HomeMy WebLinkAbout 17030103 Truss Plans®
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MiTek USA, Inc.
16023 Swingley Ridge Rd
Chesterfield, MO63017
314-434-1200
Re: B17700206
Wedgewood 88 Westvale
The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision
based on the parameters provided by ProBuild (CarterLee Bldg Components).
Pages or sheets covered by this seal: 128913250 thru 128913333
My license renewal date for the state of Indiana is July 31, 2018.
EAN
..PLO\STEgFO _
? No.19900415 —
9., STATE OF
'ONA' 1E�G``1�1O
yAU_�V ^i February 1,2017
Liu, Xuegang
IMPORTANT NOTE: Truss Engineer's responsibility is solely for
design of individual trusses based upon design parameters shown
on referenced truss drawings. Parameters have not been verified
as appropriate for any use. Any location identification specified is
for file reference only and has not been used in preparing design.
Suitability of truss designs for any particular building is the
responsibility of the building designer, not the Truss Engineer,
per ANSI/TPI-1, Chapter 2.
JOB
Truss
Truss Type
01y
Ply
Wedgewood 88 Westvale
128913251
B177002M
GG02
Diagonal Hip Girder
1
1
Job Reference (Optional
PROBWLD, MOORESVILLE, IN 46158
1.10-t0
7.6405 Sep 292015 Al Industries Inc. Wed Fab Ot Moo 482017 Pagel
ID.kV4fMpdtS9sB5bPwUaiJVpzpWc2.%WPHxV05CAe50SpvxHRIMVAcpezS WCUFI65mJzpUUD
3.4 II
5
10slo = 46 =
Scale= 1'.461
LOADING (pat)
TOLL 20.0
TOOL 10.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip COL 1.15
Lumber DOL 1.15
Rep Stress Incr NO
Code ARC2006/TP12002
CSI.
TO 041
BC 0.28
WH 0.23
(Matrix)
DEFL. in (100) III L/o
VeM1(LL) -0.04 4-5 >999 360
Ven(TL) .0.09 4-5 >982 240
HorI .0.00 4 n/a nla
Wnd(LL) 0,02 4-5 1999 240
PLATES GRIP
MT23 1971144
Weight: 50 lb FT=20%
LUMBER. BRACING.
TOP CHORD 2x6 SPFN0.2 TOP CHORD Structural wood sheathing directly
applied . or6-0-0 cc purlins, except
BOT CHORD 2x6 SEE ND.2 end verticals.
WEBS 2.4 SPF No.2 BOT CHORD Rigid ceiling directly applied
or 10-M cc bracing.
REACTIONS. (Ib/siie) 5=441/0-3-8, 4=43910-1-8
Max Horz 5=186(LC 4)
Max Uplift5=-130(LC 5), 4=242l 4)
FORCES. (lb) -Max. Comp TIMES. Ten. -All forces 250 (to) or less except when shown. ,
TOP CHORD 2-5=-3621147, 3-4=-289/247
BOT CHORD 5-9=-312/248, 9-10=-3121248, 10-11=-312/248, 4-11=-3121248
WEBS 2-4=-234/271
'
NOTES-
1) Wind:'ASCE 7.05: 111 TCDL=6.Opsq BCDL=6.Opal; h=25B; Cat. If Exp B', enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed; end vertical left and right exposed, Lumber DOL=1.60 plate grip DOL=1 60
2) This truss has been designed fora 10.0 psf bottom chord live load nonooncurrent with any other live loads.
3) - This truss has been designed for a live load of 20.Opsf on the bottom Word 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.
4) Bearing at sodas 4 considers parallel to grain value using ANSIlTPI 1 angle to grain formula Building designer should verify capacity
of bearing surface.
5) Provide mechanical connection (by others) Of truss to bearing plate at joint(s) 4.
s
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 B uplift at joint(s) except Qt=1b) 5=130,
4=242.
7)"Semi rigid pitchbreaka including heels' Member end fixity model was used in the analysis and design of this truss.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated Infants) 52 lb down and 48 to up at 2-8-4,
581b down and 88 Ib up at 4-2-15, and 531b tlown and 101 Ib up at 5-3-7, and 101 16down and 1281b up at 7-8-0 on top chord, and 3
to dcd or d 3010 u; at 2-8-4, 4In down at 4-2-15, and 91b down and 27 Ib up at 5-3-7, and 75 Ib down at 7-&0 on bottom chord.
The design/Selection of such Connection radicals) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8).
l II p2
\x`pplttl
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LOAD CASES) Standartld
1) Dead Live.(balanced):. Lumber Increase=1.15, Plate Increase=1.15
�G1STEq,
Uniform Loads (pit)
• Q 0••, _
Vert: 1-2=60, 2-3=-60, 4-5=-20
= NO. ) 9900415 •;
Concentrated Loads ilb)
_=
Vert: 3=101(F) 4=47(F).8=2(8) 9=4(B) 10=4(F) 11=-7(8)
=IS is
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9
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February 1,2017
®WARNING Verity dIp parandfoi and READ NOTES ON THIS AND INCLUDED All REFERENCE PAGE M,1113 Its. 1WWRO1s BEFORE USE
O ld IO s lywah MlT¢k®c0 I Thisdesign IS based t, uponp I show d I udwid 1building corn,mar l not
%mu0
I yl Beforeinhow,d p 1 my the Ofd g p mebls am property g COmll III des all into the over
��
building desigBracing maicated.Nmprevent wurgolm uanmoss A,eb minorowrdmearhmsRAN. Addlembil rempoindr, anddelmanentbracing
allays repo red for slabilAy 1p
Welk'eWelk'e
and prevent collapse wnh qss Ble personal Injury and pmpeny damag¢. ra anditu'Idanceleganingthe
Fo
laonciddr. storage, delivery, erection and bracing climsses and rtss syslems, see' ANSIRPd Quality criteria, DSB49 and BCSI Building Component
Safety Information available from Trvss Plate InII&AA, 215 R Lee Street Stile 312, AlUmdlla, VA 22314.
16023 swingley Ridge Rd
Chesterfield , NO 63017
Jab
Truss
Truss Type
Dly
Ply
Wedgewood 88 Weswele
25913253
61i]00206
CG04
Diagonal Hip Girder
1
1
J bRf I f I)
fduURtSVILLG, IN 46150 7,6405 Sep292015 MITek Industries, Inc Wed rebel 14.130A92017 Page
ID kY4fMpdtS9sB5bP Ua,JVpzpWc2.Ojzf8ul,,Umy0cO5V2yXNy4P9P2'60,eUNre IIzpUUC
did 10 2.1i11
1-10-1e 2-11-11
2x4 II 3
Id
Sae, 123.1
2.4
21111
uL1
Plate OffBe1B1K.YL-_12:42-ib 0.2-01
LOADING(psq
SPACING. 2-0-0
CSI.
DEFL. in
(Ion) Udell Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1,15
TIC 0.16
Ven(LL) .0.00
5 >999 360
MT20 169/123
TCDL 10.0
Lumber DOL 1,15
BC 0.04
Vert(TL) -0.00
4-5 1999 240
BCLL 0.0 '
Rep Stress Incr NO
W13 0.03
Horz(TL) -0.00
4 n/a nla
BCDL 10.0
Code IRC2006/TPI2002
(Matrix)
Wmct 0,00
5 "" 240
Weight: 221b FT=20%
LUMBER.
BRACING -
TOP CHORD 2x6 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 2-11-11 oc purling,
BOT CHORD 2x6 SPF No.2
except end verticals.
WEBS 2x4 SPF No.2 'Except'
BOT CHORD
Rigid ceiling directly applied or 10-0-0 Be bracing.
2-5: 2x4 SPF-S Stud
REACTIONS. (lb/size) 5=276/0-3-8, 4=61/0-1-8
Max Horz 5=124(LC 6)
Max UpIif S=-53(LC 6), 4=29(LC 6)
Max Grav5=276(LC 1), 4=65(LC 2)
FORCES. hic) - Max. Ccmp./Max_ Ten, - All forces 250 (I h Or less except when shown.
NOTES-
1) Wind: ASCE 7-05; 90mph: TCDL=6.OpsY, BCDL=6.Opal; h=25ft; Cat. II; Este B', enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; Cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent 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 chord and any other members.
4) Bearing at joints) 4 consitlers parallel to grain value using ANSI/TPI Tangle to grain formula. Building designer should verify capacity
of bearing surface.
5) Provitle mechanical connection (by others) of truss to bearing plate at joint(s) 4.
r1
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 4,
W
7) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss.
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�•�`\` V-G A NG
•:P�G\sTEgFO
j No, 19900415
is I Is
p'•.• STATE OF
" N
February 1,2017
®WARNING Verde design pardevandere and READ NOTES ON THIS AND INCLUOEO MITER REFERENCE PAGE W741 I., IM312015 BEFORE USE.
Design valid for only with MT k® drandearlds. This design based only upon Pat Innershown,and Is I I or an indivallI build I I r , odurportudit not
food system.Bel the D Idrg despner must verily the ppl Orly Ofdsg parameters 0 ad Pummid,romparme INS reason 'into the Overall AMIN
baking design, firefour, nopeaden 6 to pre out Duckling Of individual truss weband/or come members o Fy Additional anpa rY and pubmandal among MiTek'
is ...,a rebuffed 'a, stable, and id pn avaeollaesee with prDle personal injury and propdaw erty deeds, For general gunregarding the
IabnuhOq storage, delseg. sundown and indeed of trusses add lards systems, see AdebresI Qualify Coifed; DSB49 and deal Building Component 160235wingley Ridge Rd
Balely promo own moorlands form Truss Plain Imiddia , 31e N. Lee B bill, Buse 312, AledenOna, W 22311 Chesterfield, NO 63017
WedgxkCdd
MOORESVILLE, IN 46158
Supported Gable
1i-9 7-4A 7-aa .1-)6
4A6
a
2xa II 2x4 II
2.4 II 9
12.no 12 2xa II
2x4 II 6 0
\2.411I 2xa II 1 xa3x4 II3 2 141 _. _ _
6
28. 27 26 25 24 23 22 21 Z0 19 16 17
2x4 11 214 11 2x4 II 2x4 11 2,4 II 2x4 11 2.4
2,4 II 2x4 II 2x4 II 2x4 II 2.4 II 2.4 II
Mirek
Inc Wed Feb 0114:00: 502017
Scale= 1:71 7
LOADING(paf)
TOLL 20.0
TOOL 10.0
BCLL 0.0 '
BCDL 10C
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr NO
Code IRC2006lTPI2002
CSL
TO 0,16
BC 0,13
WB 0.09
(Matrix)
DEFL. in (Ioc) /tlefl Lltl
Vert(LL) -0,01 15 hill 180
Vetl(TL) -0,01 15 n/r 120
HOrz(TL) 0.00 16 due nla
Wlnd(LL) 0.01 15 n/r 120
PLATES GRIP
MT20 1971144
Weight: 102 to FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly
applied or 6-0-0 oc pur ms, except
BOT CHORD 2x4 SEE No.2 end verticals. -
WEBS 2x4 SEE No 2 BOT CHORD Rigid ceiling directly applied
or 6-0-0 oc bracing.
OTHERS 2x4 SEE No.2 WEBS 1 Row at midpt 8-22
REACTIONS. All bearings 14-8-0.
Ila)- Max Holz 28=207(LC 5)
Max Uplift All uplift 100 to or less at )olrn 23, 24, 25, 26, 21..20, 19, 18 except 28=-268(LC 4), 16=-222(1_C
5), 27--267(LC 5). 17--234(LC 4)
Max Grav All reactions 250 Ib or less at joints) 23, 24. 25,26 27, 21, 20, 19, 18, 17 except 28=330(LC 5),
16=284(LC 4),22=285(LC 7)
FORCES. (to) - Max. Conniada x. Ten. - All forces 250 (Ib) or less except when shown.
WEBS '8-22=-288/0
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind ASCE7-05', 90mph: TCDL=6.0psf, BCDL=6 Opsf h=251 Cat. 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 right exposed, C-C for members and forces 8 Asti for
reactions shown', Lumber DOL=1.60 plate grip DOL=1.60
the plane the truss only. For studs exposed to wind (normal to the face), see Standard Industry
3) Truss designed Det for windapplicable,
e,
Gable End Details as applicable, or consent qualified building designer as per ANSIlTPI 1.
q
4) Gable requires continuous bottom chord bearing.
Sir
5) Truss to be fully. sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
6) Gable studs spaced at 1-4-0 Go.
7) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads.
8)' Thls truss has been defeated for a live load of 20Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between 94 bottom chortl and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 IS uplift at joint(s) 23, 24. 25. 26, 21, 20,
19, 18 except ot=lb) 28=268, 16=222, 27=267, 17=234.
10) 'Seri pitchbreaks including heels" Member end fixity model was used in the analysis and design of this tmss.
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J`xxptttANG/x
.. P�G1STFp�O
No, 19900415
STATE OF J�IZ
' C.%''IDIAN;:.:
ca
to
SSrOkin1
`x`p
February. 1,2017
®WARNING saxiE p p d READ NOTES ON THIS AND INCLUDED sai REFERENCE PAGE tall )a]] en,f0/a]ROtS BEFORE USE
Design1 ar car ory Win The designbasedonly upon shown add is for an d I h lti 9 + not
�.
Y Ie Before ad,. thee card, tl a st the 01 Y +0 design a tern and
parameters properlyin design 'r the i1
o
Additionaln
is la Ways
e. ennoble indicated i prevent buckling 1individual o el sharp r,n ry e permanent0 Anais a
h'vrequiredll +olny al
MiTek'
po DIn i,s ob ceeyazmp F g guidaAgreeingnce the
p ercangof -
twm
storagedelivery , + o4 bra de In onmsse a re aria, V R2 o cry e,1eu. Due 89 and ecsi Building Component
s.Ie1y Inmre<n ava Iahle from lmss Riare nsiwm, ne N. Lee Street, sane nz. Alexandria, VA zz31%
16023 Riess Re
enearerfel4, eo 63017
dyed, San
Job
Truss
Truss Type
0ty
Ply
Wedgewood 88 Wes vale
128913257
81]700206
GE03
GABLE
1
1
^�••�•�• ^•��^��••�•-�, •• �� •� s rep <9 [ou Mu ex moustrles, Inc. Wea i eOl 1410pA2 Zp1 / Pagel
l
ID:kV4f MpdtS9sB5bPwU a,J Vpzp WO2-G Ifomv3bGP8Xt36gA➢V E7aitPcw80 DJ4AL41v4Zp U U9
,13d1�2J an0 1_10a11A s11n�1�&1L211LIL]3_n�
1-4d 3-2-0' 2-&:3 0.11b 4gt8 29 3 3-2-1 1-2B
4x6 =
6
1Z00 t2
6 O A B
3x6 O
6 7 3x6
3fi 3_ a
x3x6
l0
1 t5 14 13 g1 rev
90!¢;112 3x8 = 5x12
LOADING (par)
SPACING-
2-0-0
CSI.
DEFL.
In (toe)
Idler
L/d
TCLL
20.0
Plate Grip DOE
1.15
TO 0.35
Vert(LL)
-0.1013-14
>999
360
TCDL
10.0
Lumber DOL
1,15
BC 0.59
Vert(TL)
-0.30 13-14
1869
240
BCLL
0.0 '
Rep Stress Incr
NO
WB 0.61
HOR(TL)
0.19 12
n/a
n/a
BCDL
10.0
Code. IRC2006/7PI2002
(Matrix)
Wlnd(LL)
0,0414-15
>999
240
LUMBER- BRACING -
TOP CHORD 2x4 SPF No TOP CHORD
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF-S Stud 'Except* BOT CHORD
6-14: 2x4 SPF No
OTHERS 2x4 SPF-S Stud
REACTIONS. (lb/size) 16=94610-3-8, 12=946/0-3-8'
Max Horz 16=297(LC 5)
Max Uplift 16--60(LC 6), 12=-60(LC 7)
FORCES. (0) Max. Comp /Max. Ten. - All forces 250 (e) or less except when shown.
TOP CHORD 2-3=-1638/98, 3-4=-1561/196, 4-5=-1470/201, 5-6=-812/135,6-7=-812/144,
7-8=-1470/84, 8-9=-1561/79, 9-10=1638/2, 2-16=-942/158', 10-12=-942/90
BOT CHORD 15-16=-364/402, 14-15=-120/764, 13-14=01764
WEBS 6-14=-9C/711, 7-14=-375/151, 7-13=0/664, 5-14=-375/195,5-15=-218/664. 2-.15=0/1117,
10-13=011117
Scale- 1. B4.0
PLATES GRIP
MT20 1691123
Weight 168 to FT = 20 %
Structural wood sheathing directly applied or 4-5-2 oc purlins, except
end verticals.
Rigid ceiling directly applied or 9-9-4 oC bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05: 90mph:'TCDL=6Opsf; BCDL-6.Opsf, h=25ft: Cat. 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 right exposed:C-C for members and forces 8 MW RS for
reactions shown Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or Consul qualified buildingdesigner as per ANSUTPI 1,
4) All plates are 20 MT20 unless otherwise indicated.
5) Gable studs spaced'et 1-4-0 oc.
'6)-This "as has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
7)' This truss has been designedfor 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.
8) Bearing at joints) 16, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 16, 12.
10) Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss.
®deem
Oesign
must
ON THIS AND INCLUDED
and mss r'semi, se
218 N. Lee Shop, Sede 312.
010312015 BEFORE USE.
1q cdmponenl, not
sign into the overall
m0 0ermormh brecmg
Cirri" he
and Real Building Component
J� \ (_GAN)G 4 2,'.
` �,P G�STE"', G
No. '"G04 15
�'••• STATEOF •;'�R
F
,�xAO,S9/ON AL EN�.�x`�
February 1,2017
Wek'
16023 Swingley Ridge Rd
ChesterdelQ MO 63017
Job
Truss
Truss Type
Oty
Ply
Wedgewood 68 WeSlvale
128913259
B1]]00206
J02
Jack -Open
1
i
Job Reference (optional)
PROBUILO, MOORESVILLE. IN 46158 7.6405 Sep 292015 MiTek Industries Inc . Wed Feb 01 14,00,53 2017 Page
ID. kY4fMpdtS9se5bPwUaiJVpzpWc2.uUDA_F4E1 iHOUDhskfO oF2e00a7p500?psRWzpUUB
-1-2 B ;L d
e ]0-13
Scale= 1.23 ]
3x4 II
LOADING (psp
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCOL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.16
Rep Stress met NO
Code IRC2006/TPI2002
CSI.
TC 0.32
BC 0,13
WB 0.00
(Matrix)
DEFL. in (loc) IAll VG
e k d(LL) -0.00 5 >999 360
Ver l) -0,00 4-5 >999 240
Horz(TL) -0.01 3 nla nla
Wnd(LL) 0.00 4-5 >999 240
PLATES GRIP
MT2C 1691123
Weight 9 to FT=20%
LUMBER-. SPACING.
TOP CHORD .2x4 SEE No:2 TOP CHORD Structural wood sheathing directly
applied or 2-0-13 Be purlins, except
BOTCHORD 2x4 SEE No.2 end verticals.
WEBS 2x4 SPF-S Stud BOT CHORD Rigid ceiling directly applied
or 10-0-0 cc bracing.
REACTIONS. (Iblsize) 5=18510-3-8,3=32/Mechanical,4=13/Mechanical
Max Herz 5=132(LC 6)
Max Upllfl3=-4](LO 6), 4=20(LC 6)
Max Grav 5=185(LC 1). 3=32(LC 1). 4=34(LC 2)
FORCES. (lb) - Max. CmbD/Max. Ten. -All forces 250 (Ib) or less except when shown.
NOTES.
1) Wind: ASCE 7-05; 90mph; TCDL=6.Opal 3CDL=6.0psf; h=25ft', Cat: 11;'Exp B; enclosed;. MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; entl vertical left and right exposed;C-C for members and forces & MAFRS for
reactions shown;. Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loatls,
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 chord and any other members.
4) Refer to girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to Bearing plate capable of withstanding 100 Ib upitt at joings) 3, 4.
6) "Semi -rigid pitchbreaks including heels' Member end fixity model was Used in the analysis and design ofthis truss.
VVV
GANl uTnTFo
.. PSG\STEgFO
Nei )99nGd 15
at
d x
STATE OF .,Z Q``
DIANP.
