed in accordance with the 2006 International Residential Code sections R502.1 t.t.and R802.102 and referenced standard ANSIRPI 1.
"Semi-rigid pitchbreaks with fixed heels"Member end Hxity model was used in me analysis and design of this truss.
Design assumes 4x2(flat onentation)pudins et oc spacing indicated,fastened to truss IC w/2-10d nails.
DAD CASEIS) Standard '
4\,„.• T�P 1N., ati4 .
............ .. osTE :.9i'
_
PE10911118
•
•::- 9•' ATE I. :•10.-,
-,4i °'0111-61° ,
1111111
November 16,2010
1
•
A WARNING \ fy design parameters'and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGES-111-7473 BEFORE USE.
Design lid f nth
k I .Tn design n based only upon parameters shown. tlsf I -th budding component.
5 Is-EeslRe Sri
Appl dal Ip 0 P a enf rip incorporation component p nary Ibuilding rieg n<t Lrob es g n r Bracing shown .SOT owe NJ 0,Si
d
e BS
is b lateral s vPp n of individual b th a_ y Additional thep ry b of I b construction t responsibility of fee Moorestown NJ 8 057
erector.Additional t e structure the po bn NIe budding er. 9 guidance regarding il of
fabrication.quostY control storage,dellvery t n g.tt ANSI/011Q Quality Cdltab .DSa89 and SCSI BVIld rig Coponent
Solely Inlormoflon available from Truss Plate Insfl te,281 NLee Street,Suite 312,Alexandria,VA 22314.
PRIMalltl
Truss Truss Type Oty PIy 01008304 JAMESTOWN ELEVATION D
108304 T12 HALF•HIP TRUSS 1 1 '14540889
Jab_Refference(optional)
RTER-LEE BUILDING COMPONENTS,MOORESVILLE,IN 4615a - 7240 s tun 102010 MRek Industries,Inc.Tue Nov.1613:38582010:Page,1
ID:6Y2Y(LVBZ3UeFhdub'rnH_gyIc2V-Bn4MhXjw?n5SF3H65_Zk2Iaux1 YJmSb28ir4tdylc6x
2-1-1 4-115 ( 63-10
2-1-1 2-10-5 1-0-4
4x6 = .3x4 = Scale=1:30.5
3 4
3-0 r—i
14 00 12 /
/ / i
X23/
or
it
o
if Jx< to 4x6 =�� 4-5
36 4a
}� 1-2 r21 r
,b' d-a �2-71\`\
El RJR 2-6 n
5 8 I j
8 6
8 3x4—=' 3x12 =15x4-II
1.554 II
x_2_1 1 4-115 I 6-3.10___
2-1-1 • 2-10-5 44-4
ate Offsets()(20L13:0-4-6,0-1:121
ADING(psf) SPACING 2-0-0 CSI DEFL in doc) Udell Ud PLATES GRIP
LL 200 Plates Increase. 1.15 TC 0.40 Ved(LL) -0.00 6-7 >999 240 MT20 197/144
DL 10.0 Lumber Inoease 1.15 BC 009 Vert(TL) -001 6-7 8999 180
LL 0.0 ' • Rep Stress Ina YES WB 0.12 Horz(TL) 0.00 5 rVa Na
:DL 10.0 Code IRC2006ITP12002, IMatnx-(A) Weight:391b FT=20%
JMBER BRACING
DR CHORD •2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals,and 2-0-0 oc pudins(6-0-0 max.):
DT CHORD 2 X 4 SPF No.2.
CBS.. 2 X 4 SPF Stud • BOT CHORD Rigid ceiling directly applied or 10.00 oc bracing. •
• JOINTS 1 Brace at Jt(s):1,4
EACTIONS gblsize).'8'240/0-3-8 (min.Ut-B),5=240/Mechanical
Max Horz 6=137(LC 5)'
•
Max Uplift e=-29(LC 4),5=-48(LC 5) • '
DRCES OM-Max.Comp.IMax.Ten.-All forces 250(lb)or less except when shown.
DT CHORD 6-7=-34250
EBS 1-7=-30290
OTES
I Unbalanced roof live loads have been considered for this design.
i Wind:ASCE 7-05 90mph,TCDL=6Aps(BCDL=6 Opsf,h=25ft;Cat II;Exp B;enclosed:MWFRS Clow-rise)gable end zone and C-C Exterior(2)zone;
cantilever left and right exposed:end vertical!errand right exposed;C-C for members and forces is MWFRS forieactions shown;Lumber DOL=1.15 plate grip
DOL=1,15
I Provide adequate drainage to prevent water pending.
i This Truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
1'This truss has been designed for a live load of 200psf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom
cord and any other members.
i Refe'r,to girder(s)fortress to ttnsa connections.
i Provide mechanical connection(by others)of buss to beware plate capable of withstanding 100 to uplift at joint(s)lid 5
I This Voss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/!PI 1:
'Semirigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss
))Design assumes 4s2(fiat orientation)pudins at'oc spacing indicated,lastened to truss TC w12-10d nails.
DAD CASE(S) Standard
\�3\t'3 LN 11SNA�/�G.
A.. etG\STE'e 9C-s.
▪ PE10911118 1 =
• • t •
▪ 0 .∎ S e EOF t/
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'2 ,.4AL'e "
.
1111111
November 16,2010
II
1
al WARNING:Nerdy design d'READ-NOTES ON TT lIS AND INCLUDED MITEK REFERENCE PAGE M11 7473 BEFORE USE.
Desian valid my with VATeaconnectors.grid ig hhosed upon parameters shown.and s for d d Ib g co
p H 1' , P 50 ws o mEe Dnve eg
4
e a5 APpbc baty old pp aril ridpro P incorporation I copo I po iba ry of beading d g not truss d en g Bracing shown
is for lateral support l incluMual web members only.,Additional temporary b g to insure stabRitiduring construction S the Me responsibMly of the Moorestown.NJ 08057 act or ' l p bracing overall t responsibility Ala99 d general 9 a9 guidance
fabrication,q nd Ny control, devery and bracing,c n ANSI/Tell OityCBea.058 and 110511 11 Beading Component
O
Safety Information avowable from Two Plate Institute.281 N.Lee Sheet Suite 312.Alexandria.VA 22314. mamma
•
Truss Truss Type - Ory ply b1008304 JAMESTOVVN ELEVATION D
•
008304 T13 HALF HIP TRUSS 1 1 14540890
Job Reference(optional)
1RTER-LEE BUILDING COMPONENTS,MOORESVILLE,IN 46158 7.240 s Jun 182010 Mask Industries,Inc Tee Nov 1613:38'.582010 Page Y
ID:TVrR12ZKNb7 xMSWSO XMShjy1c80-Bn4MhxjW1n5SF3H65 Zk2lavalygmSX28ir41dylcex
-18_12- 2-0-10 2-7-0
1-6-12 ( 2-0-10 {0 b -
3x4 O Scale=1:25.4
3 4
i3-4 115x4 II
• LT
14.. 12 %/
556
—
n 1-3/
2 4-5
Ni
XI 5-6
• Z 5
6 3x4=
1.5x4 II
I____2,0-10_ 12:7 44
2-0-10 088
ate Offsets,(%Y)',_(2(0.2-8,0_1-a],(3:0.1 S,EdgeJ
JADING Ipso SPACING 2-0-0 CSI DEFL in (lop) Odefl lid PLATES GRIP
:LL 200 Plates Increase 1.15 TC 0.36 Vert(LL) -0.00 5-8 >999 240 M720 1971144
SOL 100 Lumber Increase 1.15 BC 0.06 Ven1TL) -0.00 5-6 >999 180
DLL 0.0 ' Rep Stress nor YES WB 0.06 Hoa(TL) -0.00 5 Na la
DDL 100 Code IRC2006TTP12002 IMatrix-M) Weight 19 lb FT=2D%
JMBER�' BRACING
OP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 2-7-0 oc pudins, except end verticals,and 2-0-0 oc purlins:3.4.
DT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid cei ling directly applied or 6-0-0 oc bracing.
EBS 2 X4 SPF Stud JOINTS 1.Brace at PCs):4 • ,
EACTtONS (Ibsize), 6=232/0-3-8 (min.0-1-8).5=53/Mechanical
Max Hoe 6=148(LC 5)
Max Uplift 6=53(LC 4),5-118(LC 5) -
'Max Gray 6=232)LC 1),5=103(LC 4)
DRCES: (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
OTES
I Wind:ASCE 7-05:90mph:TCDL=6_0psl;BCDL=6.Opst h=258:Cat.It;Exp B;enclosed;MVVFRS(tow-nse)gable end zone and C-C Exterior(2)zone;
cantilever lett and right exposed end vertical left and right exposed',C-C sir membe rs and forces&MWFRS for reactions shown',Lumber DOL=1.15 plate grip •
DOL=L 15
Provide adequate drainage to prevent water pending:
This buss has been designed for a 10.0 pat bottom Nord live load nonconcurrent with any other live loads.
'Thig truss has been designed for a live load of 20.Opaf on the bottom chord in all areas where a radongle 3-8-0 tall by 2-0-0 wide will fit between the bottom•
chord and any other members.
Refer to girders)for truss to toss connecfons.
Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at jaintls)6 except Nut)5=118.
This truss b designed in accordance with the 2006 International Residential Code sections R502.11.1 and R602 102 and referenced standard ANSI/7PI 1.
*Sem•rigid pltchbreeks with Teed heels'Member and fixity model was used in the analysis and design or this truss.
Design assumes 4>2(flat onentation)pudins at oc spacing indicated,Fastened to truss TC w/2-lad nails.
DAD CASEIS) Standard
I ;N
Nsy <t00111111////1/4.
1j'''.
/\ QG■STEg1.•� FO
PE10911118
•
a 'a•°. • E'OF t -
I \
IIIIII
I November 16,2010
1
A WARNING gen&d ig p d READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1 7473 BEFORE USE.
.Design valid for use only with MT k connecters:A desigri is Posed only upon parameters h d i for tl tl l b Id g component.
fkil SP B Ild-East Region
Applicability Id g p nt dproper incorporation of component responsibility Ibuilding d g I1 designer.Bracing shown OTwosome OPve,Suite e as
is for 1 al dsupport of indiedUal Web rhernberi rind.Additional t p ry bracing t stability during construction is th p d8N of the Moorestown.NJ 0 8957
a � ge overall structure responsibility S/PWgMg general ot brcoh quality control.storage/ t erection db Ling consult• 'ANITIQuality Criteria.OS E Bad CII Building Cmponent
solely Intormollon available horn Plate institute,281 N. eeStreet Suite 312 Alexandria;VA 22314. PH08u1111
_m
•
I
Truss 'Truss Type thy ply b1008304 JAMESTOWN,ELEVATIOND
008304 T14 HALF„HIP TRUSS 1 1 14540891
Jab Reference(optional)
SRTER-LEE BUILDING COMPONENTS,MOORESVILLE,IN 46158 ].240 s Jun 18 2010 MTek Industries.Inc Tue Nov 161338:59 2010 Page 1
ID:msrn5DSfjkl?xhXYCIV_STByIc8J-zekutkYrnsDJtCsJ0i4zaz 73zRsOVvbBNMadP3ylc6w
-1-6-12 _ 1A-2 6-0-ID
16-12—{ 1-8-2
115x4 11 Scale=1:25.6
3 4x8 = 4
IXI Ixl F7
3-4
1l /I1 ::i•
•
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ag 34i 35 \
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tt
1% 6 5
7 3x4 = 3x4 =
1.5x4 II
1_—_1A-2_____I, 8310 I
1-0-2 4-7-6
'ate Offsets .TYLP;OE-B4O-1_12) - -
DADING)(psl) SPACING 2-0-0 CSI DEFL in (loci I/deft Ud PLATES GRIP
:LL 20.0 Plates Increase 1.15 fC 0.39 Vert(LL) -001 5-6 >999 240 MT20 197/144
:DL .10.0 Lumber Increase 1.15 BC 0.16 VenfTL) -0.03 5-6 >999 180
:LL 00 ' Rep Stress Inn YES WB 0.08 Horz(TL) -0.00 5 Na Na
CDL .10.0 Cdde IRC2006/rP12002 (Matrix-M) Weight 37 lb FT=20%
UMBER BRACING
-
JP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals,and 2-0-0 oc putlins'3-4.
OT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly'applied or-10-0-0 cc bracing.
RBS 2 X 4 SPF Stud JOINTS 1 Brace at Jt(s):4 -
EACTIONS (10/size) 7=357/0-3-8'(min.0-1-6),5=226/Mechanical
'Max Horz 7=135(LC 5) ,
Max Uplift 7=-41(LC 6).5=-55(LC 5) ..
Max Gray 7=357(LC 1),5=228(LC 11)
ORCES Pb)-Max.Comp/Max,Ten.-All forces 250(lb)or less except when shown,
OP CHORD 2-7=-360/106
OTES
i Unbalanced roof live loads have been considered for this design. -
i Wind:ASCE 7-05;90mph,TCOL=6.Opsf BCOL>6.OpsI.h=250;Cat.II:Exp B;enclosed;MWFRS flow-rise)gable end zone and C-C Extenor(2)-1-6-12 to
6-1-14 zone:cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber
DOL=1:15 plate grip OOL=1.15
Provide adequate drainage to prevent water pending.
This truss has been designed for a 10.0 psi bottom chord live load nonooncurrent with any other live loads.
'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 fit between the bottom
chord and any other members. '
Refer.to girder(s)for buss to truss connections.
Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)7,5.
This truss is designed in accordance with the 2006 International Residential Code sections 850211,1 and R802.10.2 and referenced standard ANSI/hPI 1.
Semirigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis end design of this truss.
))Design assumes 4x2(fat orientation)putlins at oc sobbing indicated.fastened to truss TC w/2-100 nails..
DAD CASE(S) Standard
.�� Ix\ vP 1N Its q'Zi'/,
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s
WARNING Vera'd g parameters d READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 5111773 BEFORE USE. 1
Design lt for use only with MT k connectors.fhb design based only upon parameters hown and is for an individual b Ad g component. tAl ProBuld-East Region
'Applicebility.of tl B peromenters and l) P rp t of component b responsibility Of building d Ig not truss designer Bracing shown 50 Twosome Drive,Swte 05
is for 1 l s pport of' d d b members enly.'Additient t p ry bracing't 1 bury during construction is the tne responsbilie of the Moorestown:NJ 08057
erector.Additional p t bracing ot th -vet ll structure is the p sbbty of the b Jdng designer.F 99 9 idb regarding
16 lonquality control.storage,delivery, - 1 d bracing.consult ANSI/Tell Peaty Gaea DSB 89 and SCSII Bueelg Component PRU�i�d
Solely Inlormaten ovaloole from Buss Role rInstitute,281 N.Lee Street.S le 312/Alexandria,tlia,VA 22314.
i.
I
Truss Truss Type Dry' Ply b1008304 JAMESTOWN ELEVATION D
108304 T15 HALF HIP TRUSS 1 1 14540892
Job Reference(optional)
1RTER:LEE BUILDING COMPONENTS;MOORESVILLE,IN 46158 7.240 s Jun 16 2010 Wick Industries,Inc.Tue Nov 16 113:3859 2010 Page:1
ID:8?7MNIUJbI5PS0Mfm5 V)SyliBDd zeklitkYm5DJICSJDi4zaz763RUNVwMBNMadP3ylc6w
1-7-1 3-9-10
F 1.7.1 1 2-2-9
4x8'= Scale=1'324
2 1>\I T.5s4 II
.1400 F2 1-1 2-3 _I
LI Li
:///'2 .
b ' 34
Tr; 24
1.6 1 5 . \\
N
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H I Iq_6 IJ/
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5
3v4 _
3x4 =
15x4 I .
1-7-1 fi 3-9_10 I
1-7-1 2-2-9 .
ate Offsets(X,Y)_12:0-68,0-1-12]
IADING (pst) SPACING 2-0-0 CSI DEFL in floc) Weft LA PLATES GRIP
:LL 20.0 Plates Increase 1.15 'TC 0.25 Ven(LL) -600 5 7999 240 MT20 197/144
:DL 10.0 Lurnber Increase 1:15 BC 0.03 Vert(TL) -0.00 5. >999 180
;LL .00 ' Rep Stress YES WB 0.03 Horz(TL) 0.00 4 Na nla
;DL 100 Code.IRC2006/TP12002 (Maths-M) Weight'26 lb FT=20%
IMBER , ' BRACING
)P CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-9-10 oc purlins;.except end verticals,and 2-0.0 oc purlins:2-3.
3T CHORD. 2X4 SPF Not BOP CHORD Rigid-ceiling directly applied or 10-0-0 oc bracing.
EBS 2 X 4 SPF Stud JOINTS 1 Brace at Jt(s):3
•
:ACTIONS, (Ib/size) 6==140/0.38 (min.0-1-8),4=140/Mechanical
Max Horn 6=106(LC 5)
Max Uplift 6=23(LC 4),4>63(LC 5) •
IRCES ((b)-Max.Comp./Max.Ten.-All forces 250(lb)orless except when shown.
)TES
Unbalanced roof live loads have been considered for this design.
Wnd',ASCE 7-06 90mph:.TCDL=6.Ops1 BCDL=6 Opal h=256 Cat III Exp B:enclosed:MVJERS(low-nse)gable end zone and C-C Exterior(2)zone,cantlever left and right exposed:end vertical left and
right aposed',C.0 for members and forces B MWFRS for reactions ehoen,Lumber DOL=1.15 Plate grip DOL=1:15
Provide adequate drainage to prevent water pending.
This VueS has been designed for 10.0 ps1 bottom chord live load nonconcurrent with any other live loads.
'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3b0 tall by 2-0-0 wide will fit between the bottom
chord and any other members.
Refer to girders)for truss to buss connections., •
Provide mec haoical connection by others)of truss to bearing plate capable of withstanding 100 lb uplift atjant(s)6,4. -
This tress is designed in accordance with the 2006 International Residencal Code sections R502.11.1 and Re02.10 2 and referenced standard ANS/TPI 1.
'Semi-rigid pitchbreaks with fixed heels'.Member end fixity model was used in the analysis and design of this truss,
I Designssumes 4x2(Oat orientation)pudins at oc spacing indicated,fastened to truss TO e/2-
"a 10d nails.
AD CASE(S) Standard ,‘01111111/0////P N S '',
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November 16,2010
•
•
A WARNING Verify d g parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1 7473 BEFORE USE.
Design wild I use only with Wok C 1 rs Th design b breed only upon Parameters h d 9 for dvid albuilding co p 1 ProBUid East Reggie
Applicability of de g paromenters 0 d mopm incorporation I component is responsibility of building C sg not truss deg '6 g shown 50 Twosom a Drava,Su4e45
is I lateral upp il of individual web bers a ly Add to Itempo Drybracing to insure lablWd during cog9 t To i the po sibll'ry f the Moorestown,NJ 06057 is
1 bra tio ,quality Ity o�nloll aged Very erection structure
d banlgmonsll responsibility ANSVIPIIDotfy CMerlu For 5889 and guidance 51Building regarding pp s1O..
Safety Inlormalion avotable from Truss Plate Institute.281 N.Lee Street.Suite 312:Alexc dnaVA 22314. FOOMM
I
miss Inds Type (Sty Pb b100B304 JAMESTOWN ELEVATION D
•308304 116 Common Truss 1 1
14540893
Job Reference(opMOnag
1RTER-LEE BUILDING COMPONENTS,MOORESVILLE,IN 46158 7.240 s Jun 18 2010 MiTek Industries,Inc Tue Nov 16 113900 2010 Page 1
ID:7 AC66DLAXPLAUMRVZPcC7 Aylb6v-7AC66DkAXPLAUMRVZPcC7AfFnrB_ELwLbOKBSVylc6v
I -1'-6_12 i 5.5-8 8_10-5
1-6:12 5-5A 3-4-13
4x10 = Scale=1:24.3
3
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600 z
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NI 3 A
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6
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5x6.= 1.5x4 // 3x4 =
4x10 II
I 4:5-2 t 8.10-5
4:5:2 4-5-2
late Offsets(XL/}. 126fi-3,0:0-7) -
)ADING(psi) SPACING 2-0-0 CM DEFL in (loc) Vdet Lrd PLATES GRIP
:LL 200 Plates Increase 1.15 TC 0.38 Vert(LL) -0.01 5-6 >999 240 MT20 197/144 .
;0L 100 Lumber Increase 1.15 BC 020 Ven(TL) -0.03 5-6 >999 180'
:LL 0.0 • Rep Stress Ina 'YES WB 0.13 Horz(TL) 0.01 2 Na Na
:0L 10.0 Code IRC200671PI2002' (Matris-M) Weight 42 Its FT=20%
JMBER BRACING
)P CHORD 2 X4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins,except end verticals.
)T CHORD 2 X4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bradng.
• BS 2X4SPF Stud
LIDER Left 2 X 8 SYP 2400F 2.06 2b0
EACT10NS (lb/size) 2=451/0-3-8 (min.0-1-8),5=340/Mechanical
Max Hors 2=71(LC 5) ' .
Max Uplift 2=7O(LC 6),5=-10(LC 7)
)RCES Ob)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown:
DP CHORD 2-3=-34428
DT CHORD 2-7=-195293 •
EBS 3-5=-29026
CITES
Unbalanced root live loads have been considered for this design.
Wind ASCE 7-05:90mph,TCDL=60ps[BCDL=6Ope(b=25X',Cat.II;Exp B;endosed,MWFRS(low-nse)gable end zone and C-C Exterior(2)zone;
cantilever left and right exposed;end vertical left and ngh exposed;C-C for members and forces&M WPRS for reactions shown Lumber DOL=1.15 plate grip
OOL=1.15
This truss has been designed for a 10.0 pst bottom chord live load nonconanent with any other live loads.
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 fn between the bottom
chord and any other members.
Refer to girder(s)for truss to truss connections.
Provide mechanical connection by others)of truss to beanng plate capable of withstanding 100 lb uplift at joint(s)8,5.
..
This truss is designed In ish se dnhe with the 2006 International l Wes Code analysis and design and F0302.10
ie truss.
u.10.2 and referenced standard ANSIRPI 1,
"Semi-rigid pitchbreaka with fixed heels"Member end fixity model usetl in the analysis entl tlesign of this t
)AD CASE(S) Standard -
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November 16,2010
1
AWARNING Venfyfileargn parameters and HEAD NOTES ON THIS AND INCLUDED MITER REFERENCE PACE:1111-7473 BEFORE USE.
Design valid f a only with Welt co 1 .This design based o ft upon pararnelen sM1 d is or Mr an individual building co p nL PooSslld'East Reg on
Applicability tdesign commenters d p p incorporation t component responsibility Ib ied gtl g not truss designer.Bracing shown r 50 Twosome Drive Sude es
is I 1 01 supp01 I d C b b ly Adtl1 11 p yb C g1 b 1 bllty tl9 rng cO t tq sth ep09 blfly of the Moorestown.NJ 08057
t bn airo.al quality storage.delivery,erect overall 1 dlbracing.a ° b1ly AANS//rbuilding B rty CMeriakos a general guidance li Buidingc regarding pppp�4kkpp.... saaa
Safely Information available from truss Plate Institute..281 N.Lee StreelSuite 312.Alexandria,VA 22314. FOVOY�lY
•
I Truss Truss Type DIY Ply b1008304 JAMESTOWN ELEVATION D
008304 T17 " '
HALF HI TRUSS 1 •1 .14540894
Job Reference(optional)
ARTER-LEE BUILDING COMPONENTS.MOORESVILLE:IN 46150 72406 Jim 18 2010 Muck Industries:Inc,Tue Nov 16 1939.00 2010 Page 1
lO:gkAmMeg7C Mup?rC5g91caMylce4-7AC66DKAXPLAU MRVZPCC7AfECIEgEMSLbOKSXVyIC5v
r
-1-6-12 _1_2-6 2-7-0 .,
1E-12 1-2-6 I 1-4-10
3 4x8= 4 Scale=120.2
it 115x4 II
r-134
6 l /
14.00112 {)///
2 IA'
V\-\ \ 4.5
V, 1.3 3-6 3-5
/ 7 \2-6
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7 4 — 304 •
1.5x4 II
i____1:2E_t 2-7?J_1
1.2-6 1-4:10
?late OXSe15(%X9_13 0 68,0,1_12]
AADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/dee Ud PLATES GRIP
'CLL . 200 • Plates Increase 1,15 TC 0,39 VerI(LL) -0.00 7 >999 240 MT20 197/144
(COL 10.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -000 7 >999 180
3CLL 00 • Rep Stress In YES WB 0.10 HORIL) -0.00 5 a a
IDO 0
L 10 Code IRC2006?PI2002 (MaInx-MI Weight-24 lb- -FT=20%
LUMBER BRACING
-
lop CHORD 2 X 4 SPF No 2 TOP CHORD 'Sheathed or 2-7-0 oc dins, except end verticals,and 2-
pu , 0.0 oc purlinz:3-4.
COT CHORD 2 X 4 SPF No 2 BOT CHORD •Rigid ceiling directly applied or 10.0.00:bracing,
WEBS 2X 4 SPF Stud JOINTS 1'Brace at As):4
REACTIONS (lb/size) 7=239018 Imio 0-1-6);5=53/Mechanical
Max Horz 7=118(LC 5)
• Max Uplift 7=-29(LC 4),5=-78(LC 5) •
Max Gray 7=232(LC 1),5=89)LC 11)
FORCES (Ib)-Max,Comp/Max.Ten.-Allforces 250(lb)or lass except when shown.
NOTES
1)Unbalanced root live loads have been considered for this design.
2):Wnd ASCE 7-05:90mph:TC1L=6 Opsf.BCDL=6 Opts h=25f1;Cat.II;6p p.enclosed:MWFRS flow-nse)gable end zone and C-C Exlerior(2)'-1.0-1210 2.54 .
zon cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown',Lumber OOL=
e: 1 .15 plate
grip DOL=1.15
3)Provide adequate drainage to prevent water ponding.
4)This truss has been designed for a 10.0 psf bottom chord live load noncoricurrent with any other live loads.
5)'Thistn truss has been designed for a live load of 2o.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 260 wide will fit between the bottom
chord and any other members. -
8)Refer to girder(s)for-truss to truss connections, •
7)Provide mechanical connection Iby others/of Cuss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,5,
8)This truss is designed In accordance with the 2006 International Residential Code sections R50211.1 and R802.102 and referenced standard ANSI/TPI 1,9) Semi-rigid pitchbreaks with fixed heels"Member end Nxity model was used in the analysis and design of this truss.
10)Design assumes 4x2(gat orientation)puffins at cc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
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November:16,2010
A WARNING•Verify design parameters d READ NOTE]ON THIS AND INCLUDED MITES(REFERENCE PACE MII 7473 UEFORE USE.
Design void fa e only vtlth Mink c ecf .Thh design based only upon parameters hown and is for dvid lbuilding comp nt. ProBUld•East R Region
I lly
App bil f d g p e t and prope incorporation component spa ry Id bT fb ngd g not truss designer.Nacho shown 50 Two[ Dive,Suite es
a for lateral support fvq dual web emb only.'Additional temporary b ng t stability gdgU g construction guidance s the responsibility of the Moorestown,NJ 08057
1
erector.
lio .Additional pontrol stof bracing delivery:olry:e r cef n and tbraan9 sult bNry ANSI/IPI1In-biding oy GN ria For
135g8 89 and SII Building Component Is
Safety Information oval/able barn Truss Platel rife. 81 N.Lee Sleet,Suite 312 Alxandrio yA 22314, PRRSulld
a
Truss Truss!Type pry Ply b1008304 JAMESTOWN ELEVATION D
]08304 T18 !Common!Tams!Tams 3: -1 14540895•I -
Job Refe joptional)
IR TER LEE BUILDING COMPONENTS:MOORESVILLE,IN 46156 7240 s Jun 18 2010 MITee Industries,Inc.!Toe Nov.IS 1339 00 2010 Page I
107AC66DkAXP LAUMRVZPCC7Ayk6v7AC66DliA)(PLAUMRVZPCC7AftvtC7EN0Lb0K8xVy1C6v
) -1S-12 '4-0.0.
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3
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l,\
3512 II 1.554 II
400
4-0 0 I
le Offsets LXYY) [2.0-6-fEdgel --
WING'fps° SPACING 2-0-0 CSI DEFL to (loc) - /dell L/d PLATES GRIP
Plates Increase - 4151 TC 0 GB Vert(LL) -0.01 SS >999 24) r MT20 197/144
IL 410 0 Lumber Increase 1.15 BC 0.13 Nert(TL)'. -0 02 5-6 .5999 16)
.L 0.0 -
Rep Siressrho YES NM 0.00 Hotz(TL) 0.01 2 n/a n/a•
)L 00.0 Code IRC2006/TP120021 (Matrix-M) Weight:2216 Fl->20%
ABER BRACING. •
'CHORD 2 X 4 SPF No.2. TOP CHORD 'Sheathed or 4-0-0 oc pudins, except end verticals.
-CHORD 2 X 45PF.Not BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
3S 2 X 45PF Stud • - - •
)ER Lett 2 X8 SYP 2400F 2.0E 2-6-0
iCTIONS (Ib/size)•f5.135/Mechanical;2=267/0-3-1S tnsn 0-1-6)
-
Max Flora 2=61(LC 5) •
'Max Uplift 5=16(LC 6),2-58(LC 6)
ICES' (Ib)-Max:Comp/Max'Ten.-All forces 250(IF)or less except when shown.
-ES ,
And ASCE 7-05;9Dmph TODL=6 Opel BCOL 6OpsI h 25tt Gat.ii;Exp B enclosed MWFRS(lownsel gable end zone and C•C Exterior(2)zone,
anlleve&left and right exposed;end-ertical left and right posedC-C for-members and forces 8 MWFRS for roan'shown',Lumber DOL=1..15 plate grip
OL=t15
h s truss has been designed for a 16.0 pat bottom chord fiCre load nonconcurrenl with any other live loads.
This tries has been designed for a live load of 200ps/ontthe bottom chord in all areas where e rectangle3-6-0 tall by 2-0-0 wide war Lt between the bottom
lord and any other members_ - - --' -
eta-10 girder(5)for truss 10 truss connections.
%wide m chanical connection others)of truss to bearing plate capable of withstanding lb uplift at joints)5 6.
rea truss is designed accordance with the 2006 international Rea dental Cobe Cob sections R502.11.1 and R802102 and referenced standard ANSITPI 1
fend rigid pitchbreaks with fixed heels'Member end tlxity model was uses in tie analysis and design of this truss.