February 1,2017
®WARNING VOri'YdssiOPd READ NOTES ON TWS AND INCLUDED MITENREFERENCEPAGESIN 7473ov. 10103/20156EFORE USE pB
Design slid for ly winMTk® cardersors This design III only upon bradi Shownp far an "andermiIp Id9 dureparem, not Y
blem Before fh amend, dg iY the applisatelfity of design wralregansi andp Pry infamous, thisdesign 1 ineove211 0Mil
Ih 9tl 9. B g - 0 p Ib kl g i p h Ii h {I/ chord members only gUtli - Ii po ry tlp rent brae ng �i$�'
alwaysrequired' fIbly h p1 Ipwith poibl pI injury dp d
I-pydamage F general guidance regarJng the IYI1Vf 1f
begreater.Star.,. didly,, r anp bracng at WSses and buss system, , ANSIgni Dually criteria. DSB49 and BCSI Building Component 16023 Sw rday Ridge Rd
Safety Information available from Truss Plate Immune-211 N-Leea1,111, 1111112, Alexandre, VA 12111, Cheloomah, NO 63017
1-b0 � 1-1 :-1g I
Style = 1:19 7
5
2.4
LOADING (psp
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Iidefl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.15
TC 0.23
Verf -0,00
5 1999 360
MT20 1691123
TCDL 10.0
Lumber DOL 1.15
BC 0.07
Vert(TL) -0.00
4-5 >999 240
BCLL 0,0 '
Rep Stress Incr NO
WE 0,00
Horz(TL) -0.00
3 his n/a
BCDL 10.0
Code. IRC2006/TPI2002
(Matrix)
Wnd(LL) 0,00
4-5 >999 240
Weight: 8 lb FT=20%
LUMBER-
BRACING.
TOP CHORD 2x4 SPF No
TOP CHORD
Structural wood sheathingdirect) applied
Y PP -tl or 1-11-10 oc Outlines
BOT CHORD 2x4 SPF No.2
except end verticals.
WEBS 2a4 SPF-S Stud
BOT CHORD
Rigid ceiling directly applied or 10-0-0 Gc bracing.
REACTIONS. (Iblsize) 5=18410-3-8, 3=30/Mechanical, 4:zU/Mechanical
Max Horz 5=10B(LC 6)
Max Uplift5=-15(LC 6), 3=-32(LC 6), 4=-7(LC 6)
Max Grav 5=184(LC 1), 3=30(LC 1), 4=32(LC 2)
FORCES. (to) - Max. COMR/Max. Ten. - All forces 250 (to) or less except when shown.
NOTES-
1) Wind: ASIDE 7-05; 90mph', TCDL=6.Opst BCDL=6.Opsf, h=25ft: Cat. II;. Exp B, enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone>cantiever left and right exposed ; end vertical left and right exposed', C-C for members and forces & MWFRS for
reactions shown, Lu Ti6er DOL-1:60 plate grip DOL=1.60 -
2) This truss has been designed for a 10.0psf bottom chord live load nonconcurrent with any other live loads.
3) • 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 wile will
fit between the bottom chord and any other members.
4)Refer to groans) for Voss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4.
6) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss.
V n V 1
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February 1,2017
®WARNING VargYtl p dREAO NOTES ON THIS ANGINC4/OEOMITEKREFERENCEVAGEMII 7473. 1N0312015BEPORE USE
pace, Id l -no pull andir shcontlop,11111.1 Tol residues thal, rady upon parameters n and is for an individual building component. not
he overall
12,
bag0_ gir Br 9 d� disto0 radiiding tb xl g ad duals must verry the OILY ba d/ dadmembersentgar added
car, Adtlto al! Incorporatepb ryCedpermaninto ent bung I^'��pp `�'�y
ad v g d( Iolty dl paven("Itrpsernm' 41 p rnlry dcomproydamag F g era14MIVI -ogardithe iTek
fabroated storegacdchri,seemed and bracing diffusions and truss systemsANSIrl o ads Criteria OSS-es and SCSI Building Component 16023 Swingle, Raga Rd
Safety Informationavailable from Truss Plate Institute. 218 NLee Simon. 5ut 312, Alexandra, VA 22314, Chesterfield NO 63oP
Job
Truss
Truss Type
Oty
Ply
Wedgew0od 88 Westyale
126913263
Bt]]00206
J06
Jack -Open
1
1
Job Reference f t II
Lze
164U s Sep 29 2015 MTek Industries, Inc. Wed Feb 01 14.00'.54 2017 Page 1
ID: kY4fMpdtS9sB5bPwUaiJVpzp Wc2-MgmYBb5snOPF6NG21YYi4?n FnpkgsGLNdfZPzyzpUU7
3
5 4
2,4 II
Scale = 1 19 7
LOADING lost)
TOLL 20.0
TOOL 10.0
BCLL OC '
BCDL 100
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Inor NO
Code IRC2006/TPI2002
CSI.
TO 0.23
BC 0.07
WB 0.00
(Matrix)
DEFL. in (loc) Ildefl L/d
Ver-ILL) -0.00 5 0999 360
Vert(TL) -0.00 4-5 0999 240
Horz(TL) -000 3 n/a n/a
Wind(-L) 0.00 4-5 >999 240
PLATES '.GRIP
MT20 169/123
Weight 8lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly
applied Or 1-11-10 oc purlins,
BOT CHORD 2x4SPF No 2 except end verticals.
WEBS 2x4 SPF-S Stud BOT CHORD Rigid ceiling directly applied
or 10-0-0 op bracing.
REACTIONS. Qb/size) 5=184/0-3-8, 3=30/Mechanical, 4=12/Mechanical
Max Horz 5=108(LC 6)
Max UpIIfl5=-15(LC 6). 3=32(LC 6). 4=-7(LC 6)
Max Greg 5=184(LC 1), 3=30(LC 1), 4=32(LC 2)
FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 (Ito) or less except when shown.
NOTES-
1) Who.. ASCE 7-05; 90mph; TCDL=6. Chef: BCDL=6 Dart; h=25ft, 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 B.MWFRS for
reactions shown; Lumber DOL=1.60 plate gripDOL=1.60
2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads,
3) • This truss has been designed for a live load of20.Opsf on the bottom chard in all areas wherea rectangle 3-6-0 tall by 2-0-0 wide will
fit between thebottom chord and any other members.
4) Refer to girders) for truss to truss Connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) 5, 3, 4.
6) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in theanalysis and design of this truss.
`01N111I Ill f I,i
�•�`\`l-GANG CMG,
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No, i9900415
o •'• STATE OF j
�: pO.c �' :�N01ANP: '•?w�.
/�Aixy�SSION A l ENC,vOx\\\
February 1,2017
®WARNING V erdi q p ( dREA. NOTE50NT"S ANDINCLUOEDMITEK REFERENCE PAGE M11I4731019312015 BEFORE USE.
Island told1 - IY woe MT k® 1 :Th' J g 0 tl IY p V I e d I U i0 lbuilding p n Out
-toretayinver Sound In o M'g dcor,co,irctnooripthe .1ohdarldr,.fdo9 pecournstre, add forlperty lubbecand, this design t the overall
e Mye Q at Beltlrytat is tpreenwtapeewan0individual
tl II o m npmembe ly Aaotolall p ryanepermanemmacing MiTek"
el p rrsiry op cenv aam9 E general gua gaNing me
I b t eB tl ry ( n0 beacon of trusses tl 1 y t - ANSIITPH Cual ty Criteria, DS049 and BC51 Building Component 16023 GwinBley Rgge Re
Safety lnforma a eae labl¢ [mrn Truss Plate Institute . 218 N Lee Street Suite 312, 11,,d Jria, VA 22314- Cee23 Swltl, es di
Job
Truss
Truss Type
Oty
Ply
Wedgewood 08 Westvale
1289t 3265
Bt]]p0206
JOB
Jack Open
1
1
Job Reference o tlonall
PROBUILD, MOORESVILLE, IN 46158 ? 640 S Sep 29 2015 MiTek Industries, Inc. Wed Feb 01 14:00,54 2017 Page 1
10'.kY4fMpdtS9s B5bPwUaiJVpzpWc2-MgmYBb5snOPF6NG21YYi4PnCg OiVsGLNdRPzyzpUU7
h__b2B— u
t-2e 3Sa
- Scale. 318"=1'
LOADING (Pat)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.15
TO 043
Vert(LL)
-0,01
4-5
>999
360
MT20 169/123
TCDL 10.0
Lumber DOL 1.15
BC 0.21
VerI
-0.01
4-5
>999
240
BCLL 0.0 '
Rep Stress Incr NO
WE OAO
Horz(TL)
-0.03
3
We
n/a
BCOL 10.0
Code IRC2006/TPI2002
(Matrix)
W4nd(LL)
0.01
4-5
>999
240
Weight: 13 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SPF,No.2 TOP CHORD
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF-S Stud BOT CHORD
REACTIONS, LID/size) 5=227/0-3-8, 3=79/Mechanical, 4=33/Mechanical
Max Herz 5=174(LC 6)
Max Jdrfl3=-82(LC 6), 4=11(LC 6)
Max Gray 5=227(LC 1), 3=79(1_C 1); 4=61(LC 2)
,FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (d) or less except when shown.
Structural wood sheathing directly applied or 3-5-4 Be purlins, except
end verticals.
Rigid ceiling drechy applied or 10-0-0 oc bracing.
NOTES.
1) Wind ASCE 7-051 90mph: TCDL=6.Opsf; BCDL=6.Opsf, h=25ft', Cat. II; Exp B, enclosed', MVVFRS (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
reactions shown; Lumber DOL=1.60 plate grip DOL=1 S0
2) This truss has been assigned fare 10.0 psf bottom chord live load nonconcurrent 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 chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) Of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4.
6) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
•• PSG\STEq�O
No. 19900415 •:
'9 •'• STATE OF 2
SPOT •':�NDIAN P'•\a��x``�
�/S'ONA "ONI if `INN`\
February 1,2017
® WARNING -Vanly d-nn parameun and READ NOTES ON THIS AND INCLUDED MITEAREFERENCEVAGEMry]473 rev, f0/p ayse BEFORE USE,
Blends ldfar ue ly In gnarl pappollare This mean, is based ly up, worrolderssn p a for individual poll Componentnol
alloarly l Bnle- use,und pending 10 if, gre timmetralt, al g earmenelams andpupporm myoupped, gas design low the overall
buflon1m,ally..B g pappand'u a Invert bucking of eemedualt p and/or Chemmmembers only.Additional tp ry and permanentbracing
is always requiredr Cody andt prevent collapse won assele personalinjory, and propedy damage For general g U egading the
Iercaron, dranda'ar degvery, erection and Easy, of cusses and vuss systems. see ANSVTPH Qua Sty criteria,DSO-89 and Beal euiming component
safe',lnlormatlon. avelleple from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alavndims VA 2231d.
Wedgewood 88 Westvale
Jack -Open
IN 46158
3x4 II
7 640 s
Inc. Wed
14:00: 552017 Page
Scale= 1:27.9
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 10,0
SPACING- 2-0-0
Plate Grip DOE 1.15
Lumber DOE 1.15
Rep Stress Incr NO
Code IRC2006/TPI2002
CSI.
TC 0.31
BC 0,15
WH 0.00
(Matrix)
DEFL. in (log Udell Lid
Vert(LL) -001 4-5 >999 360
Vert(TL) -0.02 4-5 >999 240
Hoa(TL) -0,02 3 n/a n/a
WOd(LL) 0,01 4-5 >999 240
PLATES GRIP
MT20 169/123
,
Weight: 121b FT=20%
LUMBER- BRACING -
TOG CHORD 2x4 SPF No.2. TOP CHORD Structural wood sheathing directly
applied or 3-7-7 oc purlins, except
NOT CHORD 2x4 SPF No.2 end verticals.
WEBS 2x4 SPF-S Stud BOT CHORD Rigid ceiling directly applied
or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=234/0-3-8, 3=85/Mechanical, 4=35/Mechanical
Max Hoh15=149(1_C 6)
Max Uplift3=-66(LC 6)
Max Grad 5=234(LC 1), 3=85(LC 1), 4=64(LC 2)
FORCES. (to) - Max. Camp./Max. Ten. - All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-05, 90mph; TCDL=6.Ogsf; BCDL=6.Opsir h=25ft, Cal: 11;. Exp S; 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 MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 chord and any other members.
4) Refer to liiments) for truss to truss connections.
5) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at jolnt(s) 3.
6) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss.
V
x\xx11\111illllll/!/lq
J` �J_GANG </G
� '3 STATE OF ;� lic
,vvlx�y do
S/ON A ,1EGxxxv\\
February 1,2017
®WARNING panty O lge parener9re no READ NOTES ON TNIS AND INCIISEO fares REFERENCE PAGE MI717] ben, 101OV2015 BEFORE USE _
Cleared 1rd her bad cal, In MT k® dommuncrous This design based only upon Parameters h for O d l buildup p nail aol H
t v l Before to o le ng d -y t T Nthis■L.�CIYIJy CC�tl•1l building d 'q-e ,tu 1satop to kl9 Ira dppll e1ryoddl pnld )}no sAoef altemporary
t e a aentbidl
only.o egardand elmanamdraE" MITek'
is q
I+'r storage,
taery.e diap and
bracing of
r el personal s s aProperlyaam g F general gd gaming the
Education o delivery.
erection T andrand at trusser J t yet Sr uVA 2 Quality Criteria, OSR-09 and aC51 Building Component 16023 rfield N Ridge Rd
Solely Information v IeUle Irom Truss Plete Insl Iola, 218 N L Street Su t 312 Maximum.,VA 22910 Cpesterfield; NO 63017
Job
Truss
Truss Type
Oty
Ply
Wedgewood BB Westvale
28913269
B1]]08208
J12
Jack -Open
1
1
bRl
PROBUILD, MOORESVILLE. IN 46158 7.640 s Sep 29 2015 MiTek Industries, Inc. Wed Feb 01 14-.IJ0:56 2017 Page 1
I0,kV4fMpdtS9sB5DPwUaiJVpzpWc2-13ulcH66JdfyLhORPzaA OtcUDRNRAsg5z2MapUU5
1-0e 945
e= 1:26.1
h
x4 II
LOADING (Pat) SPACING- 2-0-0 CS1. DEFL. in (loc) Ildefl Ltd PLATES GRIP
TCLL 20,0 Plate Grip DOL 1.15 TC 0,16 Val -0,00 5-6 1999 360 MT20 169/123
TCDL 10.0 Lumber DOL 1.15 BC 0.06 Ven(TL) -0.00 5-6 >999 240
BCLL 0.0 ' Rep Stress Ina NO WS 0.06 HOrz(TL) -0,00 3 n/a ri
BCDL 10.0 Code IRC2006/71OI2002 (Matrix) Wlri 0,00 6 >999 240 Weight: 12 to FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 24.5 oc purlins, except
BOT CHORD 2x4 SPF No.2 end verticals.
WEBS 2x4 SPF-S Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 OC Gracing.
REACTIONS. (Iblsize) 6=193/0-3-8, 3=39/Mechanical, 4=22/Mechanical
Max Horz 6=144(LC 6)
Max Uplifl3=-24(LC 7),4=-60(LC 6)
Max Grav6=193(LC 1),3=39(LC 1). 4=44(LC 2)
FORCES. (to) - Max. Comp lMax. Ten. - All forces 250 (to) or less except when shown.
NOTES-
1) Wind: ASCE 7-05, 90ni TCOL=6.Opsf; BCDL=6.Opst h=25h; Cat. 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 right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load noncdncurrent with any other live loads.
3)' This truss has been designed for alive load of 20 Opal on the bottom word 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.
4) Refer to girdere) for truss to truss connections.
5) Bearing at joint(s) 6 Considers parallel to grain value using ANSI]TPI 1 angle to grain lormula. Building designer should verify Capacity
of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 3, 4.
7) "Semi -rigid pitUbreaks including heels' Member end fixity model was used in the analysis and design Of this truss.
2
\,sf EGANG i/TI/,
�,P G757ER� G
f No.''9900415er
'
p •'•, STATE OF
P, ............
�NCnpvxO
February 1,2017
WARNING Verify IIp Inundated, InE READ NOTES ON THIS AND INCLUDED All REFERENCE PAGE Adi f0/O]ROIS BEFORE USE.T
D B rat a lyith MIT kS Th a sg e a ly Im t P n a I a' a 1010 Aa P rent noty l . Bet In 0 Id 9 a g 1 my to PPI pl y ltl ➢ P rs o p li ly po I tti d Yp t the overallo a go B, a d.WgraddhStop 1hCkrB 1 ae ll o d/ chordOa ems ly AdeT It P n ap nentbracngIS ay Vueselrsuvem w
ble,and 1.peapse rim ss
Pnae personal-ti and PmPeay damageFargeimund timed regrds, In.
railro d,Storage.OSes,,, Arai aM bntuq Ol lasses and these systems,see ANPITPI10uality Criteria, D382f and BCSI Building Component
Safety Inlormauon avaNdTrusse froTse Pbte Instdule, 218 N. Lee Street. SuCe 3t2 AkaannaVA 00]N. terfiek. MO 6J017
Jab
Truss
Truss Type
Cry
Ply
Wedgewood 88 Westvale
8913 1
617]00206
J14
Jack -Open
1
1
Job Reference o lional
PROBUILD, MOORESVILLE, IN 46158 7. 640 s Sep 292015 MiTek Industries, Inc. Wed Feb 0114100562017 Paget
ID:kV4fMpdtS9sB5bPwUaiJVpzpWc2-13ulcH66JdfyLhORPzaAAOtc DRLKArg5z2W2rzpUU5
1 za
7 2x4 11
Scale= 1.22.0
LOADING(psf)
SPACING.
2-0-0
CSI.
DEFL.
in
(Ioc)
III
L/d
PLATES GRIP
TCLL 20T
Plate Grip DOL
1,15
TC 0.17
Vert(lL)
-0.00
7
>999
360
MT20 1691123
TCDL 10.0
Lumber COL
1,15
BC 0.06
Vert(TL)
-0,00
6
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
VVH 0.00
HO2(TL)
0,00
5
me
WE
BCDL 10.0
Code RC2006lTPI2002
(Matrix)
Wind(LLj
0.00
7
>999
240
Weight: 11 IS FT=20%
LUMBER- BRACING -
TOP CHORD 2x4SPFNo.2 TOPCHORD
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF-S Stud BOT CHORD
REACTIONS. (Iblll 7=206/0-3-8, 4=45/Mechanical,.5=25/Mechanical
Max Horz 7=118(LC 6)
Max Upllfi4=-28(LC 6), 5=19(LC 6)
Max Grav7=206(LC 1), 4=45(LC 1). 5=58(LC 2)
FORCES. (ou - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
Structural wood sheathing directly applied or 2-3-13 oc purli rs, except
end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTES.
1) Wnd: ASCE 7-05; g0mph; TCDL=6.0psf; BCDL=6.Opsf h=25ft; Cat. II; Exp B; enclosed: MWFRS (low-rise) gable end zone and C-C
Exterici zone; cantilever left and right exposed end vertical let and right exposed;C-C for members and forces 8 MAl for
reactions shown; Lumber DOL=1.60 plate. grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)' This truss has been designed for alive 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.
4) Refer to girders) for truss to truss connections.
5) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5.
7) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss.
®WARNING - warly Basipn paiamerm an
Design valid for use only on MiTek® donne
a truss system: Before use: the building desi
OulginB design- Brodng Indicated Is to ,
u-shays re0nued for sladlry and m provenl
fee for ion, storage, delmery, ddollon and or
Safety Information avails die lrom Truss PI
IN THIS AND INCLUDED MITEK REFERENCE PAGE
IS based only upon Parameters shown, and Is for an 1
e aPPtldaduny of dealon barometers and larmov in,.,
war Possible personal Injury and pmpeny damage. For gon ei
te5and Voss systems, see ANSUTP110uality Cr
218 N. Lee street, Sure 312. Alexandra, VA 22314,
10/03/2015 BEFORE USE.
ling domrmadu : not
anign into the overall
and pendrou m oramng
agaNing the
I and BCSI Building Companent
x\x IJ GANG <iG`
G\S7 EAfco ,
No. 19900d 1rt '
'a •'•, STATE OF J a
' �O,o ' //vD
F �
,r`4�rSS,ON A; 1E�Gvxvxx
February 1,2017
16023 Banner, Ridge Rd
Creslemuld, NO 63017
Job
Truss
Tmsa Type
Or
Ply
Wedgewbbd 88 Westvale
28913273
B1]]002p6
J16
Jack -Open
t
1
Job Reference
MUGHEiay LLE, IN 46158 7,640 s Sep 29 2015 MiTek Industries, Inc. Wed Feb 01 14'.00'.57 2017 Page 1
ID ky4fMpdtS9sB50PwUaiJVpzpWa-nFSggdlk4xnpzr?tlzg5PiePm2dna3dapJdn3aHzpUU4
- 28 f u.i 13�
bbe 2313
Stage 1:22.0
7 2x4 II
LOADING (pan
TOLL 20.)