.0 CASE(S) Standard' .741 4
•
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'PE10911118
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November 16,2010
A
W 1R Nfo Verify design p s READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE All b3 BEFORE
D g valid for ry k connectors This g b b o bnlyxpon paramete 6 showu and is n nd N al building component Applicability p ti p me to rip e incorporation I po e t p n t b building dg - t1. us t g 6 o ghwn 5 B Id Ea a 09 eg on
ll5
is for i t support i individual web b M Adm i temporary bracing to insure during c f f ig Ih p b I the r Moorestown.Hi 08057
permanent 9 structure is a bl 7 t Sb Ip ng de g 058-89 99 npI B regarding
[abets/Mu quality control.storage delivery. t db acing consult ANI/ ll Gently Cite ra ad BCSIuilding Component
.
Safety Information .available from Euss Plate institute 281 N Lee Sleet 5 1 312 Alexandin VA22314. ` P80SII
1
u (Truss 'Truss Type'. Oty Pry b1008304 JAMESTOWN ELEVATION 0
008304.. IT19 HALF HIP TRU55. 1 1 4540896'I
Job Reference(optanap_
ASTER-LEE BUILOINGOOMPONENTB.MOORESVILLE IN 46150 72406 Jun 182010 MTek Industries,Inc Tue Nov 161339'.012010;Page1
ID bHfn2Jw8Jpugy3pd8gvUv2ylc7y bMmWZloliT16W?h767RfOCT6EayzgpUgg3kUXylc6u
i__0-8-13 1 3-9-10
0-8-13 3-0-13 •
3.
4x6,= 1"' S01. Scale=117.3
14.00 2 - > -
12
I
axs Cis / iLLJ
2 j / j
/
/ .
v
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f 3x12=
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1.5x4...II
1_10_13. 1 3.9 10
1-10-13 1-10-13 -
lIe_Offsets(Xy) !2:09-80-1 121
I •
ADINGr(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/deft Ud PLATES GRIP
LL 200 Plates Increase 1.15 TO 0.15 Vert(LL) -0.00 5 >999 240 i MT20 197/144
DL 10.0 Lumber Increase 1:15 BC 003 Vert(TL) -0.00 ;5 >999 180. •
LL 0,0 ' Rep Stress Inca YES WS 0.03 Horz(TL) 0.00 4 n/a n/a
DL 100 Code IRC2006/PI2002 (Malnx-M) Weight 23 lb FT=20%
MBER BRACING.
P CHORD 2 X 4 SPF No 2 TOP.CHORD Sheathed or 3-9-10 oc purlinsj except end verticals and 2-0-0 oc pudins-2-3.
T CHORD 2 X 4 SPF No.2 SOT CHORD Rigid-ceding directly applied or 10-0-0oc bracing.
.85 2X40PF Stud JOINTS T Brace at Jt(s).3
ACTIONS (Ib/size)'. 4=140/Mechanical,6=140/0-3-8 (min 0-1-8)
. . Max Horn 6=-80(LC4)
Max Uplit4=-40(LC 5),6=-28(LC 4).
ROES (lb)-Max_Camp/Maxi Ten.-All forces 250(lb)or less except when shown.
TES
Jnbalanced roof live loads have been considered foe thia design.
NntlASCeC for bes and for s8MWRSfr 258 Cat.howxpBebe DOL 115plaeognp D L=1.1 end zone and C-C Exteno?(2)zone Cantilevee left and ngM1(exposed;end vediwl left and
'gable rah
exposed adequate frr membors eve t Water MINERS for reactions shown Lumber DOL'1.15 plate grip DOL=1.15
h
os truss s has bee nrdesign to prevent Water podding.
this WSS has been designed for re live psf bottom rliortlnth bottom chords all with swher other lve loads ,- _a 10 This and has been designed fora ve load of 20 Opal on the bottom chord in all areas wherearectangle 3-6-0 tall by 20-0 wide will 01 between the bottom
:hard and any other members: "
tefer to girder(s)for truss to truss connections:
vde s is desical connection others)of truss to bean0g plate capable Code withstanding 100 lb uplift at mint(s)4,6 • r
his i egi is designed in accordance with the 2006 Intemabonal Residential Code sections R502 11.1and 8802.10.2 and referenced standard ANSI?PI 1:
Semingid pachbreaks with fixed heels"Member-end fimtymodel was used in the analysis and design of this truss.
Design assumes 422(flat onentation)pudins at oc spacing indicated;fastened to truss TC w/2-10d nails.
AD CASE(S)'Stantlard
•
ass"- LNuSty NO..
PE10911118
TEOF + Q
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November 16,2010
A WARNING ojferify design p d READ NOTES ON THIS Argo INCLUDED MITEK REFERENCE PAGE m11-7473 BEFORE USE r
Design valid fa ly van Wok connectors This design b d l P parameters shown f individual building component 1 P B Id East R gion'
Applicability f d g p 1 d p p incorporation of component f p iblty of b Id g d ig t truss designer Bracing Mown)
- t
50 Twosome Dive sin
e x5
a for lateral ppad f individual web members only Additional l tempwary b g to insure stability d ng construction is the p 6l1l y of the Moorestown NJ 08057
erector Additional ing of thoverall structure is the responsibility-of the l Ig ,Fp rai 9 u9 Building repodin
fabrication da Y control, t tag delivery, consult o bI Glue*C designer 0511-89 C ant
Safety Information available from Truss ote Institute,281 ift Lee Skeet,Suite Alexa tl NA 22314 ,PR8uRA
I 'Truss Truss Type ON ply b1008304 JAMESTOWN ELEVATION 0
008304 T1A Common Tmss 1. 1 14540897
Job Reference(optional)
iRTER-LEE BUILDING COMPONENTS:MOORESVILLE,IN 46150 7.240 s Jun 182010 MiTek Industries,Inc..Tue Nov 16113'.38'.47 2010 Page I
ID'?gwCNnaObPiORMx?JAt95RyIC76?gwGNnaobpioRMx?JA195Rtluabb9ltPnOavg__?tylc)6
6-0J. 12-4_13 18-5-8' .24E-3 ) 30-6-13r 36-11-0 38-5-12
6-4-3' 6-0-11 6-0-11 6-0-11 6.0-11' -6-4-3 11E-121
Sxfi =
Scale=1'86.0
Camber=3/8 in,
fi 0 12
6
1 e
354:2,-5 46 \ 3x4 C
6:8
7
3x12 9
� �� f� 3512
= f5x4 O 4 � "X, 8 LSx4 //
re C 3 6-'15 x� 8
Sx� 2 v 5-1) 5-1\\5 �.dil/5/ )-13� ��� 0x8 11
; /'� \4 _Y, \.!� \I\'0.r1 12 '0� 1216 1 4 r ..—..:1.14-16—'61 S'-11=14 V a
(' 17 26 27 18 15 14 28 29. 13 si
3x4 = 356 = 458 = 3s6 = 354 = 10x16 =
10516 =
9_4:8 18-5E ) 276:8 36_11-0
9<_8 9-1-0 9-1-0 [ 9-4-8
late Olfsets.(X,V)._[1:Edge,0-6-5),[12Edge,0-651
DADINGJIpsf SPACING 2-0-0 CSI DEFL in Iloc) Udell Uri PLATES GRIP
)LL 200 Plates Increase 1.15 TC 0.93 • Ved(LL) -04113-15 >999 240 MT20 197/144
:OL 10.0 Lumber Increase 1.15 BC 0.89 Vert(TL) -0.77 13-15 >575 180
CLL 00 ' Rep Stress Incr. YES WB 0.32 Horz(TL) 0.20 11 Ma n/a
CDL 100 Code IRC2006/TPI2002 (Matrix-MI Weight:172 lb FT=20%
UMBER BRACING
DP CHORD 2 X 4 SPF No 2'Except' TOP CHORD Sheathed or 2-2-0 oc purlins.
1-4,9-12:2 X 4 SYP 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 cm bracing.
DT CHORD 2 X 4 SPF 1650F 1,5E. WEBS T-Brace: 2 X 4 SPF NO2-7-15,5115
lEBS' 2 X 4 SPF Stud'Except' Fasten(2X) T and I braces to narrow edge of web with 10d(0,131"53")nails,Bin a C.
815,7-15,5-15:2 X 4 SPF No 2 with 3in minimum end distance.
UDER Left 2X 8 SYP 2400F 2.0E 2-66,Right 2 X 8 SYP 2400E 20E 2-66 Brace must cover 90%of web length,
•
EACTIO_NS ilb/size). 1=1628/0-36 (min.0-2-91,11=1726/0-3-B (min.0-2-111
Maz Horz 1=-120(LC 71
Mae Uplift 1=710LC 6),11=-121(1C 7)
[ACES',(1b)-Max.Comp./Max.Ten.-All forces 250(In)or less except when shown.
DP CHORD 1-2=-501/163,2-3=-2631/349,3-44:2474/326,4-5=24311351,5-6=-19021339.87=1902339,
-8=2422/346,89=-2463321.9-10=-2618/342,10 =
11 480/301 •
DT CHORD 1-17=-1902243,17-26=-1032038,2E27=1032038,16-27=1032038,1516=1032038,14-15=-1012035,
14-28=-101/2 035,2829=.101/2035;13-29--101/2038:1 13=-1822227
iE05 6-15=-172/1312,7-15=-659/184;7-13=0/367,5.15=-684/187,5-17=013379
CITES ,
'Unbalanced roof live loads have been Considered for Ibis design.
Wnd'ASCE 7-05;90mph TCDLM3 Op f;;BCDL=6.0psf;h=25ft:Cat.II;Ow B',enclosed;M WFRS/law-rise)gable end zone and C-C Exteriog2)acne,
cantilever left and right exposed;end vertical Ieb and right exposed;LC for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.15 plate gnp
DOL=1.15
This truss has been designed for a 10.0 psf bosom chord live load nonccncurr era with any otter live loads.
'This truss has been designed for a live load of 20.0psi 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,with BCOL=10.Opst..
Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atSant(s)18 except 01=Ib)22=121.
This truss is'desigriiid' accordance with the 2006 International Residential Code sections R502.11,1 and R802.102 and referenced standard ANSIITPI I.
"Semirigid pitc hbleaks with fixed heels"Member end f/sty Model was used in the analysis and design of this truss.
Warning:Additional permanent and stadliy bracing for Miss system(not part of this component design)is always inquired. `\\`�J011111111///0
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)AD CASEI5) S( dard \�\� N '7 Q/S•
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November 16,2010
A for law RNiNG Verify design parameters and READ NOTES ON THIS'AND INCLUDED NITEK REFERENCE PAGE 11111-7473 BEFORE USE only
Applicability for p MiTek connectors.p p itu�gtobofcd F et parameters p ltyhl building d g individual truss designer.Bp' 9hown n 50 Twosome Dnve Suite as
Design n�lsupport of individual b members only Addt temporary bracing to' bitty gduring general t t n i the pregarding billay f the Moorestown,NJ 08057
ardor,Additional p rag bracing of y,-overall structure is
bracing consult b �ANSI%RII Quality designer. DSe d ECSll Building ponent pO..f
Satefy Information avotable from Russ Mole Institute.1e,281 N.Lee Street.Suite 312,Alexandria.VA 22314. PBObild
'Truss Truss Type Ott PR b1008304 JAMESTOWN ELEVATION D '
D08304 T2 SPECIAL TRUSS 1 1 4540898
Job Reference(optional)
1RTER-LEE BUILDING COMPONENTS;MOORESVILLE,IN 46158 7.240 Jun.18 2010 MRek Industries,Inc. Tee Nov 16.1838482010 Page I
10:2aXAHzV 76Z10oxnyE2np79ylc9&UsUab7be M)pt2 WWBSu00ee98)?)(H01Car9pYXCylc75
3-0-8 4-70 ,6-]-0 13-2-0 _ 15-2-0 16-10-2_22-0-11 _24-9-7 30-7-0 - 368-0 38-2_12
' F2-0-8 68 1 2-0-0 ) 6-7-0 2-0-0T1-8-2 ( 5-2-9 12-8-12- 5-9-8 6-1'-0 1-6-12
Scale=1:69.3
5x6=- Camber=5/16 in
5x6 6 7
f,L1
1.554 II ;447
5x12 =
556 =
5j 7-8n
6 _
6.00 12 556= 5x6 � / ]-
Q&2GfSgjl9 r� 6194 5.19 61;1//1�I\9 L I q-01— \-L'a,I`: 1931
° �I 6 "22;23. 21 20 1 9/ 15-tell �4. 3!'3\12j9
_ 1115- 9 \� 2 -
23 22 546 -458= 606= 18 '24 17 16 15 14 13
2x4 II 548 = 15x4 3x12 = 356 6x6= 354 II
600 12 5x12 =
F2t0:8_1_¢0-86:7-0_I 13-2-0 1_15-2-0 i 22 )11' )_24-9:]___♦ 30-7:0 I 36-8-0_�
12.0-8_2-0-0-1-2-6-8 6-7.0 2-0-0 16-10-1, 2-8:12 5-9:8 6_1_0
?late ORSets,(&10 [?63-0,0.2=01(9.0.3-0,0:2-0],1110:211,0:2-8],./1130:99,0-24),-[200.380:2-01;R2:0-6-0,0.2_8] -
OADING (psi) SPACING 2-0-0 CSI 'DEFL in (lot) t/deb Lid PLATES GRIP
CLL 20.0 Plates Increase 1.15 TC 0.58 Ven(LL) -02017-18 >999 240 MT20 197/144
CDL 100 Lumber Increase 1.15 BC 0.77 -Ven(TL) -05217-16 >838 180
ICLL 00 - Rep Stress Ina YES WB 0.80 Horz(TL) 0.19 13 rile n/a
CDL 10.0 Code IRC2006/TP12002 (Mahn-M) Weight:206 lb. FT=20%
-UMBER. BRACING
fOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-2-3 oc pubins, except end verticals;and 2-0-0 oc puffins(3-6-1 max.):
lOT CHORD 2 X 4 SPE No 2 3-4 8-9.
•
NS 2 X 4 SPF Stud ES BOT CHORD Rigid ceiling directly applied or 10-0-0oc bradng. --
6.18,]-188-18:2 X4 SPF No 2 WEBS T-Brace: 2X 4 SPF No.2-6-18:8.18
Fasten(2X) T and I braces to narrow edge of web with 100(0.131"a)nails,Bin a.c.
,with Sin minimum end distance.
•
• Brace must cover 90%of web length.
REACTIONS (Ib/size) 23=1500/Mechanical,13=1623/0-3-8 (min,0-2-9)
Max hots 23=-141(LC 4) -
Mav Uplift 23=-65(LC 6),13=-132(LC 7) '
1ORCES (lb)-Max,Comp/Max'Ten.-All forces 250(lb)orless except when shown. •
TOP CHORD 1.2=-1098/161,2-3=-2074255,3-4=-2553/319,4-5=-2345/333,5-6=-2347/429;6-7=1750E357,
7-3=-1823/316,8-9=1868/321,9-10=-2160/323,10-11=-2400/296,1-23=-1472/186,11.13=-1559281
80T CHORD 21:22=77/996,2021=-79/1881;19-20=-1492600,.18-19=001763,18-24=-71/2056.17,24.:71/2056,
16-17=402061,15=16=-1352073,14-15=1350073 -
WEBS 2-22=-1340/138,2-21=61/1214,3-21=326/33 3-2W-139/1317,4-20=-1005/199;4-19=-6311107,
5-19=-410/198!6-19=-199/1582;608=-1158/118,7-18=-180/1157,8-18=918/151;8-13.:532/40.
9-16=-58580,10-16=-29496,1-22=-144/1321,11-14=-153/1850
NOTES. ,
1)Unbalanced roof live loads have been considered for this design.
2)Wnd.ASCE 7-05;90mph;TCOL-6 0ps1 BCOL=80pst;h=25X;Cat:II;Exp B:enclosed;MWFRS(low-rise)gable end zone and C-C Extenog2)zone;
cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.15 plate gnp
DOL=1,15
3)Provide adequate drainage to prevent water bonding.
4)This buss has been designed tar.alai)pan bottom chard live load noncon urrent with any other live loads.
5)I This Huss has been designed for a live load of 20 Opsf on the bettor.Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will It between the bottom
chordand any other members,with BCDL=10.0psf. -
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of Huss to bearing plate capable of w thstandi 9 100 lb uplift at joint(s)23 except lit-lb)13=132. `05)‘1111111/////0/,
B)This truss is designed accordance-Willi the 2005 International Residential C de sections R502111'and 6802.102 and referenced standard ANSt/TPI1. ,O, N.
9) Semkngid pitchbreaks with fixed heels Me be nd f ry model was used n the analyst and design of this bass. 5th a,JP_. Nq ///
10)Desgn assume 42(fiat onentt )peens at oc spaongndicated,fastened to truss TC /210d nails, �.\C' '�/ /t
I1)Warning:Additional permanent and tabillty bradng for buss system(not part of this compo e t design)Is always required. ���Q' _�(j\STEj��'`.. '9�i i
LOADCASE(S) Standard S PE10911118
7., 9
S : OF
/1 4 11 11111
November 16,2010
A WARNING verify design parameters d READ NOTES ON THIS AND INCLUDED MITER REFERENCE PACE 6111 7473 BEFORE USE.
Design Desipn valid i N with ANT k coneectors.this d g based Only upon parameters M1 and is f dud l b Id g component. PoDs/f East R glen
Applicability � I and aroma t 1 component gp f b it npdesigner not inns designer, 'rig
50 Twos Drive,Suite
#5
Into l lateral Pp du a temporary si ^91 insure bTN g c 1 f ' the en d of the • Mmrest ,NJ 0809 7 members
erector_ ddti al Permanent bracing ftti e d structure Isth responsibility %Vaty 9n For 989 agIB9 regarding of
tab l ben wary lap aft every.eesl on'ondMt consult ANSI II QuliCtlen 059nd guidance Building Component
Solely tel maltpn acre lablage,Truss Institute: 1N. eeStreet,Suite Alexandria.VA 22314 NORM
•
Truss (Truss Type Oty Ply b1006304 JAMESTOWN ELEVATION D
)08304: T20 (HALF HIP TRUSS 1 1
4540899
Job Reference(optional)
/BIER-LEE BUILDING COMPONENTS,MOORESVILLE,IN 46158 7.240 s'JUn 182010 MITek Industries,Inc..Tue Nov 1613'3801 2010'Page 1
I D:PR021M?wfgg_Gn V5?u9JyIc7s-bMmUJzJoliT 16 W?h767RfOCTnEa3ig4 Ugg3kUXylceu
-1-6-12 2-1-0 2-10-8
' 1-6-12 2-1-0 ' 0-9-8- ..
Scale a 1:13:0
4
5745=.---1 1:5x4-II
14•600.12 \�k�—
•
lip
efi s
2 / 1B
I-6 \\}5\
d, 2•6
lil
`.i 2-5
IVY Vib!`'?//.;ILX:i?'Vi•1'\'ZiseZ.:s;,1,,2
6 5
3x12 II 8x8 • 3>4
1-54 2.10-8
1-5-4 1-54
ate OReets(X Y)_(2:0-8-13,01-8],(3:03.0,0.2:0)
IADING'(psf) SPACING 2-0-0 CSI DEFL in. (Doc) Ildefl Ld PLATES GRIP
ILL 20.0 Plates Increase 1.15 TC 0.17 ' venal) 000 1 Nr 180 MT20 197/144
'AL 10.0 Lumber increase 1.15 BC 0.02. Vert(TL) . .0.01 1 tar 120
:LL .00 ' Rep Stress Ina YES WB 0.01 Harz(TL) -000 5 Na nla
IDL 100 Code IRC2006ITPI2002 (Matrix) Weight 19 lb FT=20%
MBER - BRACING
IP CHORD. 2 X 4 SPF No.2 TOP CHORD Sheathed or 2-108 oc purling,except end verticals,and 2-0.0 oc purling'.3-4.
R CHORD 2 X 4 SPE No 2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
;BS 2 X 4SPF,Stud JOINTS 1 Brace at Jtis):4
IDER . Left 2'X B SYP 2400F.2OE 1.6.10 '
ACTIONS (lb/size) 5=52/2-10-8(min.01-13),2=199/2-108 (min.0-1-8),6-512-108 (min.01-8)
Max Horz 2=57(LC 5)
Max Uplift 5=.27(LC 5),2=-72(LC 6)
Max Gray'5=52(LC 1)t 2=199(LC 1),6=77(LC 2)
ROES IN-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
/TES
wind:ASCE 7-05;Oomph;TCDL=6.Dose BCDL=6,Dpsl:h=25ftbat.II;Exp B;enclosed;MWFRS(law-rise)gable end zone and C-C Exterior(2)core:
cantilever left and right exposed;end vertical left and right expbsed.0-C for members and laces&MWFRS for reactions shown,Lumber DOL=1:15 plate gnp
JOL=1.15
Provide adequate drainage to prevent water,hooding.
Sable requires
been desig bottom c1iordbead
This bassshss beeddesineloor a 0gsibottom o chordn the boom chord in al with any ere a tangs.a
ord and has been desibee0 for a kve load 0120.Opif on the bottom chord fir,all areas¢here a rectangle 3-6-0 tall by 2-00 wide will fit between tre bottom
sbortl and any other members.
Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1001b uplift at joints)a 2.
rh truss Is designed in accordance with the 2005 International Residental Code sections R50211:1 and R602.102 and referenced standard ANSI/WIT.
'Semi-rigid pitchbreaks with fixed heels'Member end fixity-model was used in the analysis and design of this truss.
Design assumes 4x2(flat orientation)plains at oc ipadng indicated,fastened to truss TC cal 2-10d nails.
AD CASE(S) Standasd
``tit p,INus,y. o.,
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November 16,2010
A WARNING 7 Venty design earameten and READ NOTES ON THIS AND INCLI DED MITER REFERENCE PAGE 1411-7473 BEFORE USE.
Design valid for use only with!11T k connector-01M deg bored only upon parameters shown.and 4 for on individual budding component.•- _ �, ProBY ld East Rages
Appr bily Id g p nl d p p incorporation Of component e responsibility of b idngd designer not designer.er Bracing shown 50 Twosome Drive.Su
de M5
is f lateral support of d ciol web e b only:Adtltionall p Orybac bracing insure stability during
canstruction is the p blfry of the Boomstown.NJ 08057
erector.Additional permanent b cing of th overall erecters is the ep bllty ot the b ltl gtl o l:F general 9 dan regarding
fabrication,quality control.storage,d l ery ectb and bracing.consult ANSI/Mil Duality Crllera,05449 and BCS11
Building Component gene^"A
Safety Information amiable from Truss Plate Institute.281 N.lee Street.Suite 312,Alexandra VA 22314. rBIDOY Y
•
•
•
Truss Truss Type OM my b1008304 JAMESTOWTI ELEVATION D
708304 T20A lCOMMOO Truss 1 1 '
14540900
Jab-Reference Optional)
\RTER-LEE BUILDING COMPONENTS,MOORESVILLE,IN 48158 7.240 sJUn 182010 MiTek IndusVies,Inc.Tue Nov 1613'.39.022010 Page 1.
1-6-12 ID:3YKiXVmR3099Iukgauhgegebylc6l-3YKLXvmR3Otiukgzuhga9CblePewCtiHWd3KpH00ylcht
1-6-12 1-9-8
Scale=1:12.4
8x8 12
600 NT \/
d 3-4
cs
/3/
2-3
3x12'II 1.554 II
1 1-9-8 I
1-9-S
bleOflsets-(X,Y)_)2;0.2-12,0_112),(30-1-11,Edge)' - -
JADING(psi) SPACING 2-0-0 CSI DEFL in (Mc) I/den lid PLATES• GRIP
:LL 20.0 i Plates Increase 1.15 TC 0.18 ven(LL) -0.00 7 >999 240 MT20 197/144
)DL 10.0 I Lumber Increase 1.15 BC 0.01 Vert(TL) -0.00 7 X999 180
:LL 00 ' Rep Stress Ina YES WB 000 Horz(TL) -000 2 Ma Na•
)DL 10.0 Code IRC2006ITP12002 (Matrix-MI Weight:14 lb FT=20%
JMBERI BRACING
)P CHORD 2 X4 SPF No.2 TOP CHORD Sheathed or 1-9-eoc purtins, except end verticals.
)T CHORD 2 X 4 SPE No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc braang.
EBB 2X4SPFStud
.IDER Left 2 X B SYP 2400F 2.0E 1-10-3
EACTIONS (Ib/size) 4=21/Mecaniral.2=2041/0-3A (min.0-1-8)
Max Horz 2=46(LC 5)
Max Uplift 4=-15(LC 5),2=-65(LC 6)
Max Gray 4=35(LC 2),2=204(LC 1)
DEICES fib)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown.
3TE5
Wind:ASCE 7-05;90mpht TCDL=S Opal;BCDL=6.0psf:h=25X:Ceti!:Exp B;enclosed:M WFRS(low-dse)gable end zone and C-C Exterior(2)zone:
cantilever left and right exposed:end vertical left and nght exposed:C-C for members and forces&M WFRS for reactions shown;Lumber DOLMA 5 plate grip
DOL=1'15
This truss has been designed for a 100 psf bottom chord live load nonconburrent with any other live loads.
'This Muss has been designed for a live load of 200ps1 on the bottom Cord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide wilt fit between the bettors
chord and any other members
Refer to girder(s)forlmss to truss connections.
Provide mechanical Connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)'4:5.
This Was is designed in accordance with the 2006 international Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI I., '
'SemLngid pitchbreaks with fixed heeler Member end fixity model was used in the analysis and design of this buss.
)AD CASE(S) Standard
\�JP INIns �2j
cr & :`4c STEgF.,.9(i.
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November 16,2010
1
A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE mu-7473 BEFORE USE.
Detign valid l s N 3h MT k Connectors:Thisaesign' bosec only upon pthameters shown.arta is for on d tl albuilding c P ent 1 Duality
Po84 EastRegion
ep5Applicability i responsibility building g 8
I lateral supped I individual web members fy. Additional temporary ly during construction Is eo dtyo the Moorestown NJ O8057
erector.addt additional ent bracing structure lheb building d9 r99 e n1 9 Idal aagg regarding
f b I coned, is ANSI/SNI Crit u oe Sad ICt euuding Component
Solely Information available Truss Plate Suite 312,Alexandria,VA 22314. PpppYifY
i Truss Truss Type - ' Oty ply b1008304 JAMESTOWN ELEVATION D
008304 T20B Common Truss 1 1 14540901
Job Reference(optional)
3RTERWEE BUILDING COMPONENTS;MOORESVILLE;IN 461587 7240 sJim 182010 MRek Industries,Inc.Tue Nov 16183992 2010 Page 1
IDGYKIXVmR1-9-8 auhgegCliylc6l-3YKIXVniR30tiukgatingegCble Xew9iHWd3KpH00y1c6t
I -146-12 1-9-8
1-6-12 1-9-8
• Scale a 1:12.4
3
8x8 % /
6.00 112 \/
\\/[\
se
d 2 1-3 � V
�� 2-3
/ / 2-4 u
J+ tiYV' /1
4
3x12 II 1.5x4 II
I 1;9.8 I
1-9-8
gale OXSats(X,Y):_(2;0-2-12,00.1_127.L3 0-1-11,Edge] - -
JADING(psi) SPACING 2-0-0 CSI OEFL in (lot) Udell LW PLATES GRIP
;LL 20.0 Plates Increase 1.15 TC 0.17 Vert(LL) 0,00 1 - n/r 180' MT20 197/144
OL 10.0 Lumber Increase 1,15 BC 0.03 Ved(TL) -0.01 1 n/r 120'
ILL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 000 4 We n/a
)DL 10.0 Code IRC2006/TP12002 (Matnx) Weight:14 lb FT=20%
IMBER BRACING
DP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 1-943 on pudins,,excepl end verticals.
)T.CHORD 2 X 4 SPF No 2 BOT CHORD Rigid Sling directly applied or 10-0-0 oc bracing.
EBS 2X4SPF Stud
1DER Left 2 X 8 SIP 2400F 2.0E 1-10-3 .
5AC11ONS (1b/size)' 4=21/1-9-8 (min.0-1-8),2=204/19-8 (min.0-1-8)
Max How 2=49(LC 5)
Max Uplift 4=-16(LC 5),2=-67(LC 6)
Max Gray n=351LC 2I,2=204(LC I)
IRCES (Ib)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown.
3155
Wind;ASCE 7-05;90mph;TCDL=6.Opsf,BCOL=fi Opsl;h=25ft;Oat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone and C-C Exterior(2)zone:
cantilever left and right exposed;end vertical left'and G
nd right exposed, C for members and forces&M WFRS for rea t on shown,Lumber DOL=1.15 plate grip
DOL=1;15
Gable requires continuous bottom tbotd bearing.
This truss has been designed for a 10.0 pal bottom chord live load noncencunent with any other live loads.
'This truss has been Sesigned 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 fit between the bottom
chord and any other members, -
Providemechanical connection By others)of Muss to hearing plate capable of withstanding 100 lb uplift at joint(s)4,2.
This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
"Semi-rigid pnchbreaks with fixed heels"Member end laity model was used in the analysis and design of this W ss.
,AD CASE(S) Standard
• �JP LN NSHV2j%,o
``/p PSG\STE9�O:9��%
. =% PE10911118 1
•
•0 1. STAT • f CC
"' ( 4, .
S.
AS-
null
November 16,2010
A WARNING Verify design parameters d READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1,111 7473 BEFORE USE.
Design alid for use o N wth MT k connectors.TM1 design is based only upon par ameten shown. d is for tl E lbeading a t. ProBuild-East Region
Applicability of design par amsters and p p incorporation ofcomponent AresponSibilitywf b Id g d sg not truss designer.Bracing shown
50 Twosome Drive SOt
a SS
f f 'kt al support I individual b b only. Additional tempos)/baC g t it estability during construction the p bitty of the Moorestown,NJ 08057
erector. Additional� En the p airy building designer. lS1 fabrication. I ty l of storage,deism/. ti and Mooing g co it AN51/1PII Ouly CMeo,0511-89 and CSI Building Component
Solely Information available ham Truss Plate institute.281 N Lee Street.Suite 312.Alexandria.VA 22314 PRO/Wild
•
i.