TOOL 10.0
BCLL 0.0 '
BCDL 100
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Ina NO
Code IRC21306rTP12002
CS1.
0
TC .17
BC 0.06
WB 0.00
(Matrix)
DEFL. in (loc) Vasil Lld
VenILLI -0,00 7 >999 360
Vert(TL) -O.W 6 >999 240
Hoa(TL) 0.00 5 hot has
WrosI LL) 0.00 7 1999 240
PLATES
MT20
Weight: 11Ito
GRIP
1691123
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-13
oc oughts, except
BOT CHORD 2.4 SPF No.2 end verticals.
WEBS 2x4 SPF-S Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (lb/size) 7=206I0-3-8, 4=45IMechanical, 5=251Mechanical
Max Horz 7=118(LC 6)
Max Uplifl4=-28(LC 6), 5=-19(LC 6)
Max Grav 7=206(LC 1), 4=45(LC 1), 5=58(LC 2)
FORCES. (to) - Max. Comp.IMax. Ten. - All forces 250 (to) or less except when shown
NOTES-
1) Wool ASCE 7-05; 90nni TCDL=6.Opsl; BCDL=6,0psQ r ft; Cat. 11; 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:C C for members and forces 8 MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent 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 chord and any other members.
4)Refer to girder(s) for truss to truss connections.
5) Bearing at joint(s) 7 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity
of bearing suAace.
6) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 to uplift at jbint(s) 4, 5.
7) "Semi -rigid pitchbreaks including heels" Member end fixity motlel was used in the analysts and design of this truss.
xJJEGANG </L v�i�
•• P�0•,\STEjgO —
No, 9900d15 —
�•'••• STATE OF •?�Cr
iv �y '3;ONAf 1i 111``
February 1,2017
®WARMNG gable, byrourfor grandraders and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MadO] Wer'"sects BEFORE USE
Design rJ mr.s. am, yhm U.110 onallTN doo, of bayed mrth, upon parameters shown and is (or 1, undercoatbracing ponenl, nut
I "samon.Befiram ord, the boundar,e . .t verify the aporcablety of design parameters and y p ny. incorporate Iri co
ach are overall
o lW ys g bracing t tltan a' t Prevent M1 Ara I e e n n m Chem b y Aaal tl o ry aparmnnenent permanent bracing
is a Ways MiTek'
q' tll I any 01 pedant
' lConn 'el personalinjury ap tyaa a F ba eta o a rti ethe
af tl storagedelivery I n0 crow clatterer, tlLsystems, ANRarmed, Crnere DSB49 and BCst auIE nComponent6aleiy Insulationavailable from truss Plate maker. 218Nee 16023 Bwinaley qqe¢ Rtl
61ReI. 5uXe Jt$, AexanOnp, VA 22:11, CM1esleh¢q, M08301I
Job
Truss
Truss Type
Oty
Ply
Wedgewootl BB WasNale
1289132]5
B1 ]]00206
M02
MONOPITCH
3
1
�Job
Per ew inn na l
PROBUILD, MOORESVILLE, IN 46158 ].640 s Sep 292015 MiTek Industries, Inc Wed Feb 0114:00:582017 Pagel
10. kY4fMpdtS9SB5bPwUaiJVpzpWc2-FS03lz8MrEvgb_agXCceFryuYI3?o3gyYHXd6jzpUU3
µ _2so�—i �e-0— 1
a
2.4 II
US =
5,6 —
1M
d
Scale, 1.58.5
LOADING (pat)
SPACING- 2-0-0
CSI.
DEFL. in
(lost III Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.15
TC 0.38
Vail -0,07
5-6 >999 360
MT20 1691123
'TCDL 10.0
Lumber DOL 1,15
BC 0,24
Vert(TL) -0.17
5-6 >464 240
BCLL PLO '
Rep Stress Inch YES
WB 0.10
Horz(TL) -0,00
5 1 nla
BCGL 10.0
Code IRC2006/TPI2002
(Matrix)
Wlod(LL) 0.00
5-6 >999 240
Weight: 371b FT=20%
LUMBER.
BRACING.
TOP CHORD 2x4 SIFF Ko.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 ocpurlins, except
BOT CHORD 2x4 SPF No
end verticals.
WEBS 2x4 SPF-S Stud
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lblsize) 6=34810-3-8, 5=25010-1-8
Max Forz 6=274(LC 6)
Max Uplift5=-154(LC 6)
FORCES. (a) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
NOTES-
1) Wrl ASCE 7-05: 90mph: TCDL=6 Opsq BCOL=6.0p lf. h=25ft; Cat. II,. Exp B', enclosed:) MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposetl C-C for members and forces & MWFRS for reactions' shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent 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 chord and any other members.
4) Bearing at joints) 5 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate at joint(6) 5.
6) Provide mechanicalconnection (by others) of truss to bearing plate capable of withstanding 1 00Ib uplift at joints) except iL=lb) 5=154.
7)'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
ywv' k/�
ers end READ N
eonneclms. This
gevent collapse with possible I
and bracing of ttusse5 and lm
vas Plate mormare; 215 N, Lee
JEGANG
•: P�G55TEgF0
Nr�. 19V004 i5 •; —
`° ••'• STATE OF j 2
ixOzj]3yON At 1O Nxx kxY
February 1,2017
1010342015 BEFORE use.
Ing component, not
)sign into the ollmil
and in,menem bmapg
MITE.yk•
and BC5l Building Component
160235winday Ridge Rd
Chesterfield, MO 63017
Job
Truss
Truss Type
pty
Ply
Wedgewood BB Weetvale
1289132]]
B17700206
M04
Monopielf
6
1
nh Ram. II
1-2 r
5
2.4
I b4u S cap 29 2015 MI lee Industries , Inc. Wed Feb 01 14'00 58 2017 Page 1
IDkY4fMpdIS9SB5bPwUalJVpzPWc2-FS031 zBMrEvgb_agXOceFrywll67o4KyYHXd6jzpUU3
2x4 II 3
Scale = 1 19.8
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1,15
Lumber DOL 1.15
Rep Stress Incr NO
Code RC20061TP12002
CS1.
TC 020
BC 0.04
VVB cm
(Matrix)
DEFL. in (loc) I/defl L/d
Vert(LL) -000 5 >999 360
VerdTL) -0.00 5 1999 240
HOrz(TL) 0.00 4 file nla
Wnd(LL) 0.00 5 1999 240
PLATES GRIP
MT20 169/123
Weight: 10 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2ie4'SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except.
BOT.CHORD 2x4 SPF No.2 end verticals.
WEBS 2x4 SPF-S Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (Ib/size) 5=182/0-3-8, 4=3610-1-8
Max Horz 5=81(LC 5)
Max (Jp11115=39(LC 6), 4=-39(LC 5)
Max Grav 5=182(LC:1), 4=55(LC 4)
FORCES. (Ib) - Max: Comp /Max. Ten. - All forces 250 (to) or less except when shown.
NOTES.
1) Wind: ASCE.7-05. 90mph: TCDL=6.Opsf;. BCDL=6 Opsf; h=25ft; Cat. llj Exp B' enclosed; MVVFRS (low-rise) gable end zone and C-C
Extenor(2) zone; cantilever left and right exposed end vertical left and right exposela C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live leads,
3) • 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. '
4) Bearing at joint(s) 4 considers parallel to grain. value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing' surface.
5) Provide, mechanical connection (by others) of truss to bearing plate capable) 4.
o at joitruss. 4,
6) Provide mechanical connection (by others) m truss to bearing plate capable of withstanding 100 to design
7) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis aad'desgn of this truss.
�
tiG ANG L/I/ ,
. • ��G\ST Eq��
No. 19900415
a •'• STATE OF Z Q'
�Uq•'�NDANP:'•��
February 1,2017
®WARNING V dy Bar Thervableacs Ind READ NOTES ON THIS AND INCLUDE, farm, REFERENCE PACE Mll7173 11, VAOL3015 BEFORE USE
Coyest wild for ly iO MiTiourfrourecons This design IS based only upon ablembeedy Shown and s for an Indicatedbuilding Compared, let,
meaS SystemBefore use mold g detogner muff -verify the applicability of design parameters ydThem, Boilme g'tme overall
M11elx,
l- Ieg e c g a Ind
to 0 tbuckling 1individuale d eao room Be ry. rgAdditional1 n yanding Me enl ora[ng
alwaysg ge Short, lnv le 0 I n o e paithsser
r elan,
n Systems S a p n Ar damage r general guidance regarding
fabrication, storage deliver, r e e - g h sane In ss Systems dra V PIt Quality Criteria, Ose e9 and eesl sheathing Component 16020 swingiey 6301 Re
Sarety lnlolmalio ela01e arum Truss Plele lns1nu10, 219RLee Stro0l,eule 312, AlexBnen0, Vq 2231♦. CeesleRala, M06901]
Job
Truss
Truss Type
Cry
Ply
Webgewoob 88 Westvale
128913279
B1]]00206
MO6
MONOPITCH
6
1
Job Reference o tional
PROBUILD, MOORESVILLE, IN 46158 7 640 s Sep 29 2015 MiTek Industries, Inc. Wed Feb 01 14:00,59 2017 Page 1
In kV4fMpdt59sB5bPwUaiJVpzpWc2-IeaREJ92cV1XC890557tn2V60RRPXVVH6nxGAeAzpUU2
1z"` J 2-3 S a
1-2-8 }2-1 2-1-13
2.4 II Si 1:.53.6
4
_ 3,6 //
00 12
3 d d
316 /i
fl 6 _ 5
4 6-
1 3x4he
—in Cyr
9 D0 F12
7
2.4
—32d 6&ate
ZOI
LOADING lost) SPACING- 2-0-0 CSI. DEFL in (Inc) Idefl Lld PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TO 0.14 Veri -0.01 6-7 >999 360 MT20 1691123
TCDL 10-0 Lumber DOL 1,15 BC 0,10 Vert(TL) -0,02 6-7 >999 240
BCLL 0.0 ' Rep Stress Incr YES We 0.08 Horz(TL)-0,00 5 nla n/a
BCDL 10.0 Code RC2006/7PI2002 (Matrix) WIDtl(LL) 000 6 >999 240 Weight 32 In FT=20%
LUMBER- BRACING.
TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc Outlines, except
BOT.CHORD 2x4 SPF No.2 end verticals.
WEBS 2x4 SPF-S Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Olsize) 7=308/0-3-8, 5=20510-1-8
Max Horz 7=243(LC.6)
Max JPIIfl6=-141(LC 6)
FORCES., (Ib) - Max. Comp /Max. Ten. - All forces 250 (o) or less except when shown,
TOP:CHORD 2-3=-274142, 2-7=-2761156
BOT CHORD 6-7=-341129
NOTES-
1) Wind: ASCE 7-05; 90mph, TCDL=6.Opsf BCDL=6.Opsf h=25tt: Cat. II; Exp B;. Enclosed; MVVFRS (low-rise) gable end zone and C-C
Exterior(2pzone, cantilever left and right exposed ; end vertical left exposed:C-C for members and forces 8 MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been Designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads.
3)' 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 thebottom chord and any other members.
4) Bearing atjoinl(s) 7,.5 considers parallel to grain value using ANSIITPI Tangle to grain formula. Building designershould verify
capacity of hanng surface.
5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. I '
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b upllk at jolnt(s) except Qt=1b) 5=141. l�/wAl
7)' Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Yvm
�.,:y' GAN(3C/1/`'x�
•, PSG\STEq�O
No. )990C415
= i .
` 'O .'t STATE OF ;' Q'
xxxxxx7,lSrON Al ENGvvvx`\
February 1,2017
®WARNING Veiryrepay" PoIddered, I'd READ NOTES ON TNIs AND INCLUDED MIT" REFERENCE GAGE MIITOJ nor. aINLi0r5 BEFORE USE. [�
Design I'd ,a rue only }e Mpo k®c .TN 0 y, tl tl .,try po p Y 0 I rt '0 IL 10 _g mope enl nor
1 YI Ber, 0 powerstl b 1 why, be pal iw Itl g1 pa 1 OP Prl law 111 tl B of Ibe overfill YpS� �YJ[LY� o la go g-B g e' lea p le Fro f o a IY o tlr nN members any.Additional temporary andPermanent bearing
is always required1 1b'ly andI Prevent COIA05a withpossible personal -Iniry tlpop ny damager general guidanceregarang the
1 1
tb g bV ry 1 db re
B of 01 eANSITTPII Quality Criteria DSB-84 and BC51 Building component 18033 Gwingley Ritlge Pb Safety lnformado stable tram Truss Plate l neat W1e,218 N. Lee Street, Sure 3, 0, Aoxdeared VA 23J14. Gllestar(eItl, M08301T
Job
Truss
Truss Type
Cry
Ply
Wedgewootl BB Westvale
61 ]]00206
PB02
Piggyback
1
i
128913261
Job Reference o tional
MOORESVILLE. IN 46158
4x6 =
7.640 s Sep 29 2015 MiTek Industries, Inc, Wed Feb 01 14:01,00 2017 Page 1
ID'.kY4fMpdtS9s B5bPwUaiJVpzpWc2-Bg8pSeAdNs9OglkCepe6KGllxqnNG_1FPaOkBczpUU1
4x6 =
6 ]
3x4 = 2.4 II 2x4 II 3x4 =
LOADING (par)
SPACING-
2-0-0
CSI.
DEFL.
in
(too)
I/defl
L/d
TCLL '20.0
Plate Grip DOL
1.1&
TC 0.13
Vert(LL)
0.00
6
It
180
TOOL 10.0
Lumber DOL
1,15
BC 0,12
adi
001
6
n/r
120
BOLL 0.0
Rep Stress Inc,
NO
WE 0.05
Horz(TL)
0.00
5
n/a
offs
BCDL 10.0
Code IRC2006,TPI2002
(Mafrix)
Wnd(Ly
-0,00
6
1
120
LUMBER- BRACING.
TOP CHORD 2x4 SPF N0.2 TOP CHORD
BOT CHORD .2x4 SPF No.2
WEBS 2x4 SPF-S Stud SOT CHORD
REACTIONS. All bearings 8-1-11
(Rd - Max Horz 2-74(14)
Max Uplift All uplift 100 to or less at joints) 2, 5, 7, 8
Max Greg All reactions 250 to or less at joints) 2, 5, 7, B
FORCES. (In) - Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown.
Scale = 1:27 4
onIm
d
PLATES GRIP
MT20 169/123
Weight: 29 In FT=20%
Structural wood sheathing directly applied or 6-0�0 oc purlins, except
2-0-0 Oc purlins (6-0-0 max.)'. 3-4.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mpti; TCDL=6.Opsf, BCDL=6.0psf h=25ft: Cat. 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 right exposed;C-C for members and forces & MWFRS for
reactions shown: Lumber DOL=1.60 plate. grip DOL=1.60
3)'Provide adequate drainage to prevent water podding.
4) Gablerequires continuous bottom chord bearing.
5) This truss has been designed for a.10.0 psf bottom chord live load norco rcurrent with any other live loads.
6) • This truss has been designed for a live load of 20.Opsf on the bottom chordin all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5, 7, 8.
B) Semi -rigid pitchbreaks including heels" Member end fixity model was used in the and ysis and design of this truss.
9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
10) Gi apnical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chortl.
®addlei G- VaNfy Abroad painge s any READ NOTES ON THIS AND INCLVOEL
Design Ib forded only with MT k® Connectors_This design based only upon Para
truss system Before use, the building des,des,ner must verity the ppl bully ofdragn
helid rg des ad. Bra cited adicaled 's to proven bucking of advidu a l truss web a Pylori
is ways required for Aabohy and to prevent collapse with possible Personal off and
ev. leadal BEFORE USE.
building component not
-as design Into the bveall
nary and permanent breang
a epmm,'aANSI rpn Quality Criteria, DSB49 any BCBI Building Component
Plele Inslllutb, 21B N. Lee 6lreet, suite 312. Alexandria. VA 22014.
1.5
No, '99CO415 -
v •'• STATE OF ? Q
/:9OT '• IAN �": '• G4r C
,zxxx�s8/O N l 1�Nxx`sk\
February 1,2017
MiTek'
16023 Swingley Ridge Rd
Chesterfield. MO 63017
Job
Truss
Truss Type
Dty
Fy
ale
R(0
128913203
Bi]]00206
18o4
Piggyback
1
1
Job Refemnoa tldenal
4xe =
7.540 s Sep 29 2015 MITsk Industries, my, Wed Feb Of 14:01 002017 Page 1
DkV4fMpdtS9s B5bPwUaiJVpzp Wc2-Bg8p5eAd Ns9OglkCepe6KG1 GVgl2GZGF?aOkB¢pUU1
Sao =
Scale =1 33.9
3x6 = B 7 3x6 =
2.4 II
LOADING (psh
SPACING-
2-01-0
CSI.
DEFL.
in
(IOC)
I/defl
Lid
TCLL 20.0
Plate Grip DOL
1.15
TC 0,22
Ved(LL)
001
6
n/r
180
TCDL. 10.0
Lumber DOL
1.16
BC 0.20
Ved(TL)
0.02
6
thin
120
BCLL O.0 '
Rep Stress Incr
NO
WB 0:10
Horz(TL)
0.00
5
The
nla
BCDL 10.0
Code IRC2006/TPI2002
(Matrix)
lMntl(LL)
-0,01
6
n/r
120
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD
'BOT CHORD '2x4 SPF No.2
WEBS 2x4 SPF-S Stud BOT CHORD
REACTIONS. All bearings 12-11-8.
(Ib) - Max Horz 2=-96(LC 4)
Max Uplift All uplift 100 Ib or less at joint(s) 2, 5, 8, 7
Max Gray All reactions 2501b or less at joints) 2, 5 except 8=407(LC 1C), 7=407(LC 11)
FORCES. (D) - Max. Comp./Max. Ten.- All forces 250 (lb) or less except when shown
6l'T fW
d
PLATES GRIP
MT20 169/123
Weight: 42 Ib FT = 20 %
Structural wood sheathing directly applied or 6-0-0 cc purlins, except
2-0-0 cc purlins (6-0-0 max.): 3-4,
Rigid ceiling directly applied or 10-0-0 cc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Width ASCE 7-05: 90mph!.TCDL=6.Opsf BCDL=6.Opsf, fi=25ft, Cat. If Exp 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 is MVVI for
reactions shown; Lumber DOL=1 60 plate grip D(DL=1.60
3) Provide adequate drainage to prevent water ponding. -
4) Gable requires continuous bottom chord bearing,
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom
chord and any other members, with BCDL = 10 able
7) Provide mechanical connection (by others) of truss to bearing plate capable o/ withstanding 1001b uplift at joint(s) 2, 5, 8, 7.
8) Seml-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) See Standard Indus" Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
p\\1111111I I11/]Q
\S1 -GANG
. ,Q�G\STEq�O
Noat
i990Qd 1,i
a "� •'• STATE OF
S,
Ozz/z] JS`ONA `iEnp'
February 1,2017
®WARNING Verily dIq pentameters and READ NOTES ON THIS AND INCLUOEO MITEK REFERENCE PAGE MII]OJ rev, 1003,2015 BEFORE USE
Derri vastb V wAr MTek® ( The .-'In ha rt 11 P parameters n d S for a, objer'lia,i id 9 Fern' ", nei `Eiwa�e�r
8 truss System _ Ben to du o p o ng 1 verity theppl dlty f0 g p 1 O properly ryoi 1 10 di 1 to Overall
In10 gU g..B g 0-Io1-top t0 kl g 1 0 p It O OI n d membersry Addromalt p ry di anent bidding11 ����.i
s may ps required for Parley and to pr ve h wllapse with possibpersonalble peOnal injury and properly Uamg F g eral guidance red arding the IVt fi
labnoater. Somas delivery, operand and rm mg o1 houses and buss systems see ANSI ITH Due Illy Ennuis, OSB-I and BCGI BullOurg Component 16023 SWingley Real Rd
Safety Information avallaale from Truss Plate Inaulule. 218 N. Lee Street Suite 312, Aleaandna. VA 22314. Chesledidd, NO 53017
Job
Truss
Truss Type
Cty
Ply
Wedgewood 80 Wesrvale
128913205o�tianel
B17700206
PB06
GABLE
1
1
Job Reterancel
p1P
6
7.640 s Sep 29 2015 MtTek Industries, Inc. Wed Feb Ot 14:01:01 2017 Page 1
ID.kY4lMpdtS95B5bPwUaiJVpzpWc2-fl hBf- AF89HFSSIOCWALSTa RKE7i?OYPEEIHj2zp000
5,12 - Scale= 1:452
3x4 = 12 11 10 9 3.4 =
2.4 II 2x4 II ,2x4 II
2x4 II
3210—
3la1e_OHSetS-(iLYLj2:0-2-10-1-81140-6-0_ 0-2.41,[0-2-)0-1-81
LOADING(pso
SPACING. 2-0-0
CSI.
DEFL
in
(loc)
Adefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.15
TC 0.21
Vert(LL)
-0.00
7
n/r
180
MT20 1691123
'TCDL 10.0
Lumber DEL 1.15
BE 0,11
Verl(ll
-000
7
nlr
120
BELL 0,0 '
Rep Stress Incr NO
WB 0.10
Horl
0.00
7
1
1
BCDL 10.0.
Code IRC2006/TP12002
(Matrix)
Wnd(LL).
0,00
7
n/r
120
Weight. 481b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD
Structural wood sheathing directly applied orb-0-0 cc purlins, except
BOT CHORD 2x4 SPF No.2
2-0-0 cc purlins (6-0-0 max.): 4-5.
WEBS 2x4 SPF-S Stud BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SPF-S Stud
REACTIONS. All bearings 12-11-8..
(III- Max H072=120(LC 5) .
Max Uplift All uplift 100 to or less at jolnt(s) 2, 7, 11, 10 except 12=-112(LC 6)..9=112(LC 7)
Max Grav All reactions 250 to or less at joint(s) 2, 7, 11, 10 except 12=303(LC 10), 9=303(LC
11)
FORCES. Of - Max, Comp./Max. Ten. - All forces 250 fb) or less except who, shown,
NOTES-
1) Unbalanced roof live loads have been considered for this tlesign.
2) Wlnd ASCE7-05; 90n tT, TCDL: 6.0dI BCDL=6oast; h=25ft, Cat. It, Exp 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 & MWFRS for
reactions shown, Lumber DOL=1.60 plate. grip DOL=1.60
3) Truss designed for wind loads in the. plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End'. Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Provide adequate drainage to prevent water ponding.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 4-0-0 OC.
7) This truss has been designed for a 10,0 psfbottom chord live load nonconcurrenl with any other live loads.
8) - This truss has been designed for a live load or 20.Over 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.
9), Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(sp 2, 7, 11. 10 except
jt=lb).12=112,.9=112,
10) "Semi -rigid modoloreaks including. heels" Member end fixity model was used in the analysis and design of this truss.
11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
12) Graphical Carlin representation does not depict the size or the orientation of the purth along the top and/or bottom chord.
for
for
and READ NOTES ON TNIS A. INCLUDED All REFERENCE It
with MITada con errors, TnIS design Is based only upon comrades shown, and IS for an
e, he bundmg des,
decided IS to prevent
defy and to prevent cc
,. efecnoo and brae
Sure hum Truss Plate
ordain,
BEFORE USE.
and Bcsl Building component
Ym 1,,nv;V
o`\\ \xJ-GANG C//1/v�.
{ Nc, '. 99(204 IS
an
p •'•.• STATE OF •i•�4
% Ovc •':�ND lo,
G
/�xxxi,S`S/O N•A1E�t` yxxv
I
February 1,2017
f 6023 swinaley Rnge Rd
Ch-onfeld, NO 63017
Job
Truss
Truss Type
Dty
Ply
BB Westva�1�28913287
B1]]00206
PBOB
GABLE
1
t
tlW�dRgawootl
motional
rnvo�rw, IvrVVRCO ,I aomc 7. 540 s Sep 292015 MiTek Industries, Inc Wed Feb 0114'. 01'. 022017 Paget
ID:kY4fMpdtS9sB5bPvnUddVpzpWc2-7DFZIKBtvTP63ctbn Dh.Ph7dh.T4ktHYTUVgFVzpUU?
z
zc-r sn.1B
2E-]
Scale = 1:25 4
3x6 = 2.4 11 2x4 11 2x4 11 316 =
3x4 = 12 11 10 314 =
2.4 11 2,4 11 2x4 11
Plate Q1159M
(X
Y1--
SPACING- 2-0-0
CSI.
LOADING (pat)
DEFL. in (loci Ildefl L/d
PLATES GRIP
TOLL
20.0
Plate Grip DOL 1.15
TO 0.17
Verd LL)
0,00
B
her
180
MT2C 169H 23
TOOL
100
Lumber DOL 1,15
BC 0.10
VemTL)
0.00
9
ntr
120
BCLL
0.0
'
Rep Stress Incr NO
All 0.07
HOrz(TL)
0.00
8
nla
Fla
BCDL
10.0
Code IRC2006/TP12002
(Matrix)
Wlnd(LL)
-0,00
8
nir
120
Weight. 361b FT=20%
LUMBER. BRACING -
TOP CHORD 2.4 SEE No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 cc purlins, except
BOT CHORD 2x4 SEE No.2 2-M cc purlins (5-0-0 max.). 3-7.
OTHERS 2.4 SPF-S Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing.
REACTIONS. All bearings 12-11-8. -
(lb) - Max Horz 2=37(LC.5)
Max Uplift All uplift 100 lb or less at joint(s) 2, 8. 11, 12, 10
Max Gravel All reactions 250 lb or less at joint(s) 2, B except 1.1=340(LC 10), 12=299(LC 10), 10=299(LC 11)
FORCES. (lb) - Max. Cando/Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 5-11=-2561107
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.05: 90riph; TCDL=6.Opsf', BCDL=6.Opsf, h=25f1;. Cat. II; ESP B; enclosed, MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposeI for members and forces B.MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. -
4) Provide adequate drainage to prevent water pending.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 4-0-0 cc,
7) This truss has been designed for a 10 0 off bottom chord live load nonconcurrent with any ether live loads.
8) - This truss has been tlesigned . 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.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 IS uplift at joints) 2, 8, 11,12, 10.
10) "Semi -rigid pitchbreaks including heels' Member end fixity. model was used in the analysis and design of this muss:
11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
AO NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII44]] rev. 10/0312015 BEFORE USE.
This desion 0 based only upon p ameters show atious for an no Voral building component,not
must verry the applicability Of design parameters and properly incorporate this design into the overall
inkling grant buss we0 and'., numb members only. Additional IemOmary antl permanent bracing'
pse with Possible personal Injury and reporter damage For general goal regard rp the
of tNsSes and truss sloshes, see ANS IITpl1 Quality Criteria, DSH49 and BCSI Building Component
sndea, 218 N, Lee Street. Suite 312. New. norla, VA 22?id.
11
m WU
`,x\ 0V_GANG<A���.�
••PSG\STEgFO.
No.iw900415 ';
'� •'• STATE OF ,
' 9 '•. :' 41
x�xxIOrl.S7pN AL 6N�xx0��
February 1,2017
16023 Ge irglay Ridge Rd
Coestereeld, NO 63017
Job
Truss
Truss Type
Cty
ply
Wedgewood BB Westvale
128913289
U17700206
T02
Hip
1
1
Job Reference (optional)
rR Cavlue, lu 4e-IJ.
a9-7 at s_
e tea e-v 4-4- s
5x6 =
3x
7 640 s Sep 292015 MiTek Ineustnes, Inc. Wed Feb 01 14:01:03 2017
Scale = 1:71' 5
3x4 = 315 = 3x4 =
Sxfi =
18 17 •V `v 15 « 1V 13 12 11
3.8 = 3x8 = 3xl2 = 3x4 = 3x4 = 3x6 = 3x8 =
3x6 —
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (too)
Ildefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.15
TC 0,65
Vert(LL)
-0.41 15-17
1580
360
MT20 169/123
TCDL 10.0
Lumber OOL
1:15
BC 0.94
VeRTL)
-0.7115-17
1334
240
BCLL 0.0 '
Rep Stress met
NO
WE 0.63
HOR(TL)
0.02 11
Wa
We
BCDL 10.0
Code IRC2006TTP12002
(Matrix)
Wind(LL)
0.01 17
1999
240
Weight: 193 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2z4SPF No TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins; except
BOT CHORD 2x4 SPF No *Except*
end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-8,
14-16: 2x4 SPF 21 COF 1.8E BOT CHORD
Rigid ceiling directly applied or 10-0-0 One bracing, Except'
WEBS 2x4 SPF-S Stud 'Except'
6-0-0 oc bracing: 13-15.
5-17,5-15,7-15.7-13.8-13: 2x4 SPF No . WEBS
1 Row at ril 5-15, 7-15, 7�13, 8-13
REACTIONS. All bearings 0-3-8,
(to) - Max Hard 18=217(LC 5)
Max Uplift All uplift 100 be or less at johri 13, 16, 11 except 15=-178(LC 5)
Max Grav All reactions 250lb or less at joint(s) except 15=1621(LC 10), 13=853(LC 11), 18=827(LC
10), 11=442(1_C
11)
FORCES. (to) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-6901138; 4-5=472/145, 9-10=-277/65, 2-18=-3171136
BOT CHORD 17-18=-1561562, 11-12=0/260
WEBS 5-17=-12/483, 5-15=-897/217, 7-15=-369/113, 8-13--575/57, 8-12=-201359,
3-18=-636/20
NOTES.
1) Unbalanced roof live loads have been considered for this design..
2) Who: ASCE 7-05; 90mph; TCDL=6 Opsf; BCDL=6.Opsf, h=25ft, Cat. II' Exp Bj enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone, cantilever left and right exposed : end vertical left and right exposed,PC for members and forces 8 MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)' This truss has been designed for a live load of 260psf 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. BCDL = 10 Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 13. 18, 11 except
of=1b) 15=178-
7) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in'the analysis and design of this truss.
8) Graphical build representation does not depict the size or. the orientation of the purlin along the top and/or. bottom chord
® wa.NING. Vetlly d..ipnpanmetars antl READ NOTES ON THIS ANOINCLUOEU MITEK REFERENCE PAGE MII-7173 rev. 1010312015 BEFORE USE
DO,,,, re In, usrely eu, a k® 1 ,is vilbalso ball 0 pals , rommas al0 1, 11 altar ... bull bard g turmiamm,. our
truss v,ser.Bardle us, n b M' , drusign, most enty In ppf O... !e fg oaami w p nY po a! th ee N sooner,
n el Be g „Bobvid,ilddiald-slop vrdbm,Wag of individuall - b andioromorl membersOnly. Androbvirsinverartandp neadianc lg
s always required f luny anbto prevent Collapse Old possible personal injury andpogeny damage _Frgeneralguda lee regarenglne
morratlon. storage .delivery , erection and bracing of lmssec and tmsa systemssee ANSsnell Oualny Criteria,DSB-89 and SCS l Building C omponent
safety Inlormelion avails ble Imm Truss el liculute. 218 N-Lee street, Smle 312. Alexandria, VA 22d14.
tire
'•P�GiSTEly '
No, '990Un 15 •:
'� •'•, STATE OF 2
g�O.c •' G i F' ........... PN.::
7 /g'ONA' 1�N`x\x\\`
February 1,2017
MiTek'
16023 Swingley Ridge Re
O6esteniel0, MO 63017
Job
Truss
Truss Type
My
Ply
Wedgewood 88 Wearable
128913291
B17700206
T04
HIP
1
1
Job R
PROBUILD, MOORESVILLE, IN 46158 7,640 S Sep 29 2015 MiTek Industries, Inc. Wed Feb 01 14:01:0,12017 Page 1
ID'. kY4fMpdtS9s85bP UaiJVpzpWc2-3bNKIOD7R4fgJ iVej2U6CNR4KCc9 _xJNzpUTz
1t2:�0 1311.0 2038 1 WaLO 1 39:3-o aD7,
1Qb 6<.0 ].].0 &4.0 61.0 RLO bap
4.(
5,6 = 2x4 11 Sx6 =
1P II use = 3.6 - 3x6 3.8 - use - 3x4 = 4,16 = 3x4 II
214 "
Scale= 1:99.9
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) War L/d PLATES GRIP
TOLL 20.0 Plate Grip DOL 1.15 TO 0,77 Ver(LL) -0.061E-18 >999 360 MT20 169/123
TCDL 10.0 Lumber DOL 1.15 BC 0.44 Ver(TL) -0.116 18-19 >999 240
BOLL 0.0 ' Rep Stress Incr NO WE 0.91 Horz(TL) 0.02 11 ne if
BCDL 10.0 Code IRC2006rrP12002 (Matrix) Phnd(LL) 0,0218-19 >999 240 Weight: 230 lb FT=20%
LUMBER- BRACING.
TOP CHORD 2x4 SPF NB.2 TOP CHORD Stmctural wood sheathing directly applied or 5.11-8 oc burins, except
BOT CHORD 2x4 SPF No end verticals, and 2-0-0 oc puffins (10-0-0 max.): 5-7.
WEBS 2x4 SEE No.2 "Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except:
4-19,8-12,2-20.2-19,10-11,10-12: 2x4 SPF-S Stud 6-0-0 oc bracing: 14-16,13.14.
REACTIONS. ' All bearings 0-3-8 except Qt=length) 11=Mechanical. WEBS 1 Row at midpl 4-18, 5-16. 6-16, 7.16. 8-13
(to)- Max Horz 20=310(LC 5)
Max Uplift All uplift 100111 or less at joints) 20. 11, 13 except 16=114(LC 5)
Max Grad All reactions 2501b or less at joint(s) except 20=837(LC 10). 16=1995(LC 1), 11=556(LC 11),
13=540(LC 11)
FORCES. (Ib) - Max. Comp.IMax. Ten. - All forces 250 (to) or less except when shown.
TOP CHORD 2-3=-867/4q 3-4=653172, 4-5=-418/145, 5-6=0/278, 6-7=01278. 8-9=-386I61,
9-10=-600131, 2-20=-789/105, 10-11=-505I56
BOT CHORD 19-20=-3051325, 19-21=-177/587, 18-21=-177/587, 13-24=OI389, 12-24=01389
WEBS 4-19=01261,4-18=-499/189,5-18=-33/587, 5-16=-942/85,6-16=-425/186,7-16=-548I55,
8-13=-620/106.8-12=01260,2-19=0/460, 10-12=0/268
NOTES.
1) Unbalanced roof live loads have been for this tlesign.
2) Wind, ASCE 0mptr, T sf 13Cered
BCDL=6 h=25tt; Cat. Exp enclose- (low-rise) gable end zone and C-C
zone; Ca left and gird end;
Exterior(2) zone; cantilever left and right exposed ;end vertical left and right exposetl;C-C for members and forces 8 MWFRS for
d right e for me
reactions shown; Lumber DOL=1.60 plate grip DOL=1 60
�
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) - This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fR between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Refer to girders) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joint(s) 20, 11 13 except
Ut=1b) 16=114,
"Semi
\\ f/
\GgNfI IgxxG
8) -rigid pttchbreaks including heels' Member end fixity model was used in the analysis and design Of this truss.
9) Graphical does
xxxx0
xS G x
�/0
'a,
puffin representation not depict the size or the orientation of the puffin along the top and/or bottom chord.
�J ........
.•P�G1STgFO
_
No. 1 FM04 1 �: =
ar
= 9.'•, STATE OF IT
DIA
G
xyyy S/ONA
t�Nxp
February 1,2017
®WARNING Vmlydesign parameters andREAD NOTES ON THIS AND INCLUDED pal REFERENCE PAGE will rev. IWW4015 BEFORE USE
Design In l 5 ly N Mn k® t Thedesign- based only p parameters b O 1Individualbuilding competent not
ilmuse Syt .Bel to building d 9 et verify Inapplicability of design Parameters and p Oery p le his 0 g -to the overall
'd
IS burning g Bracing em 1 d' too Preventbuckling b evq N o dr chat members ly. Additionall ov ry dpermanent maning
always ordered for trader and to prevent compse with foss Nc Personal injury and property damage. for general guidance regarding Ire
MiTek'
fabhot an, slibox,deliver, erection and bracing ourusses arm puss systems .see pusvrvn Oual4y Cuteria, DsBus and seal Building component
Safety lW o murnion avaiUWe been moves Plate affirm, 218 N. Lee street. Buse 312. Ala aanam, VA 22311.
IN23 Sweeper Ridge Ra
deepened. MO 6]m 7
Job
Truss
Truss Type
Oty
Ply
Wedgewood 88 Wesivale
128913293
B177002M
TO6
PIGGYBACK BASE
3
1
Job Reference 1 t If
PROBUILD, MOORESVILLE, IN 46158 7.640 s Sep 29 2015 MiTek Industries, Inc. Wed Fee 01 14;01,05 2017 Page 1
ID'. kY4fMpdtS9s B5bPwUaiJVpzpWc2.YoxiVMDICOnhw3c RMEHI JID7rJsx2T 9SVrpzpUTy
e- a �2d]d 2oL,6 17-1- 3 34-a-n
6-tO i 6-10.3 7-1.SOc4P—�
5 RLS
Sx12 G 2a4 II 5x12 O
Q
14
18 17 19 t6 15 20 15 21 13 12 22 11 10
3x4 II Bwa = 3xfi = 3x8 = 3x4 = 8x8 = 3.4 II
3x4 = 3.6 =
SneS., 1/8-=1'
LOADING (psi
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Voles L/d
PLATES GRIP
TOLL 20.0
Plate Grip DOL 1,15
TO 0.65
Vart(LL) -0.17
12-14 >999 360
MT20 169/123
TOOL 10.0
Lumber COL 1.15
BC 0.80
VerhTL)-0.3312-14
>999 240
BCLL 0,0 '
Rep Stress Incr YES
WE 0,87
Holz(TL) 0.09
10 nla n/a
BCDL 10,0
Code IRC2006/TPI2002
(Matrix)
Wntl(LL) 0.05
14 >999 240
Weight. 215 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD
Structural wood sheathing directly applied or 3-2-15 cc Purlins, except
BOT CHORD 2x4 SPF Nb.2
end verticals, and 2-0-0 cc purlin, (3-11-4 max,): 4-6.
WEBS 2x4 SPF No.2'Except' BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
2-17,8-11,1-18,1-17,9-10,9-11: 2x4 SPF-S Stud WEBS
1 Row at firl 2-16. 4-14, 5-14, 614, 8-12
REACTIONS. (Ib/size) 18=18891Mechanicf 1, 10=1886IMechanical
Max Hall 18=-252(LC 4)
Max Uplift 18=-35(LC 6), 10=-36(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) artless except when shown.
TOP CHORD 1-2=-2311/188, 2-3=20741226, 3-4=-1932/274, 4-5=-1718/286, 5-6=-1718/286,
6-7=-1950/276,7-8=-2092/228, 8-9=-23911191, 1-18=-1835/150. 9-10=-1827/151
BOT CHORD 17-18=-2541279, 17-19=-182/1701, 16-19=-182/1701, 15-16=-12311487, 15-20=-123/1487,
14-20=12311487, 14-21=-1211502, 13-21=-12/1502, 12-13=-12/1502,12-22=-6411757,
11-22=-64/1757
WEBS 2-16=-300/177, 4-16=-31/486, 4-14=-176/548, 614=-4761204, 6-14=-1771525.