Truss' Truss Type Qty Ply b1006304 JAMESTOVJN ELEVATION 0
•
008304 T3 (SPECIAL TRUSS 1 1 14540902'
Job Reference(optional)
iRTER-LEE BUILDING COMPONENTS;MOORESVILLE;IN.46158 7.240 S Jun.18 2010 Mifek Industries Inc.Tore Nov 16 13'.3849 2010 Page 1
10'.bUFjo3efHFVjEmFxe?etliylc9c i22y0SCH7 0ykgg500bvtlASEpPG09E114PQ53eylc]4
F2-0-81 14-0-8_1_927p }_8 1320 _415-2-0_1640-21 24-0-11 26-9-7 319-0 I 36-8_-0 38-2_121
2-0-8' 2-0-0 2-6-8 2-0-0 4-7-0 2-0A 1-8-2 7-2-9 h 2-8-12 4-9-8 5-1-0 '1-6-12
•
Scale=1.68.8
5x6= Camber=12 in
5x6 fe 8
1.5x4 II 7
5x8 = 4-5 �� / II B9\9 sxe =
6.00 lei (III
3x4 {{.'-9-107rFj
. 5 8-18' 10"
4x6 G 3 � � �� X19 L5x4 6
v 4x6 6 2 1-0 6-19 ]18 10.15 11
Ji n i 1 �r I\\. 4H1 S20 519` 18 10.14 5x6
D.'h ml 1-1,4�Ij\22 321\ Hsi \\ 9-t8 9.1]10-17 /LL\� \12 L5
ryl -r 2--23 2-22._{11 S,
\\\\ 2283 1932 � 1 11-15 { 13 14
23-21/22 21 20 19 18,19e 16-18- 1616 j� CO.
- 13-16
.r
24 '23 54 - 3x4 =4x6 = •Bole = 16 29 17 16 15 M
2x4 II 5.8= 12x12 II
W
6.00)12 12x12 =
6x16 B=
3x4 =
1_2-0-8;4-0:8_).6.70_4_81-0_ 13-2-0 i 15-2-0 i 24-0_11 _26-9.7 368'O
2-08 2-0-0 268 2-00 4-7-0 ' 2-0-0 I 8-10-11 2-8_12 9-_10_-9 1
ate Offsets(X,Y):_[4:0M 0 0.2-4(1006"0,0.2:8),116 92-89-3-0],118:0.48,42-41 j23.0:6-90.2A1
IADING (ps0 SPACING 2-0-0 CSI DEFL in (loo) /dell lid PLATES GRIP
:LL 20.0 Plates Increase 1.15 TC 0.94 Vert(LL) -0.2517-18 >999 240. MT20 197/144
:DL 10.0 Lumber Increase 1.15 BC 0.91 Vert(TL) -0.74 17-1B >591 180
AL 00 ' Rep Stress no YES WB 064 Hors(TL) 0.23 13 Na Na
:D 0
L 10 Code IRC2006RP12002 (Matnx-M) - Weight:209 lb FT=20%
IMBER' BRACING
)P CHORD 2 X 4 SPE No.2 TOP CHORD Sheathed or 1-11-14 ocpurins, except end verticals,and 2-0-0 oc pudias(3-6-15
)T CHORD 2 X 4 SPF No.2*Except' max.):4-5,9.10.
13-16:2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or-10-0-0 oc bracing.
?BS 2 X 4 SPF Stud"Except' WEBS T-Brace: - 2 X 4 SPF No.2-7-18.9-18
7-18.6-18.9-18.2 X 4 SPF.No.2 Fasten(2X)T and I braces to narrow edge of web with.IOd(0.131"x3"1 nails,bin o c.
'HERS :2 X 4 SPE Stud ;with Sin minimum-end distance. •
IDER Right 2 X 8 SYP 2400F 2-0E 2-6-0 Brace must cover 90%of web length. -
ACTIONS (lb/size) 24=1500/Mechanical,13=1624/0-3-8 (min.0.2-a)
Max Hon 24=-129(LC 4)
Max Uplift24=65(LC 81,13=-1289C 7)'
IRCES /lb)-Max.Comp./Max.Ten,-All forces 250(lb)or less except when shown.
IP CHORD 1-2=-1097/161;2-3=-2082262,3.4=2218304,4-54-2359/329,5.6 7-2293/344,6-7=-2298/413. •
7-8=-1742/350,8-9-1672312.9-10=-2317343,10-11=-2262307,11-12=-2374332;12-13=-633/82.
1-24=-1472/188 - -
IT CHORD 22-230.86/993,21:22=-102/1859,20.294-91/1949.19294,141/2388,:16-19=-26/1760.18-29=-136/2327,
17-29=-1362327,16-17=-94/1988,15.16=-94/1988,13-15=-1792015.
185 2-23=-1336/139,2.22=-82/1241,3-22=317/66.4-20=-108/999.5"20=-834/154,5-19=514/97,
6-19=-290/137.7-19=193/1489,7-16-1110/123,8-18=-136/1084,9-18=1082/172,9-17=-422/155,
10-17=-91/790,1-23=-141/1315
/TES
Unbalanced roof live loads have been considered for this design.
Mnd:ASCE 7-05;90mph;TCDL=6.Opsfl BCOL=8.0psf,h=25g;Cat,II;Exp E;enclosed;MWFRS(law-nse)gable end zone and C-C Extenorl2)zone;
cantilever left and right exposed:end vertical left and right exposed;OC for members and forces&M WFRS for reactions shown;Lumber DOL=1.15 plate grip
)OL=1:15 .
'rondo adequate drainage to prevent water pending.,
The Fabrication Tolerance at joint 18=16%,joint 13=.16%
'his Buss has been designed for a 10.0 psf bottom chord live load noncan nt with any othe live loads.
iefrd tog any of'amiss m suxth BCDL ^10Dpsf.psf the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom ```\`--YyY��1J�11th I IS /x,
.mto
>rov/de mechanical connection(by others)of Buss to beanng plate capable of with stanaing 100 lb uplift atjoint(s)24 except lit=lb)25=128. \C C
Q....at:•'LISTER•• 9
rti s truss is designed in accordance with the 2006 In end tsoty nal Residential Code seaidns R502,11:1 and 94802.102 and referenced standard ANSIRPI 1. �. A-• X(.••.%i
"Semi-rigid pilchbreaks with fixed heels":Member end fixity model was used in the analysis and design of this truss. _
Design assumes alper(flat dnentandstaudins at oc fortrunticete ;fastened to truss TC w/2100 nits. ❑ • PE10911118 L
Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required, =
AD CASE'S) Standard _ e • C
ti- -OA STATE OF t Q'
It /
• .. IANP• Kr
f .
• x. Slip N o 0
7/111111111
iNovember 16,2010
•
A WARNING yenfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 5111-7173 BEFORE USE.
Design I d to useonly with MI k connectors:11as design is b d only upon porametea shown.and Is for d tl al buteing component ' SPd ro Twld s omEae sDReeSo=
le 45
Applicability Id g p nl dl) p rp 1 f p t responsibility fbuilding d g tMiss d 9 Bracing shown
is tor lateral support of indeicked web members onIW A ddtional t .p w bracing lom t blty 9d during general 1 f the pp bIITy t the Moorestown.NJ 08057
fabrication.Additional goey�control,storog tl k ery erection overall d bra Ihe consult s bIry AN51%IPII O olltly Criteria,951-135, nd guidance Bonding Component I1 A
Safely Information evadable lbom Trust Plate Institute,281 N.Lee 5 tre t Sete 312.Alexandria.VA 22314. P8020110
•
Truss Truss Type Qty Ply b1008304,JAMESTOWN ELEVATION 0
00.8304 1.4. iSPECIALTRUSS' 1 1 •
4540963.
Job Felerence(optional)
ARTER-LEE BUILDING COMPONENTS,MOORESVILLE,IN'45150 7.240 stun 10 2010 MiTek Industries:Inc..Tue Nov 1613'.3850 2010 Page 1
p p _ bK?otl uK4bigga_J0s13FSBpezucyslTUfWyld3
0-8-828:8 48-8 8-7-4 13-2-0 152 016-10-2 23.5_7 30-0-11 '3297, ;36-8-0 38-2-12
ID: OXdXWO DEBIInCICokh=R Ic9P-
08-62-0-0 1-4-0' 4-6-12 f 4-6:12 . '2-0-0 '1-8-2 I 6-7 5 6-7-5 2-8-12 3-10-9 18121
5x6 = Scale=1]77
Camber=5/8 in
5x6 P 8
15x4 II 7 \
\36 SP
e.3x4 / I \ 9
6.00 12 5 38/ 9610
a 19
of
12.12 G 5x6 0
5x6 = 5x12 =
�� 620 7.19 10
N d I 1s852-3:R/I-I.21 �5-21 5-20. r� . . 9"t9 ggB1( n115 126 ��
tr3-22\.. \� 1I-j7
\ -r,% vim(, /10-Tin x11.14
�2 I i7.1 I L22:23' 21 20 �1 -206 16/9 .1 *-%.�-13:16- a4
23 22 6x16 = 6x16 = 1g 28 18 17 16 15
2x4 11
6.6=
354= 3x6= tOxifi
6.00 1W 10x16 = 4.10 =1.5x4 II
4.2k844-0-8i '13-2-0 115-211 r 23-5-7 30-0-11_t_32:9,7_4_3661-0
2A-8_2-0-0 9_1-8 2-0-0 ' 8-3-7 6:75 ' 2-8-12 3-10-9
rlate ofsels(X,Y)_[2:Edge,0.2-2] (1149_-0,0-2-0] [13:Edge,O_6_1],[17 0 3 8 0 2 0],[19:11161,-02-_41,[22':O:5-8l)-2-4I
AADING (psi) SPACING 2-0-0 CSI DEFL in (lac) VdeS 04 PLATES GRIP
CLL 200 Plates Increase 1,15 TO 0.71 Vert(LL) -0.3220-21 >999 240 MT20 197/144
'COL. 10.0 Lumber Increase 1.15 BC 0.82 Vert(TL) -0.94 20-21 >468 180 •
ICLL 0.0 ' Rep Stress Ina YES WB 1.00 Horz(TL) 0.24 13 Na Na
1CDL IOU Code IRC2006/1P12002 (Matnx-M) - Weight;194 lb FT=20%
-UMBER BRACING
IOP CHORD 2 X 4 SPF Not TOP CHORD Sheathed or 2-9-1 cc pullins, except end verticals.and 2-0-0cc purlins(3-0-1 max):
30T CHORD 2 X 4 SPF No.2'Except' 2-3.,10-11.
16 19.13-16:2 X 4 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracng.•
WEBS 2 X 4 SPF Stud'Except' WEBS. T-Brace: r 2 X 4 SPF NO2-7-19.9-19
7-19,8-199-19.2 X 4 SPF No.2 Fasten(2X)T and 1 braces to narrow edge of web with 104(0.131"x3")nails,Sin o c.
iLIDER Right 2 X 8 SYP 240052.0E 28-0 . with Sin minimum end distance.
• Brace must cover 90%of web length.
3EACT1ONS (lb/size) 23=1504/mechanical,13=1624/0-3-6 (min.0-2-9)
Max H017 23=129(LC 4)
Max Uplift 23=-65(LC 6),13=-128(LC 7)
'ORCES •(11o)-Max.Comp/Max.Ten,-All forces 250(lb)or less except when shown. _
FOP CHORD 1-2=-1094/160.2-3=-1214/174,3-0=-3219/349.4-5=-3281/431.5-6e:2325/346,6-7=-2305/406,
7-6=-1775/369,S-9%1668/320,9-10=-2635/354,10-11=-3095/390,1132=2273279,12-13=-322/0,
1-23=-1466/192
BOT CHORD 21-22=-1602177,20-21=-1822388,19-20=-22/1788,15-28=-1432292.18-28=-1432292,17-18=1291/3156,
16-17=-145/1907,15-16=-145/1907,13-15=-147/1912
NESS 2-22=-00/513.-3-22L-2440/235,3-21=-86/1287.5-21=-62/694,5-20=-495/157,7-20=159/1519; •
7-19=-1211/132,8-19=-191/1191,9-19=-1094/191,9-18=0/627.10-18=-930/160 10-17=-1108/194,
11-17=-195/1701,1-22=-15011300 .
NOTES
I)Unbalanced roof live loads have been considered for this design. •
2)Wind:ASCE 7 O5(90mph:TCDL=6 Opsf;BCOL=6.Opel h 25ft Cat.ll',Exp B',enclosed','M WFRS(low-rise)gable end zone and C-C Extenor(2)zone:
cantilever left and right exposed:end vertical left and right exposed;GC for members and forces 8 M WFRS for reactions shown:Lumber DOL=1.15 plate grip
DOL=1.15
3)Provide adequate drainage to prevent water pending,
4)This truss has been designed fora 10.0 psf bonded chore live load nsnconoirrent with any other live loads.
3)'This truss has been designed fora live load of pal. on the bonom chord In all areas where a rectangle 35-0 tall by 2-0.0 wide will fit between the bottom
chord add any )tor tr bo truss S neecton0.OpsP
Refer meceanical truss men bye woos. 8l) ble of Ihsta tling 100 lb upl ft at ssint(s)23 except 01.1b)24=128. \Q\\T11111N-IIS//y7h//
7)Provide mecha calve tlon b others)of truss to beano plate
3)This Miss istles9 ed In accordance with the ber endte s00na1Residential CSection's R50211.1 and R802.10.2 and referenced standard ANSI/TP11. \\\\�JP Hq� //
0) Sesigna assumes aks with bxed heels Member endf ty modelas used in the analysis and design of this Wes. 1STFN,' 9.> ��
101 Design assumes 4x218at onentatdn)priits at oc spoangindicated.fastened to truss TC w12-100 nails. CPA. � (pG �l � :
It)Warning:Additional permanent andstablllty bracing fortmss rystem(not pan of this component'design)is always required. :t O':
_CAD CASElSl Standard = PE 10911118
9 '. ST, E • ,it :
/SyDiAnr 2 :
� A. a
JtttiII IIII3
November 16,2010
A WARNING Verify design 1 and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1 7573 BEFORE USE.