6-12=-331520, 8-12=-353/179, 1-17=-3811592, 9-11=-24/1572
NOTES-
1) Unbalanced roof live loads have been Considered for this design,
2) Wind: ASCE 7-05: 90rf TCDL=6.Opsf; BCDL=6. Cast, h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and GC
Extenor(2) zone; cantilever left and right exposed IC-C for members and forces & iii for reactions shown; Lumber DOL=1,60 plate
grip DOL=1,60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 psf bottom word live load nonconcurrent with any other live loads.
5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
6) Refer to girdere) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(,) 18, 10.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
®WARNING-VMry dalpnparamahu and READ NOTES ON This AND INCLUDED Mines REFERENCE PAGE MII-A]]-y. raroL3p16 BEFORE USE
D.S.11 rabd t r as. ly with M'T x® romplams, This design -is based Only upon parameters Shown ard is far an individual b1d nB command not
system get r¢ use, the p 10 B designer t Venal the Opll 011y Of design paparmages and Prosedy Incarcerate this design into the overall
bu Idnp design. Buc n0 nddmed'a to sieve rt packing of hndvlduel floss with erdlof chord members only. Additional temporary and peimanonl bracing
R. We,, repaired err still and 1. prevemcollaase with possible pasonel'mary and prosody damage. For general guidance regarding me
andall, storage. deM1very,pound and adding Of msses and moss systems see ANSI/T HQuality crated; DS849 and BCSI Building component
Safety Information ayl from Trvss Plate InsNute. 218 N. Lee Street. Suite 312. Alewndra. VA 22314.
Yw Vfyy�n
111 fifty""
,SxrJ�_GANG fl '/,, ,
•' P��15TEgF0
No, E 9900415 E =
9'c STATE OF 'I c
DIAIA
C`
ix /FS`3/ON AI 1��`````\5
February 1,2017
MiTek'
16023 Swinoley Ridge Rd
Ohester0eld NO 63017
russ
Truss Type
Cty
WedgewDOd 88 Westvale
E"01,11111GE
128913295
PIGGYBACK BASE
Job Reference lopromall
rI iviwneavn, " aomo
5.6
q
6�4.0 6-10-3
5.12
to do 12
/.540 s Sep 29 2015 MiTek Industries, Inc. Wed Feb Ot 14.01 07 2017 Page 1
ID:kY4fMpbtS95B5bPwUaiJVpzpWc2-UA3Sw2FOk?1PANmYZnGm6kgLbf_1Py2HCA0bwizpUTw
2.4 5.12 nr
5
6-163 6P 0
1B 17 19 16 15 20 14 21 13 12 22 11 10
3.4 8,8 = dads = 3es = 3x4 = 81 = 3.4 11
3x4 = 3e6 =
9
Scale'. V8'=1.
LOADING (psf)
TCLL 20.0
TCDL 10.0
BOLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DEL 1,15
Lumber DOL 1:15
Rep Stress Thar NO
Code IRC2006/TP12002
CS1.
TO 0.74
BC 0.88
WB 0,87
(Matrix)
DEFL. in (lac) Upon L/d
Vert(LL) -0.18 12-14 >999 360
van -0.33 12-14 >999 240
Horz(TL) 0.10 10 n/a n/a
Wirt 005 14 >999 240
PLATES GRIP
PAT20 1691123
Weight: 215 to FT=20%
LUMBER- BRACING-
TOP.CHORD 2x4 SPF No.2 TOP CHORD
Structural wood sheathing directly applied or 3-2-11 oc purlins, except
BOT CHORD 2.4 SPF No.2
end verticals, and 2-0-0 oc purling; (3-11-0 max.): 4-6.
WEBS 2x4. SPFNo.2'Except• BOT CHORD
Rigid telling directly applied or 10-0-0 oc bracing.
2-17,8-11,1-18,1-17,9-10,9-11: 2x4 SPF-S Stud WEBS
1 Row at mitlpt 2-16, 4-14, 5-14, 6-14, 8-12
REACTIONS. (Ib/size) 18=1897/0-3-8, 10=1897/0-3-8
Max Hors 16=-280(LC 4)
Max Up R1l8=-36(LC 6), 10=36(LC 7)
FORCES. (to) - Max. Conrai x. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-2407/194, 2-3=2109/230, 3-4=1967/278, 4-5=-1738/288, 5-6=-1738/288,
6-7=-19671278, 7-8=-2109/230, 8-9=-2407/194, 1-18=-1839/152, 9-10=18391152
BOT CHORD 17-18=-27B/312, 17-19=-194/1770, 16-19=-194/1770, 15-16=-135/1515, 15-20=-135/1515,
14-20=-135/1515,14-21=-23/1515,13-21=-2311515,12-13=-23/1515,12-22=-,IV1770,
11.22=-4711770
WEBS 2.16=-352/180,4-16=-33/519,4-14=-1771538, 5-14=476/204, 6-14=-1771538,
6-12=331519, 8-12=-352/180, 1-17=-16/1584, 9-11=-16/1584
NOTES.
1) Unbalanced roof live Icards have been Considered for this design.
777
B' enclosed: for me (low-rise) gable end zone and C-C
2) Wmd; ASCE zone;
90mph; T left
Cat. d right
and Opsf; BCDL=6 end vertical
Exterior(2) zone cantilever left and right exposed ,entl vertical left and right exposed,C-C for members and forces 8 M WFRS for
fU11VA,�'ill
�� I
reactions shown Lumber WL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending,
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10,0i
6) Provide mechanical Connection (by others) of trues to bearing plate capable of withstanding 100 G uplift atjoint(s) 18, 10,
7) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss:
8) Graphical Off representation does not depict the size or the orientation of the purlin along the top and/or bottom chortl.
U11❑ 1I III rl
_GANG
•,Q.G\STEgFO
- j N0.'9907415 •: -
c
'O •'• STATE OF r itCox
G O
February 112017
®WARNING Ivory p yip p I d READ NOTES ON THIS AND INCLUOEO MITEK REFERENCE PAGE MIl7O] opera 15 BEFORE USE
Tnm�
D B valid for only witha k®parameters This moves, based ly upon parameters snow 6 s d 4 Ib 1tl g component. not
t y t Be( theremove b g t lytn educator, enough peremetersall p P dy N t N de'g 1 in, .,,ran
rC•Q�p
-•iV�
o ltl gd e.:e g d Ida t prevent b oid e t tl a n b and/or chord membersy AddT n v 'rr dv nemoracng
s always ,..,ad 'a, smarty, and to prevent collapse wnnpossible peconal'niory and prowdy damage, For general dude rice regardn9 me
(��TQk
martion andTruss
aalety Information deliver, le from Tmss Plate Instlt trusses N. Lee Street, ice see
Safetfabricy ion, storage,Information available Plattrading of dollars. 218 and et S reetems, see AthaV A 2-0yality Criteria, Ga B49 and BCBl Building C^m0o^am
Z, Alexandria. ANS VA 22314_
te023
16023 Swirl Rd
nbge--
Chesterfield M
MO 8301]
30 Truss Truss Type Off, Ply Wedgewood 88 Westvale
1 ]]0021)6 T10 Piggyback Base 1 i
Job R f 28913297 (plionap
PROBUILD, MOORESVILLE, IN 46158 76405 Sep 292015 MITek Industries, Inc. Wed Feb 0114:01:082017 Page
ID:kV4f MpdtSgsB 5bPwU aiJVpzp W c2-yNdr7 N GeUJ9 FoXL16Uo?fyN Ui3 Ke8PpR rgy9SBzpUT�
+z�a�a2,.e eu3 o )_n9a3 l ,a a g a 41
1¢.e 2-2.0 4..6 5-9-0 0'83 7 s 71-5 aaoa 6.4.0 1,28
Sx6 G 3x8 = Sxe c, Scale = 1'.9e.0
in nn Fil
5x1
24 23 3x6 — 1918 17 16 25 15 26 14 13
3.4 II 5.12 - 5,G = 6,6 — 3xR 3x6 = 6x6 = 3.4 II
4x6 = 34 II
112
LOADING (psf)
SPACING- 2-0-0
OSI.
DEFL. in
(loc) Ildefl Lid
PLATES GRIP
TOLL 20.0
Plate Grip DOL 1.15
TC 0.8,
Van(LL) -0.21
15-17 >999 360
MT20 1691123
TCDL 10.0
Lumber DOL 1.15
BC 0.86
Vert(TL)-04015-17
1999. 240
BOLL 0.0 '
Rep Stress Inor NO
WB 0,83
Hom(TL) 0.19
13 n7a We
BCDL 10.0
Code IRC2006/TPI2002
(Matrix)
Wnd(Ly 0.07
19 1999 240
Weight. 228 He FT=20%
LUMBER-
BRACING-.
TOP CHORD 2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 3-3-1 oc purlins, .except.
BOT CHORD 2x4 SPF Not •Except'
end verticals, and 2-0-0 oC puffins (4-3-6 max.): 6.8.
3-23. 2.4 SPF-S Stud
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
WEBS 2x4 SPF-S Stud *Except'
10-0-0 oc bracing: 18-20
4-20,7-17,7-15.8-15.10-15 2-22,7-20: 2x4'SEP No.2
WEBS
1 Row at midpt 4-20, 7-15, 10-15, 7-20
REACTIONS. Lb/size) 24=180510-3-8, 13=188410-3-8
Max Herz 24=-284(LC 4)
Max Uplift 24=-69(LC 6), 13=76(LC 7)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=4820043, 3-4=-2467l169, 4-5=-2046/206, 5-6=-20301255, 6-7=-14771250,
7-8=-1408/264,8-9=-1823/270,9-10=-1963/223,10-11=-2272/190,2-24=-1802/172,
11-13=-18261193
BOT CHORD 21-22=-356/2215, 20-21=-I 98/1558, 6-20=-34/855, 161, 16-25=-9711602,
15-25=-97/1602, 15-26=011659, 14-26=011659
WEBS 3-21=-371/165, 4-21=0I350, 4-20=-5011169, 7-15=-489/173, 8-15=-40/785,
10-15=-352/176,11-14=0/1448,2-23=-2051372,2-22=-31111999. 17-20=-10411524,
7-20=-3591207
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-05, 90ni TCDL=6.0pst BCDL=6 Opsf, h=25fl', 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 fight exposed:C-C for members and forces & MWFRS for
reactions shown', Lumber DOL=1.60 plate grip DOL=1 60
3) Provide adequate drainage to prevent water cording,
4) This truss has been designed for a 10.0, par bottom chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a live load of 20 Op if 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 BCDL = 10.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joints) 24, 13.
7) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss.
8) Graphical purlin representation. does not depict the size or the orientation of the puffin along the top andlor bottom chord.
' Verily Jereagn Pararnarors anJ READ NOTES ONTNIS All INCLUOEO MIFEK REFERENCE PAGE Mili rev. 101031015 BEFORE USEi
for see only arm Mnek® coldfull Tdis. dende V Word only uInDclandidurs shown, d-I to' an advolual boldeg nom0onenL not
e, xYl roundedt Islay and1 pro,cor cifidid. .,inpa 'bl ne,cand'Iry a,,p pny.amg For general godragee ding tire n
forsubsed, storage,delivery r d bransing of trusses d y Irarms see
pN51/TPIt coal ty Cr feria n5B 09 and aC51 Building Component
Salary lnrarntalla valeple from TookPlate Inellule, 411I N. Lee Street, Gui1a 312, Ale. andna. VA 22316.
YVVVj �ko
.J`x VEGANIG
•,P�G15TE'gFG..
j LI 199G0415
p •'•• STATE OF •;'�1i
IFUIUI
February 1,2017
16023 Swidi Ridge Rd
Chesterfield; MO 63017
Job'
Truss
Truss Type
pty
Ply
Wedgewood 08 Westvale
R8913299
B 1]]00206
T12
Hip
1
1
Job Reference o tional
.n�o�„y, w,wnoonu�, m .o Coo 1540 S Sep 29 2015 MiTek Industries, Inc. Wed Feb 01 14,01:10 2017 Page'1
ID: kV4fMpdtS9sB5bPwUaiJVpzpWc2-ulkbV3HuOwpzl gU7EvgTkNSolsO3cKFkJ8RF W 1 zpUTI
1L2L220_:_e_0 dB—104ia-12 E rt 21-1 a 2tdi0
1-2-6' 22 0 41,6 11-a 17-0 6-70 8-7-0 5-3h- 22----
11 j.2-g'
5x
5x8 = 4x6 = 3x8 = 3xl2 =
5x6 =
25 24 4xB 3x8 = 19 1S 17 26 16 27 28 15
—
3.4 II 5x12 = 3x6 11 4x6 — 3x8 MT18HS = 3x6 = 12x12 =
4x6'= 6,,10 =
11 U4
Sole = 1:93.4
LOADING (psQ
SPAte CING- 2-0-0
CSI.
DEFL. in
(too) Iltlefl Lltl
PLATES GRIP
TCLL 20,0
PlaGrip DOL 1.15
TC I.00
Vert(LL) -0,28
16-18 >999 360
MT20 1691123
TCDL 10.0
Lumber DOL 1.15
BC 0.86
VerSTL)-0.6615-16
>730 240
MT18HS 1971144
BOLL 0.0 -
Rep Stress Incr NO
WIS 0.71
HOrz(TL) 0.20
15 me Pie
BCDL 10.0
Code IRC2006/TP12002.
(Matrix)
Wind(LIT) 0.09
19 >999 240
Weight 228 Ib FT=20%
LUMBER-
BRACING.
TOP CHORD 2x4 SPF No
TOP CHORD
Structural wood sheathing directly applied or 3-5-1 oc purlins, except
BOT CHORD 2x4 SPF No.2 *Except*
end ver icals, and 2-0-0 oc purlins (2-10-4 max T 6-10.
3-24: 2c4 SPF-S Stud, 15-17: 2x4 SPF 210OF 1.8E
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.,
WEBS 2x4 SPF i `Except-
WEBS
1 Row at midpt 7-21, 8-20, 8-16, 11-15
3-22,5-22 5-21,11-16,2-25,13-15,11-15,2-24'. 2x4 SPF-S Stud
REACTIONS. (Ib/size) 25=179410-3-8, 15=190910-3-8
Max Harz 25=-238(LC 4)
Max Uplift25=-66(LC 6). 15=-69(LC 7)
FORCES. (lb) - Max. Comp Was Ten. - All forces 250 Tb) or less except when shown,
TOP CHORD 2.3=-2812/224, 3-4=-2461/191, 4-5=-2351/210, 5-6=-2157/270, 6-7=-1583/240,
7-8=-17941262, 8-9=-15271242, 9- 10=-1526/242, 10-11=-2091/257, 11-12=-475/121,
12-13=-660/103,2-25=-1792/185, 13-15=-609/151
BOT CHORD 22-23=-376/2226, 21-22=-221/1832, 20-21 =-206/1 789, 7-20=-38/604, 17-11167/1964,
17-26=-167/1964, 16-26--167/1964, 16-27=-23/1596, 27-28=-23/1596, 15-28=-23/1596
WEBS 3-22=-411/152,5-22=0/275.5-21=-368I735,6-21=-150/1280, 7-21=-1058/219,
18-20=-193/1B2F 8-20=-342/156, 8-16=-730/195, 10-16=36/882, 11-15=1650/111,
2-24=-179/373, 2-23=-326/2000
NOTES-
1) Unbalanced roof live loads have been Considered for this design,
2) NAnd'. ASCE 7-05, 9( mph, TCDL=6 Opsf,, BCDL=6 Opsf: h=25ft', Cat. II; ban B; enclosed', MWFRS (low-rise) gable antl 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 MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL-1.60
3) Provide adequate drainage to prevent water Bonding.
4)All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 1QOpst
7) Provide mechanical connection (by others) of truss to bearing plate capable of wdhsranding 1001b uplift at joints) 25. 15.
8)' Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Graphical puffin representation. does not depict the size or the orientation of the puffin along the top and/or bottom chortl.
JEG AN G C
•• Q�G�sTEq�;o
+ hi '9900418
a p'•., STATE OF
/7xxxw S`ONA; tENGvx�`O
February 1,2017
,L wARNING partly tl p parameters arrad READ NOTES ON THIS LINO INCLUDED MITEK REFERENCE PAGE Ms]Q] river 1010312015 BEFORE USE
Dabney Io 1.1 ding oil ofth Ah k® processes This andigh 11 resod or, righe parameters Id Iindividualbuilding Component, not
I yst :B br RI WiAYvIgO ,q mu I ly tM1 W oca, 10 g x 1 aM plop ny "Pipparthe two be,,, No he overall
buithengdoroge a g ralightd is to Prescottbuckling f individualtr b amijor Chord members only. Atltlf II p0 ry Op nenlbra ng Welk'
is WY g,red tol r dt pe t 1p onp bl 0 lmuny np pert damg F gP al gutl aregarded thee
recreation, st ge delivery,g of trusses and truss systemsANSIITP11 Quality Criteria. DSB49 and BCSI Building Component 16023 Swingley Ridge Rd
Safety Information 'Available from Times Plato Institute, 218 N Lee Street, Sure 312 Alexandria, VA 22314. OM1eeterfielq NO 53017
Joe
Truss
Truss Type
�Qty�RI,Wod,.dwood8.8ale8913301
Tru
Roof Special
I
rnwww, Nlwrttl 1. dome
2
nit 1
., 302 = 8
0 3xe11 1
=
2.4 II 3x4 =
164D s Sep 292015 MiTek Induslnes, Inc. 'wed Feb 01 1401:102017
7
3x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(too)
Well
L/d
TCLL 20.0
Plate Grip DOL
1.15
TC 0.13
Vert(LL)
-0.01
7-8
>999
360
TCDL 10.0
Lumber DOL
1.15
BC 0.18
Vert(TL)
-0.02
7-8
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WE 0.17
Horz(TL)
-0.01
7
1
11
BCDL 10.0
Code IRC2006/1l
(Matrix)
Wmd(LL)
0,01
9
>999
240
LUMBER -
TOP CHORD 2x4 SPF No.2
BOT CHORD 2.4 SPF No.2'Except'
3-10. 2x4 SPF-S Stud
WEBS 2x4 SPF-S Stud
REACTIONS. (lb/size) 11=42610-3-8, 7=33210-1-8
Max Horz 11=271(LC 6)
Max Uplifi 29(LC 6)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-386166. 3-4=28718, 2-11=-411/9
BOT CHORD e-9=2281252
WEBS 5-7=-2671136
Scale = 1:61.7
PLATES GRIP
MT20 169/123
Weight! 551b FT=20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 BE purlins, except
end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5.
BOT CHORD Rigid ceiling directly applied or F0.0 no bracing.
NOTES.
1) WOE: ASCE 7-05: 90mph', TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; Cat. II; Exp B', enclosed; Ivi (low-rise) gable end zone and C-C
Extertor(2) zone: cantilever left and right exposed t end vertical left exposed:C-C for members and forces 8 MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water pending.
3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5) Bearing at loint(s) 7 considers parallel to grain value using ANSI]TPI 1 angle to grain formula. Building designer should verify Capacity
of bearing surface.
6) Provide mechanical Connection (by others) of truss to bearing plate at joints) 7.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except 0t=lb) 7=129.
8) "Semi -rigid pitchoreaks including heels" Member end fixity model was used in the analysis and design of this tms5.
9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
J�_GANG
j No.19900415
%'d •'• STATE OF ¢
O,c /Np1AN�::'
.......... E
February 1,2017
®WARNING -V fy design Parameters and READ NOTES ON THIS AND rNCLUOEO MITER REFERENCE PAGE All rev. 10/e1 BEFORE USE .
D IB I0( s ly tpMT k® 1 s. Tn 0 g sit a ryupo p 1 .�andisfor 'i bi�lldhlgcomppnell nol
aaaaaa
may!
system, Before 11 thebong0 9 r verify the ppr orlyofd 9 parameters and Popry' rporateth desire 1 thenvelml
-
ex b a gi sgd8 C p'vp uten is to prevem buckl np btM a n swab al [n Nmembes rL Additional le p ry dv anent endingl^'
t oily to
Mire!
y guireel ono woven collapse with Possible personal miui, dp pony danag F g ral guaance o"modnp me
Iamustion,storage, eeWer,mecrioft and braong of trusses add Coss systems. see ANSVTPI 1 Qua lity Cinema, 08849 and SCSI Building Component
Safety Information availade from Truss Plate Institute, 21B R Leeffivat S.xn312,Ateaandd VA 3D14.
1023 Swingley Rilpe Rd
Converted, MO 63017
Job
Truss
Type
0ty
Ply
Wedgewood 88 Waialeale
T111-1
128913303
B1]70021)6
T16
ip
1
1
Job Ref(Crucial)
nUevlw, .... t6vlLLta Iry 4m Jd 7.640 s Sep 29 2015 MiTek Industries. Inc. Wetl Feb Ot 14.01'11 2017 Page l
ID: kY4fMpdtS9sB5bP UaiJVpzpWc2-MylzmPlW EYgf_3JocLiGa_AjGWBLVCMOAp3TzpUTs
F L2.6_i_2.2.c_i a-o-• n-go
Lze 2-2-0 z)' yn.n
Sx6 =
2,,4 II 3x4 =
2.4 11
�4
Scale = 1:45 2
.Elate QRsets_(X Yl_ j2:9_9.0.0-1 141..[4:0:3c8.0a2�] --� -
LOADING lost)
SPACING- 2-0-0
CSI.
OEFL. in (loci /deft Led
PLATES GRIP
TCLL 20,0
Plate Grip DOL 1.is
TC 0,15
Vert(LL) -0,01 6-7 >999 360
MT20 169/123
TCDL 10.0
Lumber DOL 1,15
BC 0,17
VerI -0.02 6-7 >999 240
BCLL 0.0 '
Rep Stress Incr NO
WE 0.21
Horz(TL) 0.01 6 the less
BCDL 10.0
Code IRC2006/TPI2002
(Matrix)
Wind(-L) 0.01 8 >999 240
Weight: 48 to FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 or purlins, except
BOT CHORD 2x4 SPF No.2 *Except* end verticals, and 2-0-0 oc purlins (6-0-0 max,): 4-5.
3-9: 2x4 SPF-S Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SPF-S Stud
REACTIONS. (Ideal 10=426/0-3-8, 6=33210-1-8
Max Hom 10=212(LC 6)
Max Uplift 10=-6(LC 6), 6=-56(LC 7)
FORCES. (Ib) - Max, Comp.Ifil Ten, - All forces 250 (to) or less except when shown.
TOP CHORD 2-3=-385192, 3-4=-285/58, 2-10=-411e56
NOTES.
1) Unbalanced roof live loads have been Considered for this design.
2) Wired: ASCE 7-05: 90mph: TCDL=6.0psh BCDL=6 Opel: h=25ft; Cat. II: Exp B: enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; Cantilever left and right exposed : end vertical left exposed;C-C for members and forces 8 MWFRS for reactions
shown; Lumber DOL=1,60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads.
5) - This truss has been designed for a live load of 20 Op s' on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will
fit between the bottomchord and any other members.
nts)
6) Bearing at joi6 considers parallel to grain value using ANSIRPI 1 angle to grain Formula. Building designer should verify capacity
ofbearing surface.
7) Provide mechanical Connection (by others) of truss to bearing plate at joints) 6.
8) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 to uplift at joim(s) 10, 6.
9) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truest.
10) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom Chord.
\\N1111111111/(I/
mone
o`\`\�tGANG C7G''.�
•.PSG\57 EVY o '
No. 19900415 •; -
'tt •'• STATE OF ¢-
/TFSS/ONA1O \\"\ I
February 1,2017
®WARNING- Verify atered Parameters and READ NOTES ON has AND INCLUDED MITEK REFERENCE PAGE MI6I473 rev. 10,03,2015 BEFORE USE,
��_�_
/////ppppp
B
Design ale [ only Ie U k® I s. This design board ly uponparameters p tl' I d. tl I b le g g nem net
1 systemBeforeIn b b gd g must Verify the agreeability Idi-o aim property a' I pa Ili trelI the overall
I a,d j Brady., d m tdlbPrevent d lm klgot d l s b dl Chem members ly Add 10 temporary dp neul provings ahmys required for shortly
to
MiTek•
and prevem.1111I with possible personal eiery and omoeny damage For general guaance regarding the
fabrication, storage. degem. erection and braung of lausses and Ides systems. see ANSIII Quality Creep, DSB49 and BOSl Building Component
stalely Information ova Wrist from Truss Plate Institute, 218 N. Lee SIReI. Sutle 312, Alenndna, VA 2i314.
16023 SwblBley Fund Rd
Chnarmfiri MO 63017
Job
Truss
Truss Type
aty
Wedgewood 88 Westale
�71
128913305
B177002M
T18
RoofSpedal
9
Job Reference (optional
PROSUILD. MOORESVILLE. IN 46158 7640 s Sep 292015 MiTek Industries, Inc. Wed Feb 0114:01122017 Page
ID'. kV4fMpdtS9sB5bP UaiJVpzpWc2-g85L21J8Y ghGBoWLKsxpo%IMglp4GGOM$wMbvzpUTr
29-32]�—E4'f�r�9 la 5�1 B e- 1 2 .t q_cil
f.2.8 3.2.d D9-t3 AL9-��2-9.1] t-28
awn =
1200 r12
3x6 i
3x6 O 3x6 O
7 3x6 O
45 a
2x4 II 2x4 II
Scale = 197 3
3x6 3x6
2 0
j� 1 15 14 13 n
5.12 — 3x6 - Sx12 =
12
16 9.00 12 214 II
2x4 II
�2l r•ti t.B &9- x 1. t.�
i 2.I T,AS 1-9-5 'Y2.t
LOADING (psp SPACING- 2-0-0 CSI. DEFL. in floc) III LltlFPLA GRIP
TOLL 20.0 Plate Grip DOL 1.15 TO 0.35 Ven(LL) -0,10 13-14 1999 3601691123
TCDL 10.0Lumber DOL 1.15 BC 0.59 Ven(TL)-0,3013-14 1869 240BCLL 0.0 ' Rep Stress Incr NO We 061 Horz(TL) 0.19 12 n/a n/a
BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Wnd(LL) 00414-15 >999 24013 to FT=20%
LUMBER. BRACING.
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc pudins, except
BOT CHORD 2x4 SPF No.2 end verticals.
WEBS 2x4 SPF-S Stud *Except* BOT CHORD Rigid ceiling directly applied or 9-9-4 oc bracing.
6-14: 2x4 SPF No
REACTIONS. (Ib/Size) 16=946/0-3-8, 12=946/03-8
Max Hord 16=297(LC 5)
Max UpIM16=-60f LC 6), 12=-60(LC 7)
FORCES. (lb) - Max. Comp.IMax, Ten, - All farces 250 (to) or less except when shown.
TOP CHORD 2-3=-1638/98, 3-4=-1561/196, 4-5=-/470/201, 5-6=-812/135, 6-7=-8121144, 7-8=1470/84, 8-9=1561779,
91, 2-16=9421158, 10-12=-942/90
BOT CHORD 15-16=-3641402, 14-15=-120/764, 13-14=01764
WEBS 6-14=-901711,7-14=-3751151,7-13=0/664,5-14=-375/195,5-15=-2181664,2-15=011117, 10-13=011117
NOTES.
1) Unbalanced roof live loads have been considered for this design.
2) Wnd'. ASCE 7-05; 90mph{ TCDL=6.Opsf; BCDL=6.Opsr, h=25ft; Cat. 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 right exposed;C-C for members and forces 8 MWFRS for
reactions shown; Lumber DOL=1 60 plate grip OOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads.
4) • This truss has. been designed for a live load of 20Cpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will i
fit between the bottom chord and any other members. 1n ^ ^ IIIIVVVAAA"`���\•••wwVAAAtt"`
5) Bearing at joints) 16, 12 Considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify
Capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 16, 12,
7) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss.
\\\\\111111111f///
VE,GANc3
., P�G\STER�O
j No, 19900415
cc A
•'• STATE OF 07
�490.NDIANP,r''�4'�
6
February 1,2017
®WARWNG VatllYOaslpnpara ea and READ NOTES ON THIS AND INCLUDED hif REFERENCE PAGE.7173 nv. p"cu 15 aEFORE OSE.
Design wall for use only well Mites® mrdide rs. This design IS based only upon parameters shown, and is tot an remorm I W dbou rAmponenL not
sequalrYsiddre amplifiers In putting nige I worryth nvr oNy IdesiOn paraddiad Parodybacmispard this design t me overall M1Te�
h ld' ad o d le c e - p .I tobuckling I d '0 ll web and/or chord homer only Addlo ll p l no nedlbracng
s always required lorslahny radio prvent enuaosewmp b,famemnalinluryand Wopeeydamae For CenmaladUarcereaa4'nglhe
mbnolmn, storage, holders, erection and bracing of Nsses and tmu systems. see ANSUTPII Quality criteria, Dse49 and Beer Building component 16023 Sweated, Sued Rd
Safety Information assurable from Truss pate Institute, N. Lee Street, Spite 312, Alexandria, VA 22314. dreadful MO 53017
Job
Truss
Truss Type
Ory
Ply
Wedgewood 88 Westvale
128913307
B17700206
T20
Rool Special
1
t
Job Referen<6loplionall
FRUBUILD, MOORESVILLE, IN 46158 7640 s Sep 292015 MiTek Industries Inc Wed Feb 0114,01,132017 Pagel
ID.kY4fMpdtS9sB5bPwU.,JVpzp Wc2-JKO kB5 KLJ.Yul Div 1 NAM?4JP442ph W A?6gw7 MzpU Tq
11a8 511d) +a a' 1778 22215_23JJ_828o 3_7_320'30 3510_3556
LOA 5.013 7-11.3 a.7.8 a 7-8 ' 1.eB 14.11 a-0 ll 323 1 2-8'
5.6 = Scale = 1:85.9
5xIO MTIBHS =
3.4 3x6 = 6,6 = B
1000 12 3 _ 4 34 = 7 \
dll I ° Son- Sxe Q
-.i 4x6 9
5x6 J
1 2 2,4 II
10 3.6
22 21 200 1 tt
2x4 II 4x6 = Bern = 12
19 18 16 15 08
Safi II gait = 5.12
5x8 = 4,13 = 14 m
9 Go h1 2.4
+2E9 U1Gd 222]5 v. va 0.'3 3510ti
5:0:1] 'ail rub 4:215 �+.8:9a' art.5 3.3.E
31ate91fa_Bis_(x.Y.)-- l2�-n4.0:2=01..I3:0-3_4.�2121..[Z:0:2.9.Edgal..l12'az@.0-2c@]�12�4-4=JS.4-3_al
LOADING (pet) SPACING- 2-0-0 CSI. DEFL, in floc) Ildefl Lltl PLATES GRIP
TCLL 20.0 Plate Grip COL 1.15 TC 091 Vert(LL)-0.1718-19 >999 360 MT20 1691123
TCDL 10.0 Lumber OOL 1,15 BC 0,65 Vert(TL)-04616-16 >578 240 MT 18HS 1691123
BCLL 00' Rep Stress lncr NO WB 0.74 Horz(TL) 0.13 14 nla due
BCDL 10C Code IRC2006/TPI2002 (Matrix) Wlnfi 0.0515-16 >999 240 FWeight: 178 Ib FT=20%
LUMBER- BRACING.
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2.0 oc Incline, except
BOT CHORD 2x4 SPF No.2 -Except' end verticals. and 2-0-0 oc purlins (6-0-0 max.): 3-7.
4-19: 2x4 SPF-S Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except.
WEBS 2x4 SPF-S Stud 'Except* 5-00 oc bracing: 20-21.
3.20,18-20: 2x4 SPF No 2 WEBS 1 Row at midpt 3-20, 18-20, 6-20
REACTIONS. (I lisize) 22=293/0-3-8, 20=1889/0-3-8. 14=777/0-3-8
Max Hor: 22=-242(LC 4)
Max Uphft22=-76(LC 6). 20=93(LC 6), 14=-106(LC 7)
Max Grav22=379(LC 10), 20=1889(LC 1). 14=777(LC 1)
FORCES. (lb) -Max. Comp Max. Ten. -Aft forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-263/107,3-4=0/752, 4-5=0/772, 5-6=01772, 6.7=-351/133, 7-8=-510/173,
8-9=-5611151,9-10=-17621123, 11111=-1711/0, 11-12=-179910, 2-22=-345195,
12-14=-7921102
BOT CHORD 21-22=-1891293, 20-21=-1281275, 4-20=-442/185, 17-18=01372, 16-17=01372,
15-16=01631
WEBS 3-21=0/306, 3-20=-940/31, 6-20=11021112. 6-18=-1/679. 7-18=439148, 8-16=-146/457,
9-16=-403/139, 9-15=13/1065, 12-15=0/1352
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05: 90mph; TCDL=6.0pst; BCDL=6.Opsq h=251I Cat. 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 right exposed',C-C for members and forces 8 MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water podding.
4) All plates are MT20 plates unless otherwise indicated,
5) This truss has been designed for a 10.0 psf bodam chard live load nonconcurrent with any other live loads.
6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members,
7) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI i angle to grain formula. Building designer should verify capacity
of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 22, 20 except 01=11d)
14=106.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the Durbin along the top and/or bottom chord.
JEGANG 4 7�
PtiG157EgFo
No. 19900415
p'•., STATE OF �2
%v O75.SiON Al ,�G\\\x��
February 1,2017
®WARNING Variety Shown parraddraddra and READ NOTES ON TMIe AND INCLUDED MITER REFERENCE PAGE fall 717anex. Stud 015BEFOREUSE
D B IW for us ry allMTek®rq s.Trul 9 based ry pan parameters shown di ( nmpMO lb building Wmponenl not dell ��
1 y l m. BeforeIb Ignore, 0 q 1 rm ar pao blay da design of ramele¢ a cleared p'ncoryono 10 0 son into moment,
not
buWnB OesQn. Bracing indicated 5lo prevnnl buCMne of ind vauaumis wcb anamanorb member a pony. Additional finding, all0 permanent bill MiTek'
is ways required for stability and to Prevent collapse with possmm personal "fury and Wopeny dema9c- Por Benerm Guidance m9erdmB me
Iabfiulion,storage, delivery, erection and bracing of tosses and truss Systemssee ANSI?Pit Quality C rite ria. DSB49 and SCSI Building Component 16023 Swingley Ridge Rd
Safety Information evadable lmm Truss Plate Institute. 218 N. Lee Street, Sure 312, AimaMda, VA 22314 Chesterfiek, M063017
Truss
Truss Type
0ty
Ply
`Wedgewoo0 88 Westvale
rBi,
128913309
]]00206
T22
He
t
1
Job Reference tiII
PHVHUILU, MOORESVILLE, IN 46158 7.640 s Sep 2920151/ Industries Inc . Wed Feb 0114:01:142017 Pagel
ID:kY41MpdIS9sB5bPwUaiJVpzpWc2.nX 60RKP49wPWSouTlvPu DcbiTVLYAOJDm PTfozpUTp
(rzal�3 1uhm, 021 I —'spa 1 e-9.e
aA sna sa.+¢ 2.axe es�a
mf
axe = 214 II as =
2.4 II a4 = 5xe — 15 14 12 1
2xa II axe = 3x6 = 3x4 II
3x6 �Toa 3.6 =
Scale: 1/8'=1'
Plate OHs215_(X.Y)-- I2'03-001-81115:o-
---rJ,.(Z:4_6-40-LOL110.0=Z12.QLef..(16.Q24
SPACING. 2-0-0
CSI.
¢2-Q7
LOADING(psf)
DEFL. in (fee) Yeah Utl
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.15
TC 0.49
Vert(LL)
-0,06'12-14
>999
360
MT20 169/123
TCDL 100
Lumber DOL 1,15
BC 0.33
Vert(TL)
-0.1111-12
>999
240
BCLL 0.0 '
Rep Stress Ina NO
WE 0,62
Horz(TL)
0,01 11
nla
n/a
BCDL 10.0
Code IRC20061TP12002
(Matrix)
Wnd(LL)
0,0112-14
>999
240
Weight: 195 to FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SPF No.2 TOPCHORD
BOTCHORD 2x4 SPF No.2
WEBS 2x4 SPF-S Stud 'Except' BOTCHORD
5-17,5-167-16,7-14,8-14: 2x4 SPF No.2
WEBS
REACTIONS. (lOsize) 19=485/0-3-8, 16=150810-3-8,11=72211slechanical
Max Harz 19=282(LC 5)
Max Uplift 19=-57(LC 6), 16=29(LC 6), 11=41(LC 7)
Max Grav 19=514(LC 10), 16=1508(LC 1), 11=737(LC 11)
FORCES. (0) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-416/40, 7-8=-4121182, 8-9=-535/98, 9-10=-754/70, 10-11=687/78. 2-19=-463199
BOTCHORD 18-19=2821315, 17-18=-1431305, 6-16=-339/146, 13-14=01498, 13-20=01498.
12-20-0/498
WEBS 4-17=-3801153, 5-17 38/362, 5-16=-503151, 7-16=.662/89, 744=-911412.
8-14=-4231173, 10-12=01441
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end vehicals, and 2-0.0 oL purlins (10-0-0 max.): 5.7,
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 16-17,14-15,
1 Row at midpt 6-16
1 Row at midpt 5-16, 7-16, 8-14
NOTES.
1) Unbalanced roof Iive'oads have been Considered for this design,
2) VNntl: ASCE 7.05: 90rl TCDL=6.Opsf, BCDL=6.Opsf: h=25ft; Cat. II', Exp B; enclosed: MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone: cantilever left and right exposed ; end vediLal left and right exposed:C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10 0 par bottom Chord live load nonconcurrent 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 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL is 10.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Provitle mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) 19, 16, 11,
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord,
\\\\x`\ JtiGANG </L Aziz
..
NaGi
)9900415
as
'� •'• STATE OF Q' c
.NDI.... k':
February 1,2017
®WARNING VMIy nation parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Aid 7473 ran. 1WOJR01s BEFORE USE.
a tSgn ny tom. Before e. bulking diameter
mum b¢sgrity theaPieaony at came Paramount
aramo nt. endelnranomporate this
demon
irgwmpone mars
aWm dW,.Delon Abe,N¢ed es to rlespn¢r mustg ofIIliedualth swbJesyn chord members only.
only. Ad inwnalemlei¢U¢sgninto Ineoverall
CuimaBeesgn.d far Indulay indicated 1s to prevent wbucklingolroube persona Wsswenan0mr cnmslmemeeno Forgaironmmmpararyanaed the, meracnq MiTek-
is allays storag.delaery, mueonandem tong of misses an tr systemsuseerri pmpenyaamage For geneiteriral a OSB-89ance and SCSI
Sfityarulorege,ewal. .erectionmus lainIBorWsses and Imosystems,see ron.. 2OualAy Criteria, o5B-[9anJ SCSI Building Lomponanl 1602]SwinplM Ridge Rd
Safety Inlormalien awlleEle Imm Tmss Plata Insltlula, 318 N. Lea 6irael, 6utlo 912, AlexenOria, VA 2991 a. Glieslerfelo, M0090T]
Job
Truss
Truss Type
Oty
Ply
Wedgewood 88 WesNale
28913311
B1]]00206
i24
Piggyback Base
1
1
M1 Ralarn
PROSUILD, MOORES'✓ILLE, IN 46158 7.640 s Sep 29 2015 MiTek Industries, Inc. Wed Feb Ot 14:01.16 2017 Page 1
ID'. kY4fMpdtS9sB5bPwUaiJVpzpWc2- v5sp7MfcmA71lyHaAxtzeizk H7kOBBch4uakhzpUTn
c.10_I e- re.7 Sl19:12
.eA 2
al
Axe = Sits- 4x6 Q
10.I 0 12
3.6 ci
tt 'O 9 7 6
2.4 Side = 8 12 Sind = 2x4 11
3.8 =
Scale= 1,77.2
P1ate9nBBts lx r1_ �zaa_�.o-z_o)
•
LOADING (psp
SPACING-
2-0-0
CS1.
DEFL.
in
(roc)
Vdef1
Up
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.15
TC 0.33
Vert(LL)
-0,10
7-8
>866
360
MT20 169/123
TCDL 10.0
Lumber DOL
1,15
SC 059
Ven(TL)
-0.16
7-8
>534
240
BCLL 0.0 '
Rep Stress Per
NO
WB 0,17
HOrz(TL)
-0,00
11
File
n/a
BCDL 10.0
Code IRC20067TPl2002
(Matrix)
Wrid1L1.)
0.00
9
>999
240
Weight: 11811, FT=20%
LUMBER- BRACING -
TOP CHORD 2al SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SPF No.2 end verticals, and 2-0-0 Go puffins (6-0-0 max.): 2.4.