Design lid for use only with ANT k connectors.This'deign based only upon parornat R shown,and al did lbuilding p0 L PrOBuild East Regan
Applicabiity of design paromenters and proper incorporation of CompOnent 6 I espona bity I b id D designee not truss designer.Bracing shown 50 Twosome Drive Sule es
is for t rot support ot individual web members only Addt I'emporary bracing to insure stability 9d9ur g construction aqguidance the¢p blfdy of the Moorestown,N.108057
fabricalion,galty control storage,delivery,erect structure is the
bracing,consult sblTN ANSI/IN110VV01y Criteria.DSB-B9 general SII Building Component Ilk
Safely Information ovaloble from Truss Plate Institute.281 N.Lee Street Suite 312.Alexandria:VA 22314. PM:MIN
A
I Tmss' Truss Type thy ply b1000304 JAMESTOWN ELEVATION D
008304 T5• SPECIAL TRUSS 1 1
14540904
Job Reference(optional)
ARTER-LEE BUILDING COMPONENTS:MOORESVILLE,IN 48158 7.240 sJun.18 2010 MRek Industnes,ilnc.Tue Nov.16.13.38:52 2010 Page 1
ID:awOfC FvgKiBkF?pHgUIZy7y1c9H-Mdj50Ue9OzKJX8pz51SKOUKm2cHLMb29mnNIgrylc71
• 18-0-11
Q-R '27_0 4ga 044 _13- 2 2 20.9.7 2&70
Q- - -112 1S_0 '.11-1p: 36-8-0 11 6 12
p-�-0 z.p-o�1-s-5� as—i2 { 4-6:iz I z.- i j— �
00 1-83 b39� 24-12 7�9-8 a-LO 1Y8-t2�
• Scale=1:68.8
5.x6= Camber=9/16 in
6x10 i 9 '5/8 = 5106 =
✓v 10 11 r
1.5x4 II / '1811
7,<....,,..2---> \12 3x12
3x4 G g9� \ 12 3x4��
a�fi 00 12 3x6 s% A / 13
1.5x4 II /I 1820 "11-19 Y
8-22
° m 6x10 4 54 = 4 5 �` \ 7-22 8Q1 8-20 l' 10.19 �\ m
1 2 2 � - 6-23 6-22\ -12-18 Sxfi
ml 1 25 124�1Tj// 13-19 13:17
2' i1 /�,T24 22:23 \..I
�AA t5
t6 0
1 1 —20.g5�23 2��122 wrx18-21 ,el 'Ir 15-18 ��.t5� �-
25 24 5x8 = 6x16 = 21 20 19 '18 17 m
2x4 II 6x8= 3506 = 10x16 =
600112 5x6= 3x12 = 3x12 =
1.5x4 II
1_2-0-8+4 0-8I 13-2-0 c 15-2-0 18:0d1�_20:9-7 I 28:7_0 { 36-8:0 I
• 2A-8_2-0-0 9-1.8 2-0-0_2_10_112-8_12 7_9-8 8-n--0
to Offsets,(X,Y) 2'.0-8-8,0-2-01,1ID45-0,OQ-121,(110-3:8,0-2-41,115 Edge,0.6-5),[219-4-0,0:2:81,1210-5-4.0,341,[24:0-6/0,C1/2/81
DARING tips() SPACING: 2-0-0 CSI DEFL in (loo) 1/dell Lid PLATES GRIP
'XL 20.0 Plates Increase 1.15 TC 0.81 Vert(LL) -0.3122-23 >999 240 MT20 197/144
)DL .10.0 Lumber Increase 1:15 BC 0.96 Ved(TL) -0.91 22-23 >483 130 .
CLL '0.0 ' Rep Stress Ina YES WB 064 Horz(TL) 0.28 15 n/a n/a
CDL j100 Code IRC2006/ TPI2002 (Matrix-M) Weight:219 lb FT=20%
UMBER BRACING
OP CHORD 2 X 45PF No.2'Except' t TOP CHORD Sheathed or 2-2-0 06 purlins,:except end verticals,and 2-0-0 oc pudins(4-3-8 max).
12-16:2 X 4 SYP 2400F 2.0E 2-3,10-11,
OT CHORD 2 X 45PF No.2-Exbept- BOT CHORD 'Rigid ceiling directly applied or 10-0-0 oc bracing. Except:
15-18:2 X 4 SPF 1650F 1.5E 2-2-0 oc bmang:17-28.
EBS 2 X 4 SPF Stud'Except' WEBS T-Brace: 2 X 4 SPF No.1-8-21,8-20,10-20,10-19,13-19
8-219-209-20,10-20,10-19,11-19,13-19:2 X 4 SPF,No 2 Fasten(2X) T and l braces to narrow edge of web with 400(0.131"x3")nails,bin 0.c.
LIDER Right 2 X 8 SYP 2400F 2.0E 2E-0 - • with Sin minimum end distance.
Brace must cover 90%of web length.
EACTIONS (10/size) 25=1459/Mechanist,15=1557/0-3.8 (min.0-2-7)
Max Horz 25=-123(LC 4)
Max Uplift 25=-65(LC 6).15=-111(LC 7)
)RCES>'pb)-Max.Comp(Max_Ten,-All forces 25616)or less except when shown.
JP CHORD 1-2=-1054/157,2-3=-1211/175 3-4=-3117/345,4-5=-3175/407,545=-3139/426,6-7=2223/341,
7-8=-2194/400,8-9=1533/338,9-10=-1636/362,10-11=1545/329,11-12=-1722/321.'12-13=-1827283,
13-14=-2307/321,14.15=:473/0,1-25=-1420/190
)T CHORD 23-24=-1502013;22-23=-17B2296 21-22=16/1709,20.21=20/1525,19-204-16/1528,18-19=-153/1972,
17-18=-153/1972;15-17=153/1972
EBS 2-24 E7/549,3-24=-2298229 3-23=-56/1280,6-23=-62/689,6-22=496/157,8-22=-142/1488,
8-21=-011/13,8-20=-496/113,9-20=-233/1118.10-20--694/137,'11'-19=-3/421,13-19=-543/161,
13-17=0271,1-24=-145/1230
3TE5
Unbalanced roof live loads have been considered for this design.
W nd:ASCE 7-05:90mph;TCDL=6 Opsf;BCDL=6 Opal,Ii=2515:Catill;Exp B;enclosed;MWFRS(low-nsel gable end zone and C-C Extenor(2)zone;
cantilever left and right exposed;end vertical left and right exposed',GC for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.15 Wale gdp
DOL=1.15
Provide adequate diainage to prevent water pondingl
This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
This truss has been designed for a live load of 20.Opsl on the bottom Nord in alt areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and girder(sl for truss-members.to truss connections. \```\1n NIIS7/J7j0
Refer ot
P oiide mechanical connection(by others)of cos to b g plate capabl of withstanding 100 lb uplift at joint(s)25 except 01=10)26=111. `.Ax�0P Hq�•C,o
This M.1-.ss is designed accordans with tM1 2006 Inte tional Residential Code sections R502.11.1.and R602.10.2 and referenced standard ANSI/IPI:1, \ \STE 9
-Semi-rigid pitchbreaks with fixed heels'Member end Ray model was used in the analysis and design of this truss: `& }`,G '?e•• C-
)Designassumes4i (flat adaptation)puhins at oc spaang indicated,'astened to truss:IC w/2-led nails. :•Q �•'.
)Warning,Additional permanent and stability orating far truis'system(not part of this component design)is always required. G PE 1091 1 1 18 •
SAD CASES) Standard =
• •
1;0 _TATEOF . cc
� S.'�DrAN'..• ?��,C
111)111III1
November 16,2010
1
A WARNING Verity.design parameters ond READ NOTES ON THIS AND INCLUDED AIITEK REFERENCE PACE MI1 i 3 BEFORE USE
Dehign volid 1 e o ly with Web connectors.Th design is Posed only upon parameters shown,and rs fm on Individual building p t. Prosuld East Region
Ariplicabllity at design poromenters and p pe _ rpoat l component b respond6111y of b Id rig deg t truss designer.Bracing shown 50 Twosome Drive,suite 85
is for Ir Isupp t ol individual b members only. Additional temporary br c g t6 insure stability during general 1 t guidance the p bitty f the Moorestown NJ 05057
late ton Additional
Ily permanent,storage,d l ery a y overall and br bracing c s It responsibility ANSI/TTII Quality Gnarls.05!0 d Ball Building Component pp pp� �B
Solely Inlormotbn available from truss Plate Institute.281 N.Lee Street Suite 312,Alexandria.VA 22314. •BIOMM'W
u Truss Truss Type alt Ply b1008304 JAMESTOWN ELEVATION_0
008304 T6 SPECIAL TRUSS 1 1 14540905
Job Reference(optional)
ARTER-LEE BUILDING COMPONENTS,MOORESVILLE;IN 46158 • 7.240 5 Jun A8 20,0 MiTek Industries,Inc.rue NOV 16 13:38 53 2010.Page d
10:1G91ge'Dhr31b4reaS VClbylc9A-gpHTeqf nBFsA9H091Rz2Lityi0dh522J_R7JoPNc70
2-7-0 1 47-0 ; 8 110-8 13-2-0 ,152-0:16-10-21 '20_0-11 1_22.9-7 294-0 36-8.0 . 8
3_2_12.
. 2:7-0 2-0-0 ' 4-3-8 43-8 ' 2-0-0 '1-8-2' 3-2-9 2-8-12 6•9•8 ' 7-1-0 1-6-12'
Scale=169.1
5.6= Camber=9/16 in
5.6 i 7
6 5x12
• '1.5x4 I �� \8 5x6 =
•
\ -8
5 f &9 NIA.
9`
3x49
3:�5.E \9-10 '3x6 Fe
4 \\ 0 3x4
n 600 12 5.12 se 6x6 0 /3!� 7-19 \' tt
Y 2 �� \ 1 620 r-.� 4
2 4 23 •x 620 fi.19 8-19 8116 B-1] 9-t] 5x6
1 � A .2-230/21 2a 1 20" 18=191-"' r"'r-vim-13:16 � V
23' 22 6x16 =
6x16 = 19 28 18 l7 16 15
3x6 = 5.6 = 1.5.4 II 3.12 = 3x12 1.5x4 II 10x10 II
600 12 5x12 =
1_2-0-8_4_4-00.8 ' 1312:0 F15-2-0=_20-0-11 . 22:9:7 29:7-0 36-8.0
2-08_2:00_' 91.8 2:0-0 4-1011 ' 2.8-12 6-9-8 7-1-0
?late Offsets(X,, 12 0.]-12.0-1_121.190-3-0,0:2:0][I 3 Edge,0-601119:0:9(6,0-2-..4),(22:0:4-0,0-1-01
,DADING (psO SPACING 2-0-0 CSI. DEFL in (loc) I/de0 Ucl PLATES GRIP
ICLL ' 20 • Plates Increase 1.15 IC 0,76 -
0 Ven(LL) -0.31'20-21 >999 240 MT20 197/144
(CDL 10.0 Lumberinaease 1.15 BC 0.95 Vert(TL) -0.9020-21 >484 180
ICLL. 00 ' Rep Sins Ina YES WB 066 Horz(TL) 0.28 13 n/a Na
3CDL 10.0 Code IRC2006/TP12002 (Maax-M) Weight:217 lb FT=20%
.UMBER BRACING '
IOP CHORD 2 X 4 SPF No.2'Except' TOP CHORD' Sheathed or2-10-13 oc pudins, except end verticals,and 2-0-0 oc nadir's(3-7-13
1614:2 X 4 SYP 2400F,2.0E max.):2-3,8-9,
301 CHORD 2 X 4 SPF No 2'Except' BOT CHORD Rigid ceiling directly applied 01.10-0-0 cc bracing, Except:
21-22,19-20:2 X 4 SPF 1650F 15E,13-16:2 X 4 SYP No.1 2-2-0 ac brecihg:15-26. ..
NEBS 2 X 4 SPF Stud'Except' WEBS T,-Brace' 2 X 4 SPF No.2-6-19,8-19
2-21.619.7-19,619:2 X4 SPF No.2 Fasten(2X) T and I braces to harrow edge of web with 10d(0.131"x3')nails,bin o.c.
SLIDER Right 2 X 5 SYP 2400F 2 OE 2-6-0 • with Sin minimum end distance.
' ,Brace must cover 90Yr of web length.
REACTIONS (10/size) 23=1502/Mechanica1,•13=1603/0-3-8 (min.0-1-14)
Max Hors 23=-129(LC 4)
Max UpIitt 23=-65(LC 6)713=128(LC 7)
FORCES (lb)-Max.Comp/Max,Ten.-All forces 250(lb)ar.less except when shown.
TOP CHORD •2-3=-2481277:3-4=-3248/426;4-5=-2316/342,5E=12294/398,6-7=-1779/377,7-8=-1568/324, .
8-9=-1758(327,9-10-1956/324,10-11=-2044291,11-12=-2387/315,12'13=-446/0
BOT,CHORD 22-23=-77/1096,21-22=-86/1369;20-21=-1702360;19.20=115/1787,19-28=-54/1826,.18-28=-54/1826,,
17-18=-54/1828;16-17=-1572043,15-16=-1572043,13-15=1572043
WEBS 2-22=-628/34,2-21=-1702256,021=-1625253;4-21=41,695,4-20=-488/156,6-294-142/1523, •
6(19=-1247/141.7-19=-237/1244(8-19=-815/141,8-17=-288/40.9-17=-28/530,11-17=-389/128;
2-23=-172&174
NOTES
t)Unbalanced roof live loads have been considered for this design.
2)Wlnd,ASCE 7-05,90mph;TCDL-6 Opst BCDL=60ps1,h=25/t:Cal II;Exp 8;enclosed;,MWFRS(low-nse)gable end zone and C•C Extenor(2)zone;
cantilever left and nod exposed:end vertical left and right exposed,OC for members end forces&MWFRS for reactions shown:Lumber 001=1115 plate gnp
DOL=1.15
3)Provide adequate drainage to prevent water ponding.,
4)This tarn has been designed for a 10.0 pat bottom chord live load nonconcurent with any other live loads.
5)'This truss has been designed fora 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 fit between the bottom
chord and any other members-wth BCDL' 10.Dpaf. bearing plate 6)Refer to girder(s)fortruss to truss connections,
8)Ths muss is designledn accordance thh the 2006 International Residential Cfode sections R5211 uplift.and joint(s)
R502102 and except 0W1b) standard ANSI/TPI T. \\\\\__\R`y,,J�1N Ifs'1.9,A]/7�-7X"s'
9) Semirigid pitchbeaks with fixed heels-Member end fixity model was used in the analysis and design of this tress. � \C' "9
10)Design assumes 4x2(flat onentat n)pudins at oc spaang Indicated;fastened to truss TC w/2 rod nails. d&Qr;.4GISTERF.••9<, N
11)Warning:Additional permanent and stabil ry bracing for Muss system that part of this component design)is always required. .Q` 0 N _
•LOAD CASE(S) Standard 3 PE10911118
= • •
8 •D.. ATE OF 3'a•
$0�, /, IANP.: , 40
1 .
XX
X-4Ql)Niiiitn \
November 16,2010
A WARNING Web Wain parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 5111-7473 BEFORE USE. •
Design alid tor uw only with Milekaonnectors.Thb design a based only upon parameters shown,and of tivid lbudding O p ¢ t. , ProBuld East Regan
eppllcabilay of deXgn Poromenters and proper c rP t lcomponent is lesponsibplity.al budding d B at t ss dwigner.Bracing shown
50 Twosome Drive Suite 45
is f teral support 01 individual web memberS only.Additional temporary bracing to insure siotaaty
d g constructkth a the pobIfy of the Moorestown NJ 0805'
erector Additional e F structure a po bit building general regarding MI l b cationq quality control,ot.sl g d Il ery e dbracnp 'ANSI/1PI10 lyCm 0511.8end C11 Building ponent
Safety Information awdable from Truss Nate Institute,261 N.Lee Street.Suite 312.elexandia.VA 22314 PRRBOiId
D Truss (Truss Type Oty Ply b1008304 JAMESTOWN ELEVATION U
1008304 T7 ;SPECIAL TRUSS 1 1 14540906
Job Reference(optional)
IARTER-LEE BUILDING COMPONENTS.MOORESVILLE.IN 46158 7.2401 Jun 18 2010 MiTek Industries.InchTue Nov 16 13313%5 2010'Page 1
ID AdsxB13c1Yylx9t_U07rX4ylc93mCP03WgljsitObYYns01 O7yHCgJuZyBbSICOHlyIc7_
L2-0:8.