WEBS 2x4 SPF No.2 'Excel BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
1-11,1-9.5-6.5-7: 2x4 SPF-S Stud WEBS 1 Row at mil 2-9, 3-9, 3-7. 4-7
REACTIONS. All bearings 13-4-0 except gt=length) 8=0-3-8, 11=0-1-8.
(to) - Max Horz 7=-109(LC 4)
Max Uplift All uplift 1W to or less at joil 7, 11
Max Grav All reactions 250 to or less at joings) 6 except 7=832(LC 1), 8=347(LC 1), 11=399(LC 10)
FORCES. lb) - Max. Come Was, Ten. - All forces 250 (to) or less except when shown
TOP CHORD 1-11=-349/103
WEBS 3-7=-312/154, 4-7=-321/85
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05: 90m th; TCDL=6.Opsf;.BCDL=6.Opsf: h=251`!', Cat. II; Exp B; all MVVFRS (low-rise) gable end zone and C-C
Exterior(2) zone', cantilever left and right exposed IC-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1 60
3) Provide drandesign to prevent water
s has bte
bottom c
a alive psf bottom chord live bob om chord i al with any other live loads,
4) This truss has been designed for
5) •This truss has been tlesignetl for a live loan of 20.Ops/ 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 BCDL = 10.Opsf.
6) Bearingat joints) 11 Considers parallel to grain value using ANSI7TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
7) Provitle mechanical connection (by others) of truss to beating plate at joints) 11.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) 7, 11.
9) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
fge0
.. P�G\ST
Nc,'..9900415 v -
Fit
•'•
-G STATE OF ;� Q:
•• I All
P �.
'ixAxxrSS.%ON
AI ,LNG\\\\.
till I
February 1,2017
®WARNING.Assay man, Panamarwa and READ NOTES ON THIS AND INCLUDED all REFERENCE GAGE LU4703 rev. Wall BEFORE USE,
Design vas] for use only with MITek® cmpletors. This design b based only upon parameters shown, and is for an merso al beaing component, not
m
a 1.as sysle. Bar..ustid e, e ank irg deign¢, mail verily me apdW iCa4y Of design W r parameters and Factory rn'eerperaie this desgn'into the Overall
HT �
Ibuipingdesgn.
Bracing lndiwteda to prevent buckling oflarmadual muss web and/or brand members only. Additional lemtorary and permanem dracrng
's $Mays required for to
MiTek-
slabirly and prevent collapse with possible Personal Injury and property damage. For general guidance depending the
faoncation, sledge, delivery erection and bracing of trusses and truss system, see gNSIITPIt Quality criteria, D99 09 and SCSI Building Component
Safety information available From Truss Plain InSlttule. 218 N. Lee Street, Suite 312 assandria. VA 22314.
16003 addling, Stage Rd
Cheslerfuld, MO 6301]
Job
Truss
Truss Type
Oty
Ply
Wedgewood 88 Westvale
128913313
B177002M
TG02
Hip Girder
1
Job Reference (optional)
rnvewLV, MUUMLOVILLL IN 401on
FL2:B�180 6:Bd0_
1-ib 1a-0 YB-te
5.6 =
10
BxB =
2
1
22
3.6 =
4 5
7.640 s Sep 29 2015 MITet
ID:kV4fMpdtS9sB5bPwUaiJVpzp Wc2-B61
—{ 27 3 { 33.0:
Gt0.5 689
2x4 11 3x6 = 3x6 =
6 1 8
Inc Wed Feb 0114. 011172017 Page
I_Nv%T8tS6WrE91h UnIXKIwke7G7zpUTr
4_37.].e 4pui
"-10 3-09 13A
Scale = 1 76.9
cx6 =
9
403
VA7
X40X6
Bid
23 21 24 25 2620 19 27 28 29 30 a18 31 32 33 17 .1615 34 3535 37 14 38
4,03 = 4x8 = ax8 = 4x6 = 4x6 =
4x6 = 4x0 =
F3,1n .e.3 Ike-4-0 DI are 37- 3 27{-1 A 33 06� an-T.p
&&.19 a-e-s a-]. 3 0 6:6 6- p5 o E 9 sye,ta s.e.19
13
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Vdefl
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.15
TC
0.31
VerftUQ
-0.03 20-21
>999
360
MT20
1691123
TCDL 10C
Lumber DOL
1.15
BC
0.48
Vert(TL)
.0.0820-21
>999
240
BCLL 0.0 '
Rep Stress Inner
NO
We
0,62
Hcrz(TL)
0.02 13
nla
ri
BCDL 10.0
Code IRC20067TP12002
(Matrix) .
Wnd(LL)
0,0520-21
>999
240
Weight: 424 Ib
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SPF No.2
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x6 SPF Np2
end verticals, and 2-0-0 oc purlins (6-0 0 max.): 4-9.
WEBS 2x4 SPF-S Stud *Except'
BOT CHORD Rigid ceiling directly applied or 10-0-0 Be bracing.
4-20,5-18,8-18,9-16: 2x4 SPF No.2
REACTIONS. All bearings 0-3-8.
(lb)- Max Holz 22=154(LC 4)
Max Upli9 All uplift 100 to or less at joints) except 18=-1420(LC 4). 22=-512(LC
5). 13=-371(LC 6), 15=-566(LC
3)
Max Grav All reactions 250 to or less at joinl(s) except 18=3163(LC 1).
22=1524(LC 9), 13=1117(LC 10),
15=1251(LC 10)
FORCES. (Ib) - Max. Comp IMax. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 23=-3981165, 34=1653/671, 4-5=-11011505, 5-6=-170/428. 6-7=-170/428
7-8=-1701428,9-10=1070/451, 14/1=-334/142. 2-22=405/170, 11-13=-3561153
BOT CHORD 22-23=-534/1162, 21-23=-53411162, 21-24=-547/1215, 24-25=-547/1215,
25-26=547/1215,20-26=-54711215,19-20=-517/1099. 19-27=-517/1099,
27-28=517/1099,28-29=-51711099,29-30=-517/1099,18-30=-517/1099, 15-16=-267/761,
1534=-267/761, 34-35=-267/761, 35-36=-267/761, 36-37=267/761,14-37=-267/761,
14-38=8,13-38=-234/778
WEBS 4.21=-390/814, 5-20=-435/894, 5-18=-2026/899, 6-18=-4031163, 8-18=-8321351,
9-16=-757131357/313, 9-14=-425/839, 3-22=1356/476, 10-13=-8501296
'
IV,rI/AV/,rI
NOTES.
1) 2-ply truss to be connected together with IDo (0, 131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 Go,
Webs connected as follows: 2.4 - 1 row at 0-9-0 oc.
2) All loads 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 provided to distribute only loads noted as (F) or (6). unless otherwise indicated,
uGupN//u
"" v4vv
3) Unbalanced roof live loads have been considered for this design.
\ xxG
G C7L
Wind:
4) nd: ASCE 7-05: 9Cmph: TCDL=6.Opsf, BCDL=6.Opsf, me25ft: Cat. II: Exp B: enclosed; MWFRS (low-rise) gable end zone; cantilever
`p �vt-
left and right exposed : end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60
5) Provide adequate drainage to prevent water pending.
..��j1STEya,
6) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent wth any other live loads.
No. 99004 15 '; =
7) - This truss has been designed for a live load of 20 0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-110 wide will
— —
fit between the bottom chord and any other members, with BCDL = 10.Opsf.
is ••'•
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1420 to uplift at joint 18, 512 lb uplift at joint
" STATE OF f Q'
22, 371 lb uplift atjoinl 13 and 566 l b uplift atjoint 15.
p •• 7 � 4W ?
/%
9) "Semi -rigid pdohbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
O•c •• :ND IAr
10) Graphical purlrepresentation does not depict the size or the orientation of the purlin along the top and/or bosom chord.
FS •••••• C, p\
pFx7j7S/QNA'
tENxxxxp
Continued on page 2
February 1,2017
®WARMNG- Vedry design paiamerue and READ NOTES ON THIS AND MCLNOED MITEK REFERENCE PAGE MI -TO] rev, IWW40f 5 BEFORE USE.
��qq
Design valid for use only with Mile Semm¢¢tme This design la das¢U only upon palamel¢rs shown. and i51or an Indivbual buJtlinp wmponenl, not
a truss system. Before so the bounding desgner must sirs), the appladolly of drugo parameters and Petersnmrporal. this desi,rumur th¢ovemil
�L�L'�mLL_JJ11��CC
buied,masig,Beer, )heisted is to plevent bock1mgn1inoivlouanrvsswe0 amrorcnmd members only. Additional temporary and permanent Nei
is any ys rewired for msbilily and to Pimnapse with possiblemm personal injury appeny damage. For General guidance regarding the
MiTek'
fabticatmry smns.0¢6rerg erection and brnmea, Of rvsses and muss syners. see ANBUTnll quality Corona. Beaune and Best Building component
Safety elemental. avanade turn Truss Per. mature, 218 N. Lee Street, Sure 312. Alexandria, VA M314,
16023 Senator Rage Rd
Chesterfield, MO 63017
Jab
Truss
Truss Type
Oty
Ply
Wedgewood 88 Weseale
28913314
B1]]00206
TG03
Roof Special Girder
1
2JbRf
(aptionall
ROdUILU, MuuKESVILLE, IN 46158 7,640 s Sep 29 2015 MiTek Industries, Inc. Wed Feb 01 14.01.18 2017 Page l
ID'. kV4fMpdtS9sB5bPwUaiJVpzpWc2-flDdEoNv80Dr 36gibzL33nGP5quUvKv80Nhr2zpUTl
-1AI S7-v r Ar 4iq_11&JEe_$odl�
'139 04-0 4-0a a4-0 41-0 13-e
1200 125x12 //
3.6 O
5.8 G 2
1
418 II
5x12
5
13 11 10
16 1] 12 19120 21 e22
8v8 = 4x6 = 10x10 = 1Ox10 =BxH =
1200 [1210x10 - 3x6 II
Scale= 1.90.0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL
in (Ion) Vdefl Led
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.15
IC 0.57
Vert(LL)
-0.12 10-11 1999 360
MT20 169/123
TCDL 100
Lumber DOL
1,15
BC 048
Vert(TL)
-0,2510-11 >930 240
BCLL 0.0 '
Rep Sfre. Inc,
NO
WE 0,96
Hoa(TL)
0,18 8 We DID
BCDL 10.0
Code IRC2006ITP12002
(Matrix)
Wmd(LL)
0,0610-11 1999 240
Weight: 262 to FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SPF Nat
TOP CHORD Structural wood sheathing directly appled or 4-3-2 oc purlins, except
BOT CHORD 2x6SP 240OF 2.0E
end verticals.
WEBS 2x4 SPF-S Stud "Except'
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
4.11,7-9,1-14: 2x4 SPF No 2
REACTIONS. pb/size) 15=454910-3-8, 8=5590/0-3-8
Max Hoa 15=-263(LC 3)
Max Uplift 15=-206(LC 6), 8=-209(LC 5)
FORCES. (0) - Max. Comp./Max. Ten. - All forces 250 (D) or less except when Shown.
TOP CHORD 1-15=4261/250, 1-2=6570/403, 2-3=-57291282, 3-4=-4777/293, 4-5=-4777/307,
5-6=-7116/301, 5-7=7931/305, 7-8=-5152/187
BOT CHORD 14-15=-345/324, 14-16=465/4567, 16-17=-465/4562, 13-17=-465/4556, 13-18=-238/4009,
12-18=-238/4009,12-19=-238/4009,11-19=-238/4009, 11-20=-115/4993,
10-20=-115/4993,'10-21=-195(5512, 21-22=-195/5518; 9-22=19615523, B-9=-342/38
WEBS 4-11-339/6361, 5-11=-26941225, 5-10=-80/3503, 6-10=-547/131, 6-9=-22/628,
7-9=-21015667,3-11=-1118/228,3-13=-102/1293. 2-13=-576/237, 2-14=-233/643,
1-14=-284/4710
NOTES.
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows'.
Top chords connected as follows: 2x4 - 1 row at 0-9-0 Co.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc.
Webs connected as follows: 2x4 - 1 row at 0,9-0 oc.
2) All loads 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 provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Who: ASCE 7-05, 90mph, TCDL=6 Opal: BCDL=6.Opsf h=25ff; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone: cantilever
left and right exposed', end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1t60
5) The Fabrication Tolerance at joint 1 = 12%, joint 7 = 12%
6) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads.
7)' 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 Chord and any other members.
8) Bearing at jolnt(s) 15, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula- Building designer should verify
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 Ib uplift at joint 15 and 209 in uplift at
joint 8.
10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
11) Hanger(e) or other connection device(s) shall be provided sufficient to support concentrated load(s) 437 lb down and 49 IS up at
2-2-12, 536 to down and 361b up at 4-2-12, 498 le down and 34 D up at 6-2-12, 498 IS down and 34 lb up at 8-2-12, 1866 lb down
and 48 IS up at 10-2-12, 1866 lb down and 48 In up at 12-2-12, 1866 lb down and 48 to up at 14-2-12, and 498 Ib down and 34 lb up
at 16-2.12, and 49E D down and 34 D up at 18-2-12 on bottom chord. The design/selection of. such connection device(s) is the
responsibility of others.
A AARNING- verily 0e4gn parame ors and READ NOTES ON THIS AND
Dda, I.dfar us ly ,In sAITakV teantro.ra Tins das,n is based .,I,
. loss s,11dn Beldra our, To ranarar, yinds,ti, aq.orvenrytire rpllaabnn
au l6ig dash, Beer lndlound Is In prevent beckon, rr u,nonal buss
antl
CE PAGE A )qJ rev. Readable BEFORE USE.
is for an individual buildere numerator rim
or trend memeers o111.. Addiaananemporary and permanent bracing
and,sped,damage. FdrgeneralgaiaerceregaNirgme
' AN9VTPI1 Quality Criteria, Dar-89 and Goal Building Component
312, Alexandria, VA ]2314.
pxx Ji ,GANG
•.P�G1STEq�O.:
- ;• No-' :9Gpr115 •:' -
L 'u •'• STATE OF + 2 c
q or C
•':.NOIAN Pam' ��`•�:
ixA/xF /S/0IN A t.
i I NG\\\\x�
February 1,2017
eadee
MiTek-
16023Over ll, Rage Rd
Caestandid. M063017
Job
Truss
Truss Type
Oty
Ply
Wedgewood 88 Westvale
28913315
B1A00206
TG04
Hip Girder
1
J b ft f ( f II
-..is -, newn.ty RL., m Abud
502 •.
2
1 /
25
a
21 23
5x6 =
2x4 = 6x16 =
7.640 s
fie t - fi£-5 4 0-7
3,6 =
his = 4xfi = 3x6 = 34=
8=
4 5 8 2 8 9
Wed Feb 01 14'.01:19 2017
1.00 F12
3.6 O
ix12
10
26 27 28 29 19 30 31 32 16 33 34 35 17 18 36 37 38 39 40 15 41 14
Sits =
3.8 5,16 = 4.8 = 4x6 = Bv8 =
8.10 =
axis
-
11
13
10xio =
Scale = labs
LOADING (psi
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incur NO
Code IRC2006/TPI2002
CSI.
TC 0.78
BC 0.75
We 0.92
(Matrix)
DEFL. in (hoc) I/deft Lid
Ved(LL) -0,21 18-19 >999 360
VeMTL)-0.4818-19 >999 240
Ho2(TL) 0.21 13 n/a n/a
Wmd(LQ 02718-19 >999 240
PLATES GRIP
MT20 1591l23
Weight: 483 lb FT=20%
LUMBER. BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD
Structural wood sheathing directly applied or 3-9-12 cc purlins, except
BOT CHORD 2x6 SPF No.2 *Except*
end verticals, and 2-&0 cc punins (4-8-4 max.): 4-9.
3-23,5-19: 2x4 SPF No.2. 20-22: 2.6 SP 240OF 2 OE BOT CHORD
Rigid ceiling directly applied or 10-0-0 to bracing, Except:
WEBS 2.4 SPF-S Stud *Except*
6-0-0 cc bracing: 23-24,22-23.
4-21,18-20,6-20,8-18,9-16,2-24,2-23 2-22: 2x4 SPF No.2
REACTIONS. (lb/size) 13=407410-3-8, 24=469410-3-8
Max Horz 24=-186(LC 3)
Max Uplift 13=-1461(LC 3), 24=-151 S(LC 4)
FORCES. (Ib) - Max. Comp.IMax. Ten. - All forces 250 (t) or less except when shown.
TOP CHORD 2-3=-801112788, 3-4=-6444/2332, 4-5=4800I1803, 5-6=-631612499, 6-7=-612612497,
7-8=-612612497, 8-9=-5691/23a8, 9-10=-5161/2090, 10-11=502211920, 2-24=.4747/1568,
11-13=-3962/1461
BOT CHORD 23-24=-541/293, 3-22=-405/1230, 22-25=-2405/6544, 25-26=-240516544,
26-27=-240516544, 21-27=-240516544, 21-28=250716285, 28-29=-251516303,
20-29=-252016325, 19-20=-1561334, 5-20=926/1862,19-30=-285/669,30-31=-2851669,
31-32=-2851669,18-32=-2851669,18-33=-2312/5688, 33-34=-231215688,
34-35=-2312J5688, 35-36=-2312/5688, 17-36=-2312/5688, 16-17=231215688,
16-37=-1536/3929, 37.38=-1536/3929,38-39=-1536/3929, 39-40=1536/3929.
15-40=-153613929,15-41=-1389/3777,14-41=-1389/3777, 13-14=161/468—
WEBS 3-21=-16971599,4-21=-141413769, 5-21=-2731/1322,18-20=-2271I5561, 6-20=-911289,
6-18=-6031221,8-18=-303/699, 8-16=-999/422,9-16=-118212726, 9-15=-4821946,
10-15=-262/357, 10-14=-448I207, 11-14=-126313357, 2.23=-501/1325, 2-22=-198715453
NOTES.
1) 2-ply truss to be connected together with 100 (0.131"x3') nails as follows:
Top Chords connected as follows 2x4 - 1 row at 0-9-0 cc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc. 2x4 - 1 row at 0-9-0 cc.
1H1IG IT
Webs connectetl as to'.laws: 2x4 - 1 row at 0-9-0 cc.
q F7
2) All loads are Considered equally applied to all plies, except ifnoted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
xxpt
�G
\x`p V AN xx
L
Connections have been provided to distribute only loads noted as (F) or (8). unless otherwise indicated.
3) Unbalanced roof live loads have been considered far this design.
'� •• /
r�G1STF, 11
4) Wind: ASCE 7-05: 90if f TCDL=6.Opsf, BCDL=6.Opsf h=2511; Cat, II; Exp B; enclosed MWFRS (low-rise) gable end zone', cantilever
. �•-
Q' '•
left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
= Nb. '. 99004 15 "; =
5) Provide adequate drainage to prevent water pending.
— =
6) The Fabrication Tolerance at joint 2 = 12%
•'.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcement with any other live loads.
'o STATE OF 7 R
8)' This 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
.•
9 •• cryfit
between the bottom chord and any other members. with BCDL = 10.Opsf.
O.C• :/IV I At, •' �4'
9) Bearing at joints) 24 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
�i FS .......G ��
'x77SI�II
of
surface I
10 Provide mechanical Connection b others of truss to bearing late capable of withstanding 1461 Ib uplift at joint 13 and 1515 to uplift
I Y ) 9P P 9 P 1 P
IAIuittoo,\`\
ContaWCtplb34aage 2
February 1,2017
®WARNING-Verdy eealpn OaramaMs and READ NGTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MIL7gJ rev. IW312e15 BEFORE WE.