2_-PBr4--88 fi&8_+ 13-2-0 ____4 -2-1)46-10-2 15 21-5-7. 26-0_11 i.23-9-7 . 36-8-0 382-1?,
2-0.8 - 2-8-0 2-0--0 65-8' 29-0 i-32 4-7-5 4-7-5 ' 2-8-12 ' 7-10-
9 1b-12'
5x6= Scale=117.7
Camber=5/16 in
5x6 23 7
1.5x4 II lI6 IIT
5 / !I t79
B
6.00 12 5x6- 5x6 -
4-1'5-'1'
4 "]'9� 5x12- 546 _
3 6-19 7-15 � ,r('31-344x6 121 5-19 18 8 15 24B ]IT 22 \1 19-21t � 1 II - .. 12 o Iv
wl M1I 122)21/21 20 19 18-19 1318 - _: 11 12115 `-11>)2\ 133 Iv
23 22 5x6 -4x8= 6•16 = 18 28 '17 16 15 14
2x4 II 555 = 5x12 = 3x6= .3x6= 10x16 =
6.00'12 1.5x4 I 1 3x6 =
1.2,18.+4_0 8_t_6;8 48 13-20_ )15-2-01___21:5:] _26-0.11_x_28-9.]_I 36-5-0 I •
2-0-8 2-0-028-0 , 6-5-8 2-0-0 ' 6-37 4-7.5 28-12 7-10-9
Plate OMS is{Xy):,, [3;0:3:00-2-0] II 0,0-3-0,02-0](12:Edge,0G51j1B098,0-2.4],[20.0 3-8,0-2-0]]220-8-20-2-81
LOADING (psf) SPACING 2-0-0 C51 DEFL in (loc) I/de0 Lid PLATES GRIP
TCLL' 200 Plates Increase 1.15. TC 0.82 Vert(LL), -02217.18 >999 240 MT20 197/144
TCDL 10.0 lumber Increase 1.15 BC, 0.90 Vert(TL) -0.5417-18 '>810 180
BCLL 0.0 ' Rep Stress lna' YES WB 068 Horz(TL) 026 12 n/a Ma
BCOL 10.0 Code IRC2006/TP12002 (Matrix-MI Weight:206 lb FT=20%
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2'Except' TOP,CHORD Sheathed or 3-2-10 oc pudins, except end verticals,and 2-0-0 oc purlins 13-6-3 max.):
10-13:2 X 4 SYP 2400F 2.0E 3-4;9-10.
BOT CHORD 2 X 4 SPF No 2'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
12.15:2 X 4 SPF 1650F 1.5E WEBS TBrace: . 2X4 SPF No.2-
618 w15
WEBS 7.X,SPF Stud'Except'X SPF with minimum end Stancnarrow edge of we❑wiP 100(0 1311x3")nails,Sin o c.
bight 2XSS8:244E 2. Not Brace must st co cover o/w web SLIDER Right'XBSYP 2400F 2.06 2-6-0 Brace must mvar 90%of web length. • '
REACTIONS (Ib/size) 23=1506/Mechanical,12=1614N38 (min.02-91
Max Hoe 23=-129(LC 4)
Max Uplift 23=-65(LC 6),12=-128(LC 7)
FORCES (lb)-Max,Comp Alas.Ten.•All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-1103/162,2-3=2090/266;34=2552/319,4-5=:23541340,5-6=2356/434;6-71-1773/368; • '
7-8=-1624/323;6-9=-2309/349;9-10=:2039/311,10-11=-2369/306,11-12=-519/67.1'23=-1478/187
BOT CHORD 21-22=-90/1001,20-21=-9811698,19203-1762598,15-19=-22/1776,.,8-28=,902021,17-28=-902021,
1&17=-1822469,1516=-1622491,14-15=-1822491,.12-14==1732012
WEBS 2-22=-1348/150,2-21=-70/1217.3-21=324132,3-2-8138/1301,4-20=-999/197,4-19=-622/110,
519=-000/193,6-19=-206/1504;6-.18=1190/140;7-18=416/1231)8-15=-933/164,8-17=-15/695,
9-17=665/131.9-14=-93298,10-14=-27/847.1-22=-146/1328
NOTES
1)Unbalanced roof live loads have been considered for this design.
21 Wind:ASCE 7-05:90mph;TCDL=60p0;13COl=6.Opsf:h=25ft:Cat.II:Exp Bj enclosed;MN/FRS(low-due)gable end zone and C-C Exlenor(2)zone;'
cantilever left and ngttt exposed;end vertical left and right exposed,C-C for members and forces 8 M WFRS for reactions shown;Lumber DOL=1.15 plate grip
DOL=1.15,
3)Provide adequate drainage to prevenlwater pending;
4)This lilts has been designed for a.100 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20 Opal on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will fit between the bottom
chord and any other members,with BCOL=10 0es,,
51 Refer thgNery9 for iiussthws connectione. `1151111111Sry/g, /
8)This trusmechanical desgned inn accordance Others)wh the 2006 International Resdential Code sections R502111iand R802.102 and referelnceed standard ANSIRPII. ‘‘‘‘‘.5.f3P N. Nq XX/
9) Semi-ngd prlchbreaks with heels"Member end fnly model was usedn the analysis and design of this truss. J N .•\STE9.-111,v '
101 Design assumes 4x2(5e1 onenlason)putlins aloe spacing indicated;fastened to truss TC w/2+t00 nails. O�esQ,f ' ( d
ill Warning Additional permanent and stability bracing for truss system(not part of this component design)is always required. _ J Q� ��•5.
LOAD CASE(S) Standard
_ PE10911118 tc:
•% 11.5. TATE OF r." cc
' �..a pIANP'�
01NAC t`'"N.L‘
11111111
,1 November 16,2010
N WARNING Verify d gn parameters and READ NOTES ON THIS AND INCLUDED M1'IEE REFERE NCE PAGE mil-7473 BEFORE USE.
Design valid for I❑Mired connection.The design based only upon parameters h d is for tl Ibuilding component os:East Region
Applicability 1design p ent dp p incorporation of component responsibility t g d g r-n 11 S es g BracMg shown Twosome Dr ,Suite
Ie#5
for t a n of individual web members only.Additional temporary bracing lo usibdit ry during klath esrp ib y of the Moorestown,N.0 8057
erector.Additional pemw I M g of th le structure s Ih o dll ty b1ng qfor g general regarding 14.
f u storage, sn bracing.consult ANSIRR1Glify Creeda053-89 and BC511 BYIMg Component
Safely Information evadable mss e Institute.281 N.Lee Street.State 312.Ale andria,VA 22314. pp p 0Q
,9
b Truss Truss Type oty Ply b1008304 JAMESTOWN ELEVATION D
1008304 TB ,SPECIAL TRUSS 1 1 14540907 '
Job Reference(opti nal
GARTER-LEE BUILDING COMPONENTS,MOORESVILLE,/N448158' 3240 s Jun 182010 MTkldustries Inc The Nov 1613:38'-562010 Pagel
I D:PLvL 16AGwm5T WY31 WpnyOzylc8w-F02bGshgUApk017 kKZXGyKVRiDee1011hOMZokylcsc
i :8:8. 46.8_4____8-11-0_x12:0_ 15-2:016462 2354 ;_28011 , 30-9-7 `36.8;0 38-2-12
2.8-6 2-0-0- 4-2-12 4-2-12 2-0-0 1-&2 i5-7-5 5-7-5 '-2-8-12 5-10-9 1E12'
5x6 = Scale=1:77.7
' Camber=9/16 in
5x8 % 7
1.5x4 II 6
5 / 1 / 6
1— 3x4 i 3)/I \\8
�
6.00 12 6x10 ! 8x8— 4 519 7/16. / \ 5x12 — .5x8 =
9
Zx4 /a2 c ' J/ L x817/mi 15• 21-2 20 19 18 9 1518 u}1� 12-15 ��d4 2�� 3
22 21 6x16 = 6x16 = 18 27 17 16 15 14
5x6 = 4
3s6 =
5412 = 3x4 = x6= 103113 =
6 00,12 15x4 I I .3x6=
1_2,0:846-0-8.6 13.2;0 115-2-0.I 22-5-P I_2B-011 ;_30-9-7 36-8-0
2-0-8 2-0-0 ' 938 2-0-0 ]:34 5-75 ' 2-8-12-1 5_10:9
Plate ON sets lAY)_(21L5-00-17)(10',0-3:0,0.2-OLI12:Edge,D611,[18:0-48,0241[21:0-4-O0-150]
LOADING (psf) SPACING 2-0-0 CSI OEFL in (roc) Udel Lid PLATES GRIP
TCLL 200 Plates Increase 1.15 TC 0.84 Med(LL) -03219-20 >999 240 MT20 197/144
TOOL 100 Lumber Increase 1:15 BC 1.00 Vert(TL) -092 19-20 4.475 180
BCLL 0.01" :Rep Stress lncr YES WB 0,70 Horz(TL) 028 12 Na Ma
BCDL 10.0 Code IRC2006/TP12002 (Matrix-MI Weight:198 lb FT=20%
LUMBER BRACING •
TOP CHORD 2 X 4 SPF No.2'Except" TOP CHORE) Sheathed or 2-7-0 cc puffins, except end verticals,and 2-0-0 oc purlins(38-6 max):
10-13:2 X 4 SPF 1650F 1.5E 2.3,9-t0.
-BOT CHORD 2 X 4 SPF No.2+Except% DOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except
20-21,18-19,12-15:2 X 4 SPF 1650E 1.5E 2-2-0 oc bracing:16-17,14-25.
WEBS 2 X 4 SPF Stud.Except'. WEBS T-Brace: 2X4 SPF Np2-
6t8,8i18
5 20,8-10.]-18,8-18:2%4 SPF No 2 Fasten(2%) T and I braces to narrow edge of web with 10tl(0.131"x3")nails,Sin o c
SLIDER Right 2 X 85YP 2400F 2.0E 2-6-0 - with 34n minimum end distance
Brace must cover 90%of web length.
REACTIONS (Ib/size) 22=1506/Mechanical,12=1620/038 (min.0-2-9)
Max Horz 22=-129(LC 4)
Max Uplift 22=-65(LC 6),12=-128(LC 7)
FORCES •(lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-2417273.$4=-3285/435,4-5=-2326/346,5-6=2304/401;6-7=-1788/374,7-8=-1648/321,
59=-2471/351,010=2044/292.10-11=2355299;11-121-484/0
BOT CHORD 21-22=-77/112912621=-87/1440,19-20=-172/2384,18-19=-19/179818-27=-11512155,17-27=-115/2155,
16-17=-233/2764,15-16=-231/2789/14-15=231/2789,12-14=-1462005
WEBS 2-21=-666/35;2-20=-184/2212;3-20=-1649/259,4-20=78/709,4-19=-486/155,6-19=-149/1516;
618=-1235/138 7-161-213/1233,8-18=1007/176,6-17=0662,517=-750/140,9-14=-12881143,
1014=681963;2-22=-1748/175
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Winn ASCE 7-05;90mph:TCDL=6 0psf;BCDL 8 opsF h=25f1;Cat II;Exp B;enclosed,MY/FRS(low-rise)gable end zone and C-C Exlerior(z)z6ne;
cantilever left and nght exposed;end vertical left and right exposed.0-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.15 plate grip
DOL=1,15
3)Provide adequate drainage to prevent water ponding.
i4)-The Fabrication Tolerance at joint 12=16%
5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other-live loads.
6)'This truss has been designed f a live load of 20 0ps1 on the bottom chord' all areas where a rectangle 3-6-0 tan by 2-0-0 wide will fit between the bosom
chord and any pm rube NBCDL=t0 oast.
` thy:\IIN Ifs//// //
7)Refer to girder(s)f r Buss to truss connections. \� //
8)Provide mechanical- nned (by on s)at thus to bearing plate capable or its to d g 100 lb uplift l at Minas)22 excels!8rlb)23=128. c ' uP 4A-/0
9)This r ss is designed in accordance with.the 2006International R a ti l Code e t s R502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. \� ...........$T "h,9 �i
10)"Seth rig d pitchbreeks with fixed heels.Member end f l)model was used in the analysis and design of this truss. &° •,x40 q4:0'(•....�j i
11)Design assumes 4x2(Oat oriental on)puffins at oc spaong rid aled,fastened to truss TC w/2-10d nails. .'•Q' _
12)-Waning Additional permanent and staNlity brarng for truss system(not part of this component design)is always required. PE 10911118 t C
LOAD CASE(S) Standard —
• •
•TE OF �• ¢ .a
st /. ;; •' /•/v�t7`.•
//J' 0 ALE ;A
/ti iiiiiiln
November 16,2010
I
r ■
WARNING Verge d g parameters d READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml11473 BEFORE USE-
Desigan valid fqr use only With N9) k connectors.This design is based only upon paranietea shown. d h Tor on d b lbulling c p t ProBUla Sag Region
'Appricabfity di design pdramenleis and proper incorporation 1 component is responsibefy of b fd gd dg -not t designer:B g shown ® 50 Twosome Drive Suite 85
is f t support of indidual web members only.-Additionaltemporary bracing t insure tabtfyduring tru I th po9 Dilly f the Moorestown,NJ 08057
'lab c Ad quarts corm e t ge.de(very ecton auddlb tgn s t 'b IfY ANSI/RIldOOo41y crated..05889 and 110511 Building CO ponent p
Safely Information' evadable from i/1153 Plate Institute.281 N:Lee Street. 312Aleandria.VA 22314- PRRBnild
'Truss Tress Types Qty Ply b1008304,JAMESTOWN ELEVATION 0
08304.. T9 HALF HIP TP.USS 1 14540905
Job.Reference(optional)
RTER-LEE BUILDING COMPONENTS MOORESVILLE,'IN 46158 - ]240 a Jun 182010 MiTek lnEU is Inc. TUe Nov 16133657 2010 Page.1
IU ilq?VVGfGwzUsc62QnPbA Sylc8p-jbW'UCiIEUybtl wuH2VW;1 kudCj l0Juv25WLAylc6y '
1 6 12 1-3-10 3910 5-10-11 • 6-3-10
- 1~-512. 1 1-3-10 ' 2-6-0 2-1-1 0t415
.456 5 Scale=135]
56
/,.fp.
4x6 = 4-5///I
4x5=
Ixl ////
34
$. '418.00 12�� A \ 6-7•it
71 i1,\\.9 3-B\\4�8 4-]\ •
I ]-i0u
9 8
10 7
1.5x4 11 3x4 = 34 —
3x6=
•
v1,710_1 • 7-9-110 I 6-310_1
1-3-10' 2.6-0
e Offsets(X,Y),_[2:42-12,0-1-81 13 0-6 8,0-1e11 121.15:0-42,0 0-14p
DING!(psf) SPACING' 2-0-0 CSI DEFL in (loci /deft LM PLATES GRIP
L. '20.0 Plates Increase 1.15 • TC 0.36 Verr(LL), -0.00 ..6 0999 240 MT20. 397/144:
L -10.0 Lumberincrease ;1 :15 BC 0.11 Vert(TL) 4.00 78 "n999 180
le :00 ' Rep Stress'nor YES WE 0.06 HOR(TL) -0.00 7 nla nla
L 10.0 Code IR02006/fPI2002 (Matnx-M) Weight:45 lb FT=20%
IBER' .BRACING
CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or.6-0-0 oc pudins,eexcept end verticals;and 2-04 oc pudins(6-0-0 max.):
CHORD 2X4SPF Not 34(5-6.
IS 2 X 45PF Stud. BOT CHORD Rigid ceiling directly appled ort6-0-0 oc bracing.
JOINTS 1'Brace at Jt(s)'.6
•
CTIONS fib/size) 7=226/Mechanicak'10-357/0-3-8 (min.0-14)
Max Hord 10=195(LC 5)'
Max Uplift 7=-68(LC 5),10=-37(LC 4) .
•
CES;(lb)-Max:Comp./Max.Ten.-All forces 250(1b)or less except when shown.
CHORD 2-10=-3451109
ES
.balanced mot live loads have been considered for.this design.•nd ASCE]-0$90mph,TCDL=6.0psf,BCDL 6 Opsf:'.h 25ft Cat II:Eup B enclosed,MWFRS(10w nee)gable end zone and C-C Exterior(2)-1-6-12 to • '
1-14 zone;cantilever lett and right exposed:end vertical left and nghl exposed C-C for members and forces 8 MWFRS for reactions shown'Lumber
)L 1 15 plate gap DOL 1 15` - -
0 de adequate drainage to prevent water ponding. -
iis truss has been designed fore 10.0 pat bottom chord live load nonconcurrent with any other live loads.
his truss has been d sgned fora live load of 20.Opsf on the bottom chord' all areas where rectangle 3-6-9 tall by 2-0-0 wide will fit between the bottom
ord and any other members - -
'tar to girdees)fortress to truss connections.
d mechanical connection(by others)of truss to beanng plate capable fwtstandmgt100 lb uplift at joint(s )] W.
is truss is designed in accordance wth the 2006 International Residential Code sections 5502 11 1 and R802102 and referenced standard emi-rigid pitchbre ks with fixed heels Member end fixity model was used in the analysis and design of this trees:
Iesign assumes 4x2(flat onentation)pudins at oc spadng indicated.fastened to truss TC w/2-10/nails.
)CASE(S) Standard.
•bJ . 4
gip•Q� 5 ,e,"4O.9,-
PE1091:'1P18 %
c
0 t. Sl"Q. � 4.- OF '+
Y1\ P
1 (lint❑
November 16,2010
�. 1
A WARNIN(, Verify de9Ign parametew add READ NOTES ON THIS AND INCLUDNO MITER REFERENCE PAGE h111 7473 BEFORE USE
'De-sign vlid fw uw imp with Mink cannec tom This dedgn is b d only upon porarnetersshewn.and t for an individeal building p t. ProBudel East R gion
Appltodlity of d Ig paromeritels One d p p P 1 of orimoonem is resPonsibility of b Id g d gn not truss designer:Broong shown 55T aD've;Ode as
is 1 1 l support f individual web b _ly.Addl Ile F yb g tinsure 1 bltyd g c nrm 1 guidance the responsibility &the - Moorestown,NJ 08057
erector.fabrication.Dually control,g1; ge:tllil of erection structure and b the
9 consult b11Y ANr1/RIIG building Criteria:OSB-89 and BC511 Building Component O �B of
Safet IIntoemogon■ available from Truss Plate Institute,281 N Lee Street s fe 312,Alenand ,VA22314. PRRRIIIIU
limes ITruseType Cry 'Ply b1008304 JAMESTOWN ELEVATION D
1008304 VI Valley Truss 1 1 •
4540909
J bReference(optionag
TARTER-LEE BUILDING COMPONENTS;MOOR ESVILLE,IN 46158 7.240 s Jun.18 2010 MiTek Induslnes,Inc:Tue Nov 16 13:3902 2010 Page I
ID:3YKU(vmR3obukgauhgegCbylc6t-3YKiXVmR30bukgauhyegCEldeesOiGMd3KRHO0ylc61
I 5-11-4 I .11-10-8
5-11-4 5-11-4
4x6 = Scale=1:20 2
2
6 0 1z
m 1/ \\ \2 9
„....-"----iy\ 1
-J1-3 \1'\
3x12 di- 4
1.5x4 II 3x12
I 11-10-8
11-10-8
Plate Oflsels(X Y)_j1;0_100.3,Edge),(3;0.33,Edge)
LOADING(psi) SPACING 2-0-0 CSI DEFT • in (loc)' Vdefl Lid PLATES GRIP
TOLL 20.0 Plates Increase 1.15 TC '0.23 Mert(LL) n/a - n/a 999 MT20 197/144
TCDL 10.0 Lumber Increase 1.15 BC 0.27 Vert(TL) Na - n/a 999
BCLL 0.0 - Rep Stress Ina YES WB '0.07 Hobz(TL) 000 3 n/a n/a
i BCOL 10.0 Code IRC2006/TPI2002 (Matz) Weight:30 lb FT=20%
•
LUMBER BRACING
TOP CHORD 2 X4SPF No.2 TOP CHORD Sheathed or 6-0-0 cc purl'ms.
BOT CHORD 2 X 4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-Doc bracing.
OTHERS . 2X4SPF Stud
REACTIONS (10/size) 1=192/11-10.8 (min,0-1-8),3=192/11-108 (min.0-I-8),4=468/11-10.8(min.0-1-8)
Mar Horz 1=26(LC 5)
Max Uplift 1=-21(LC 61.3=-26(LC 7) •
Max Gray 1=195(LC 10),3=195(LC 11),4=466(LC I)
FORCES (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown.
WEBS. 2.4=-29059
NOTES
1)Unbalanced roof live loads have been considered for this design:
2)Wnd:ASCE 7-05;90mph;TCDL=6.Opsf BCDL=6 Opsf,h=25ft Cat.II;Exp B;enclosed,MWFRS(low-rise)gable end zone and C-C Exlenor(2)zone;
cantilever lett and right exposed;end vertical left and right exposed C-C for members and forces P. reactions MWFRS for rea shown;Lumber DOL=1.15 plate grip
OOL=1.15
3)Gable requires continuous bottom chord Deanne.
4)This wss has been designed for a 10.0 pst bottom chord live load nonconcbrrent with any other live loads.
5)'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 2-00 wide wilt fit between the bottom
Chord and any other members.
6)Provide mechanical connection(by others)of(ruse to bearing plate capable of withstanding 100th uplift at joint(s)1,3,
7)This truss is designed in accordance with the 2006 International Residential Code sections R502.11,1 and Ra02.10.2 and referenced standard ANSI/TPI 1.
8)"Semi-rigid pitcnbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss..
LOAD CASES) Standard •
,.,. 0STEq�:.9c�
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November 16,2010
f-n --
t]A •WARNING Verify design p READ NOTE ON Tt1S AND INCLUDED MITER REFERENCE PAGE Mtl 7473 BEFORE USE.
0 gn valid I with Meek Ipx design h based only upon p bis hof dnd 1 individual building p i h
50 Is East Region
i t i Id design ns and proper in c po to alcomponent responsibility b ids gdesignee 11 designer.0 Bracing shown Twosome Drive.
Suite es
is lateral of individual web embers H Additional temporary Wacio om stability dr g< 1 the es eomb' of M oorestown NJ 05057
Additional p den Overall structure i 1 responses/0i PIlnos qe09 roi 9 guidance
fabrication.quality 1 of 1 9 d l ae n 2d bracing,co 'ANSI/IIQtiCritria 0 Bd BC1I Building Component
Safety Information available from loss Plate Institute, 81 N. Street.Suite 312 Alexandria.VA 22314. PB/UUIld
truss Truss Type pry Ply b1008304 JAMESTOWN:ELEVATION 0'
08304, V2 A Valley Sloss 1
14540910
J tiRetere (pbg0el)
RTER-LEE BUILDING COMPONENTS MOORESVILLE'IN,4515B )240 Jun 182010%Tek Industries,Inc. Tue Nov 16,13'.39:022010 Page.t
-
ID 3YK1XvmR3ObukgauhgegCbylc6l 3YKUXvmR3obukgauhgegebld BepxIHWd3KpHDOylo6t
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3-11-41 3-11-0'
'Scale=1'14.5
'354=
2 •
600 2 1J \\\\
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13
..XY.41; > /Qc,: 5xl.Y lxv v.-,c X,)C^;XX.X'/.OD,XX,Xf i XX,5( 9`'--.X>4 ,, XXX,fvv;i „,X>,
2a4.-X - 2x4 ,A'
I :7-10--8 -
710-8
e Offsets(X,YJ 0202.0.Edgel
I
OING1(psf) SPACING, 2-0-0 CSI DEFL in (los) I/deft PLATES GRIP
L "20.0 Plates Increase 9:15' TO 0.20 Vert 999(LL) m/a - n/a 999 MT20 ,191/144
t 10.0 Lumber Increase -115, BC 049 Vert(TL), Ma Na 999
L r '00 ' Rep Stress Inv YES We 0.00 Hdrz(TL) 0.00 3 n/a Na
IL ,100 Code 'R0200E/TP12002. (Mains) Weight'.18 lb FT=20%
1BERI BRACING
CHORD 2 X 4SPE Not TOP CHORD Sheathed or 6-0-0 be pudins.
CHORD 2X4SPF NO2 BOT CHORD Rigid ceiling-directly applied 0180-0-0 oc bracing.
CTIONS .(1b/size) 1=2660.108-(mm 0:1-8) 3S266/7-10-8 (min-0-1-8)
Max Hat-1916(LC 5).
Max Uplift 1=13(LC 6),3=-13(LC 7)
CES-(E)-Max:Camp(Max:Ten:-All forces 250Ob)or less except when shown. •
CHORD 1-2=-258/120,2-3=-258/120 . - - - -
ES
r.
tnd ASCE roof live loads TOOL been considered for rahs design ,
mtl:ASCE 1-OS'.Ion me bens an.Opsf,BCDL=6 Opsf;h 25tt Cat.II;ExpB enclosed.DC(M IS plate(low-dseTga11 end zone and C-C Exlenog2)zone;cantilever left and nght exposed end vertical left and
IN exposed t s members and lorces-B MWFRS for react ons shown;Lumber DOL=115 plate gnp DOL=1.15
able requires continuous bottom chord beanng
tit truss has been designed for a 10 0 psf bottom chord live load no chard i ant with any other live loads.
ph s truss has been designed for.a live load of 20 OW on the bottom chore in all areas where a rectangle 3--6-0 tall by 2-0-0 wide will fit between the bottom
(Nand any other members. d
code mechanical connection(by(tiers)of truss to beanng plate capable of we sections R502 1 it nand R802 02 and referenced standard ANSIfTPI 11
embng8 pitchbreaks with fixed heels Member end fixity model was used in the analysis and design of this trussi '
0 CASE(S) Standard
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November 16,2010
Ak WARNING WEN chmtganacatiburn anSI READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PACE 5111-7473 BEFORE LISE.
Design valid for N with Wet connectors This design based only upon patdmefers shown. d is far an d d lbuilding p t P N ltl•East Region
Applicability at d g paramenters ond p p R t of component is respadibility of b Id g d q t i designer %acing shown 5DT Dive Sdfe 45
is 1 lateral support of d d I web b only Addf Itemporary b bracing insure d g c h t n the p blliy of the Mbrestows In O8o5T'
erector Additional p nt bracing of th 11 structure rs the asp blly of th budding(d g for general q dance Apording
fob fobn mon quality controi storage,delivery, t d b g'consult ANSI/INI Quality M y C do,DSB B9 and BCSII Building Companenl
Salety Information available from T sPlatelnsttut 281 N L e Street[Suite 312 Alexandria VA 22314. PBQBOdd
•
, Truss 'Truss Type City Ply 01008304 JAMESTOWN ELEVATION D
008304' V3, Valley Truss 1 1 14540911
- Job Reference(optional)
MATER-LEE BUILDING COMPONENTS-MOORESVILLE,IN'46158 7.240 3 Jun 18 2010 MiTek Industnes,Inc.Tue Nov 16 13:39:02 2010 Pape 1
ID:3VKU(vmR300ukgauhgegCbyeEt-3YKD(VmR30bukgauhgegCblgienfLiH W03KpH00y1061
I 1-11-4 • 1169.
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3x4 = Scale=1:7.5
2 •
800 12 ..."----.\
1-2�� � 2-3 3
13 \ \
/Xzh \�Y/ r}r X' k.X rtiVV/ X1yr �f>�//�X r�� & r� a} rX}f v //.�/i ;
.4,XX X/X.. .}�,.X./. r •.,.X.,. -�.,.r:�Xi;2 ",."..,•,.PrX5e n,/.nT>"r .>_AXXY. X<x .1
2x4 i 2x4
I 3:10:9 •
3--10-9 '
3le_Oflaels(X J_121O-2-O,Edge) •
FADING (psf) SPACING 2-0-0 CSI DEFL in (1001 lidefl Ud PLATES GRIP
LL 20.0 Plates Increase 1:15 TC 0.04 Ven(LLI Na - Na 999 MT20 197/144
DL 10.0 Lumberincrease' 1:15 BC 0.08 Vert(TL) Ma - n/a 899
:LL 0.0 • Rep Stress lncr- YES WE 0.00 Horz(Th) 000 3 n/a n/a
DL 10.0 Cede IRC201$?PI2002 (Matrix) Weight 8lb FT=20%
MBER BRACING
P CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-10-9 oc guiles:
IT CHORD 2 X 4 SPF No 2 - BOT CHORD Rigid ceiling directly applied of 10-0-0 oc bracing. •
ACTIONS (lb/size) 1=106/3-10-9 (min.0-1-8);3=100/3-10-9 (min.01-B) '
Max Harz 1=-6(LC 4)
Max Uplift 1=-5(LC 6),3=-5(LC 7)
•
RCES Pb)-Max.Comp./Max,Ten.-All forces 250(lb)or less except when shoam.
TES
Jnbalanced roof live loads have been considered Mr this design:
Anne':ASCE 7-05;90mph;TCDLXa.apsf:BCDL=6.Opsp h=25X',Cat II',Exp B;enclosed',MWFRS pow-rise)gable end zone and C-C Exleror(2)zone'cantilever left and right exposed;end vertical left and
ight expcsed,C-C for members and forces&MOVERS for.reactions shown;Lumber DOL=1.15 plate grip DOL-1.15
Sable requires dontinuous bottom chord beenng, •
Iris buss has been designed for a 10 0 psi bottom chord live load nonconnarent wim any other We loads.
'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 36-0 fall by 40-0 wide will fn between the bottom '
:Nord and any other members,. -
1rovide mechanical connection by others)'of truss to bearing plate capable of withstanding 100[Puglia at joint(s)1)3.
rhis trusi is designed in accordance with the 2006 International Residentet Code sections R50211.1 and P802.10.2 and referenced standard ANSI/TPI 1.
Semi-rigid pitchbreaks with fixed heels"Member end fiiity medel was used in the analysis and design of this truss,
AD CASE(S) Standard
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November 162010
A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1 7473 BEFORE USE
Dedgn valid to use O N with Mirek connectors:MR design based only upon',ammeters sM1 d is for tl C l building p t. ProBuild East Region
Applicability of d t9 poramenters and g p rp f of componenl is responsibility al b id g d ig not truss designer.6 B shown 50Twosome Dive,Suite OS
is erector. duana control. ogedeNMe tiol dtture< the responsibility bity tithe building stability r9 f f u a p di of the Moorestown,NJ 08057
for lateral supp l of individual web b y Add l limp rybracing ta designer. 9 9 regarding
fabrication Additional permanent bracing ve the /jlni v allty CiSetlo.058 89 old guidance Buidin9 oponent
Solely Information avoiable from Buss Plate Institute.281 N.Lee Street Suite 312.Alexandria,VA 22314. MOWN
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