Design war for use only with wrinkle connectors. This design b based only argon Parameters shown. aft is for an ifteniaual building mmpene0t not
ewits system: Before use, Ire oWgirq designer must van y the epdicab8ny of design has ramelers and properly incorryrate this design into the overall
aiamg designaableg h6vated is to Prevent buckling of individual mass web and/or chord members oNy. Additional emporary and Permanent thacma MiTek'
f's always required for stability and to Prevent carbine with possible personal imiry and proceny damage. For aeaddel l.dence regaining me
abrication, storage. delivery, erection and bacmg of /manes and truss systems. see ANSUTPII and either.,, DSB-es and SCSI Barbing Cina,m em 16023 swtnoley Ridge Re
Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alunu nena. VA 22314. ohesterfletd, do 63017
Job
Truss
Truss Type
Sty
Ply
Wedgewood 88 Weetvale
128913316
B17700206
TGO5
Half Hip Girder
2
1
nn Rom I II
PROBUILD, MOORESVILLE, IN 46158 7.640 s Sep 292015 MiTek Industries, Inc. Wed Feb 0114-.01 202017 Page 1
IN kY4fMpdtS9 sB5bPwUaiJ Vpzp Wc2-cg L NfUPAg?gZENF2 p?lp8Usi0uciy27 CcisntSzpUTj
F 13;3_I 118 ,_5A:9�
4.10 =
&4 II
2x4 II 4x6 = 416 =
Scale= 1,392
LOADING(psf) SPACING- 2-0-0 CSI- DEFL. In (fee) If Utl PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.15 Vem(LL) -0.00 6-7 1999 360 MT20 169/123
TOOL 10.0 Lumber DOL 1.15 BC 0.08 VeFJL) -0.01 6-7 1999 240
BCLL 0.0 ' Rep Stress Incr NO M 0.17 Horz(TL) -0.00 5 nla Na
BCDL 10.0 Code IRC2006/TP12002 (Matrix) Wnd(LL) 0.00 6 >999 240 Well 361It FT=2%
LUMBER. BRACING.
TOP CHORD 2x4'SEE Not TOP CHORD Structural wood sheathing directly applied or 5-4-8 oc purlins, except
BOTCHORD 2x6 SPF No.2 end verticals, and 2-0-0 oc purlins'. 3-4.
WEBS 2x4 SPF-S Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size) 5=366IMechanical, 7=35910-3-8
Max Hom 7=185(LC 5)
Max Uplifi5=-177TC 5), 7=-40(LC 5)
FORCES. (U) -Max, Come IMax. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-7=-315152
WEBS 3-6 1181251, 3-5=-3011158
NOTES-
1) Wind, ASCE 7-05, 90 roh, TCDL=6.Opsf, BCDL=6.Opst h=25ft: Cat. 11,, Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed : end vertical left exposed Lumber DOL=1.60 plate grip DOL=1 60
2) Provide adequate drainage to prevent water popping.
3) This truss has been designed for a 10.0 psf bottom chortl live load nonconcurrent with any other live loads. -
4) • This truss has been designed for a live load 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 chord and any other members.
5) Refer to girder(s) echani for truss ct truon (by connections truss
r
6) Provide mechanical wnnection (by others) of lrussto bearing plate capable of withstabtling 177 Iti uplift at joint 5 and 40 10 uplift at joint
7
7)Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Graphical Curtin representation does not depict the size or the orientation of the Goblin along the top and/or bottom chortl.
9) Hangens) or other connection device(s) shall be provided sufficient to support concentrated load(s) 237 Ib down and 153 Is up at 3-8-8
on bottom chortl. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASES) Standard
1) Dead + Roof Live (balanced). Lumber Increase=1.15, Plate Increase=1.15
Uniform
Loa(piq
tll2=-60,2-3=60,3-4=-60,54=-20
\ rp
Vert
P`� js GAN1 1/,
Concentrated Loads (IC)
Vert: 6=-237
ERF ••
4G\ST
•L•
t No, 19y; 411)
�';• STATE OF C
•;' �07
•••.�Mp)ANP.�
O,r, �4
%'OTr1
pON Ai
February 112017
®WARNING were design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE rel 10103a015 BEFORE
rev. WE
D q IM1I ly rIM1MT k® t Ties design based only open parameters shown and is for an individual buiIp g brunnam,nn. no,
pp
intursday'dom feendayme1h b Itl'gtl g ( Yy (M1 ppl 00fy tdeslgn parame(ersa tlpr per'IY p I10 d �1 tdeovereN
-••.�iTY¢l!
p ld'g0 08 gN ttltdp Ib Cklg (boa It onolOr cM1prd mempe Iy. Adt11 'It p-ry by n¢nl pracng
is ways required loretab ly and to prevent wllips. anp ble personal only and property damage Forq¢neral gudarre regartl'ng the
M)1e1.
h
drambalioq storage, delivery, erection and bracing 0f busses and truss systems, see ANS arm Quality Criteria, DSO-89 and BC51 Building Component
Safety Information available from Truss Plate Immune 218 N. Lee Street Suite 312. Alexandra, VA 22314.
15023 Swingley Ridge Rd
CneAerfield, NO 63017
Job
Truss
Truss Type
pty
Ply
Wedgewood 08 Westvale
20913318
817700206
TG07
Roof Special Girder
1
1
Job Reference (optional)
IN 46158 7.640 s Sep 29 2015 MiTek Industries, Inc. Wed Feb 01 1401:21 2017 Page 1
ID,kY4tMpdtS9sB5bPwU aiJ Vpzp W c2-4tvlsgOoR JOPrXq ENjX2gh PrZixihDPLq MLLPu2pUTl
c2Q4i5c�355 g 59_9 I
128 1-5-5. 200 5311
2.4 II
2.4 11
3,4 = 4x6 =
3x4 =
Scale = 1:61:5
�late_OIfSEti(X.Y)--
]3'0-3-90-2-8]
LOADING (psp
SPACING- 2-0-0
CSIC.
DEFL. in (loc) Inner L/tl
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.15
T0.26
Ven(LL) -0.01 6-7 >999 360
MT20 169/123
TCDL 10.0
Lumber DOL 1.15
BC 0.15
Vert(TL) -002 6-7 >999 240
BCLL 0,0 '
Rep Stress Incr NO
WB 0.30
HOTd(TL) 0.00 6 nla nla
BCDL 10.0
Code IRC2006rTP12002
(Matrix)
Wind(ILL) 0,01 7 >999 240
Weght 51 IS FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly
applied or 6-0-0 oc defiles, except
BOT CHORD 2x6 SPF No.2 end verticals, and 2-0-0 cc purlins (6-0-0 max,): 3-4.
WEBS 2x4 SPF-S Stud BOT CHORD Rigid ceiling directly applied
or 6-0-0 oc bracing.
REACTIONS. (lb/size) 9=44610-3-8, 6=336/0-1-8
Max Hord 9=273(LC 5)
Max Upllft9=-89(LC 5). 6=150(1_C 5)
FORGES. di - Max. Corns IMax. Ten.. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-260/67, 3-4=-33710, 2-9=-431/99
BOTCHORD 6-7=1381346
WEBS 3-7=0/279, 4-6=-367/144
NOTES-
1) Wind: ASCE 7-05; 90nt TCDL=6.Opul BCDL=6.0psf, h=25fl; Cat. II; Exp B; enclosed', MVVFRS (low-rise) gable end zone, Cantilever
left and right exposed ; end vertical left exposed; lumber DOL=1 60 plate grip DOL=1,60
2) Provide adequate drainage to prevent water Pori
3) This truss has been designed for a 10,0 pelf bottom chord live load nonconcurrent with any other live loads,
4) - This truss has been designed for a 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
tit between the bottom chord and any other members.
5) Bearing at joints) 6 considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
I ^.
6) Provide mechanical Connection (by others) of truss to bearing plate at joint(s) 6.
`I((/'(1/A,V!},`
7) Provide mechanical Connection (by others) of truss to bearing plate Capable bf withstanding 89 to uplift at joint 9 and 150 to uplift at joint
6.
8)"Semi-rigid.pitchbreaks including deals" Member end fixity model was used in the analysis and design Gf this truss.
9) Graphical Perlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord,
10) Hanger(s) or other Connection devices) shall be provided sufficient to support concentrated load(s) 85 IS down and 86 Ib up at 1-5-5.
and 431b down and 51 Ib up at 1-11-4 on bottom chortl. The design/selection of suchconnection devices) is the responsibility of
others,
Ox1\\\III 111111lrOTp
�. dx%
LOAD CASE(S) Standard
```Nx'hJEGA...
1) Dead - Root Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
�G19TE/dF •, '
Uniform Loads (pit)
; Q O•'.
Vert: 1-2=-60. 2-3=50. 3-4=-60, 4-5=-60, 61.
(qry ) 94Q04 15 t
Concentrated Loads (to)
_
Vert:8=-8 10=-16
le
;_ 9.'•, STATE OF ;�
/ 4Q
D I ANI,' ?�
C, `
s,IONIA
0" x\\Nx
lloOko
February 112017
®WARNING seasonal parandedem @no READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII r/I] rev. 10/03/2015 BEFORE USE.
0 9 hid Argan pro with MTkoe tooddhor,Tp design SS based only upon D ... mIlhisslhvn
.net
staixii1so.91 1h b b. gn g lylh ppl Ulty Itlesgn parametersa Jp pny' on.... th 0 9 tlleoverall
,,.1db9diI Batnog dedged istop buckling dedevidtal1 n Indian chord members only.Additional tpo ry andpermanent bracag
Ri)TQ I.
y q-EldIGrly dl V I 11'V with pn 'bI V I'nlry Op Peny dam F general gudance regarding the
1 Il
lorapI shourni dl ry supplan .'I'd g Ireallurl oldl yR ors.see ANSV IC Change other, Soso$ and SCSI Bullring Component
barely Inlormatlo ve holle rem Truss Plata Innlule, 218 N. L street
I602iseawley AMga Rd
Sutt 312, Alexandria VA 22314
Ohe9eriold M063017
JOD
Truss
Tru]:'T1oOty
Ply
Wedgewood 88 Wastvale1289120Rof
Bpecial Girtler i
2
�Job_Rdfdrcdde
(optional)
PHUF3UILD, MOORESVILLE, IN 46158 T640 s Sep 292015 MiTek Industries Inc Wed Feb 0114,01. 222017 Page
ID'. kV4fMpdtS9585bPwUaiJVpzpWC2-V3T73AROBc GTcPRx02HDry__AASOjsV30LuyKzpUT
�33d�5-s11 1� a f6dio_)e�1a1-"'-'L-0-23_=4
3-2a 541A f.n-a -9'.3 32-3 b2A
L9-13
4.6 II Scale 1:97.3
12 2s4311112 3�\1E2x43023xt2 �ix6 �\
5
4x6 �.
l
4.6 O
1
B
y
t3 15
12
1
tl
81 =
Sys =
We =
I�Iry
10
14
9.00 12
3x4 II
3x4 II
F i-Zi
0- 1-0
P-fl J
fl
LOADING lost)
SPACING.
2-0-0
CSI.
OEFL.
in (foe)
I/chi Lid
PLATES GRIP
TCLL
20.0
Plate Grip DOL
IA5
TO 043
Vert(LL)
-0.1412-13
1999 360
'MT20 169/123
TOOL
10.0
Lumber DOL
1.is
BC 0,63
VenFL)
-0.3412-13
>756 240
BCLL
0.0 '
Rep Stress met
NO
WE 0.92
HofZ(TL)
0.19 10
ma I
BCDL
10.0
Code IRC2006/TP12002
(Matrix)
Wlnd(LL)
0.1012-13
>999 240
Weight: 266 to FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-0 cc purlins, except
BOT CHORD 2x6 SEE No.2 "Except' end verticals.
11-13: 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
WEBS 2.4 SPF-S Stbd'Except'
4-12,1-13,8-11:2x4 S P F No.2
REACTIONS. (lb/size) 14=2597/0-3-8, 10=1373/0-3-8
Max Horz 14=-309fLC 3)
Max Uplift 14=-186(LC 6), 10=-100(LC 6)
FORCES. (b) - Max. Comp./Max. Ten. - All forces 250 (id) or less except when shown.
TOP CHORD 1-2=-5592/436, 2-3=-5294/459, 3-4=-1619/172, 4-5=-1591/204, 5-6=-1615/152, 6-7=-2308/100; 7-8=-2501/76,
1-14=-2702/264, 8-10=-1328/98 -
BOT CHORD 13-14=-352/430. 13-15=-286/2394, 12-15=-286/2394, 11-12=-1/1461
WEBS 4-12=-151/1755, 6-12=-485/165, 6-11=0/545, 3-12=-1569/322.3-13=-357/3377, 1-13=-227/3953, 8-11=0/1714
NOTES-
1) 2-ply truss to be Connected together with 10d (0.131"x3") nails as follows'
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows 2x6 - 2 rows staggered at 0-5-0 Cc.
Webs connected follows 2x4 1 row at 0-9-0 cc.
loadscon id
2) All loads are considered equally applied to all plies, except if dnoted as L) front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
Connections have been provided to distribute only loads noted as (F) or (B),.linless otherwise indidatetl.
3) Unbalanced roof live loads have been considered for this design.
4) Wind. ASCE 7-05 90mph', TCDL 6 Opsf BCDL=6 Opsf, h=25ft; Cat II', Exp B', enclosed; MWFRS (low-rise) gable end zone: cantilever
left and right exposed ; end vertical left and right exposed, Lumber DOL=1.60 plate grip DOL=1160
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
.fit between the bottom chord and any other members.
7) Bearing at joings) 14, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
fU /
q /
x 1�GA
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 186 to uplift at joint 14 and 100 to uplift at
NlI
\ U G 4 rA
joint 10.
9) "Semi including heels' Member
\`Cosy' yrAvv /
i- (l
r�lii Elp,
-rigid otchbreaks end fixity model was used in the analysis and design ofthis truss.
10) Hanger(s) connection
or other devices) shall be provided sufficient to support concentrated load s) 1784 lbdown and 165 IS up at
Q'
4-9-8 on bottom chortl. The design/selection ofsuch connection devices) is the responsibility of others.
No 1 99(ar}q 1 u, •;
LOAD CASES) Standard
a j
1) Dead . Roof Live (balanced) :.Uninhab, Attic Storage: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads
Y 'a '. STATE OF f 4`
'.
(Pit)
Ved: 1-3=100(F=40), 3-4=-60, 4-8=-60, 8-9=-6Q 13-14=60(1`=-40), 13-15=-60(F=-40), 11-15=-20, 10.11=-20
9
pT • :-!vDIA .
�'q
Concentrated Loads (o)
••NP:
F ••"'• Ux
vvOT
Veit'. 15=-178'4(B)
/"'ONAl
1E�yyxvxv\
February 1,2017
®WARNING ' wage O p paradepas and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII7473. 1NO3/2015 BEFORE USE
_fir qqq
Design valid for ly with MTk® pourreclore This design based only upon operates Reve adi or a durldralD1U g rundidgetir not
hr,aa allond,Go the hands., dg -of, I'd opli old, ofd 'g oplandrears andparody 'ini,arponathe this design -into the overall
building 4 g.%e gindicated top yourb buckling ( tl g d'II 0 ugh h 0 lie ly: Atltl(- It p ry tlp nenr brae nq
-.(1ek
is Av y e_puredt validity and to Pr II pee with Possibly personal'njury and prepare Don . g F general gudence revised, the
supperl l Ides diewnry; edlon a d h g of trusses a rtl truss systems, see ANSIITP11 Quality criteria. DSB 39 and SCSI Building Component
16023 Siougley Ridge Rd
Satisfy Inlohmalon avasuble from Truss Plate Insnba , Via N Lee Silent, Suite 312, Alaxentlrla, VA 22314.
Chesterfield, MO 63017
Job
Truss
Truss Type
Dty
Ply
Wedgewood 88 WesNale
28913321
81]]00206
TG10
Roof Speual Girder
1
q
Job Reference I I
RVOVIIU, MVonstes LLiJ, IN vpI.0
LOAD CASE(S) Standard
1) Dead - Roof Live (balanced): Lumber Inaease=1,15. Plate Increase=l 15
Uniform Loads (plo
Vert: 1-2=-60, 2-3=-60, 3-4=-60, 4-6=-60, 6-7=-60, 91, 8-9=-20
Concentrated Loads Qb)
Vert: 11=-18513=-391(F) 12=-18510=-18515=-18516=-18517=-18518=-391(F)
7, 640 s Sep 29 2015 MiTek Industries, Inc. Wed Feb Ot 14 01'.22 2017 Page 2
ID', kY4fMpdtS95B5bPwUaiJVpzPWC2-Y3T73AROBo GTgPRxD2HDvyxHi9cDobV3OLuyK pUTh
®WARNING VaNly Oea♦pn panmelwund READ NOTES ON THIS AND INCLUOEO MREI( REFERENCE PAGE M14I473rev, 10,034015 BEFORE USE.
Design valid for use only with MiTek® conneclon. This Oesiitn Is based only upon parameters shown, and I5 for an Individual building component, not
rus�e
a those systems foggier
. Baleuse, the der must verity the negligibility y of design pare Peelers and properly incorporate this design Into the overall CY5
buimmgessign. Bracing indicated is toorovenltrucking ofmdvW.auPuss web their chord matrons only . Aoodmnaltemporaryand permanent bracing is allays required for suLility and to Prevent veterans with possible personal Injury, and Procedy damage. For general guidance regarding the MiTek'
orientation,storage.deliver, fordion and.radng of pusses and Press systems, see ANs print Quality C riteria, OSS49 and SCSI Building Component 16023 Swingtay Ridge Rd
SAINT, Import...need mom Truss Pairs Insider¢,218 N. Lee Sree4 SWa 312, Afford, VA 2M 1 a. Chestmfield, NO 63017
Type
Wedgewood 88 Westvaie
B 17700206
MOORESVILLE, IN 46158
Girder
7.640 s Sep 29 2015 MiTek Industries, Inc. Wed Feb Ot 14:01:23 2017 Page 2
ID: kV4fMpdtS9sB5bPwUaiJVpzpWc2-OFIWHWR2yw275q dVBZWm6U4r6ZE99se If5RUnzpUTg
LOAD CASE(S) Standard
Uniform Loads (NI)
Vert: 1-2=60, 2-3=-60,3-7=-60, 7-8=60, B-9=-60,9-11=-60, 11-12=-60, 20-23=-20, 14-19=-20, 13-14=20
Concentrated Loads (:b)
Vert: 22=A6 24=-16 25=-16 26=16 27=-16 28=-16
AWAqNl Verity dp Parnmemords and READ NOTES ON THIS AND INCLUDED MITER REFERENCE VALE Mrr,)gJ rev. Actera BEFORE USE.r'
ne g alit t S ly eb lilrkmil® I Turnaround,receive, bear,p l tl d1 e intlrvitlual building component nor p-T•mJ YCq
a truss system. Before use thed designer must verity lee applicability old g paroundersand p pity' rp oorate the bronc ithe overall
bmrtlmgdesi, Bracing indicated is to prevent buckling V opealuel truss web and/or chard members chly Additional temporary and permanent bracing 5 Fr A)T�1. always required for stability and to prevent collapse with possible per IVf ual injury and properly damage. For general guidance regarding the Il
s tonle110n, 51¢rape: d¢Ilvary. eretl¢n end drzclog of Vusses and lru555yStem5.5ee ANSVTPIt Quality Curves DSB-9 and Bear Building Compeer, in 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Aleaandne, VA 22314 ChesteMeld, NO63017
Job
Truss
Truss Type
Cry
Ply
Wedgewood 88 Westvale
126913323
817700205
TG12
Hip Girder
T
2
Job Reference o tie onal)
PROBUILD, MOORESVILLE, IN 46158
7 640 s Sep 29 2015 MiTev, Industries , Inc. Wed Feb 01 14,01:24 2017 Page 2
tO kY4fMpd1S9P35bPwUaiJVpzpvva USauUsSgjE3 i Zo2r411K112VVGVfKpXJgm0DzpUTf
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (pIQ -
Vert 1-2=-60, 2-4=-60, 4-6=-60, 6-1117-19=-20, 12-16=20, 11-12=-60(F=-40)
Concentrated Loads (Ib)
Vert: 12=-846(8)
®WARNING - prove, Oaugo PirameM1rs and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE 111I1-7473 iev. 1WO312015 BEFORE USE. ®�
Design vali0lot use only nilp MITek®connecloys. Trani design is only upon parameters movie,and is for an IndivlUual building component, not
a buss-Iturn. Belpre us¢, rile OUIMln9 d¢spn¢I mu51 v¢tity the appllcapllily or design param¢lers and prpp¢dy Incoryplate 1bi5 desgn imd Ipe overall �AT
d WdNgdeslgn Bnnimiumated lS unproved bu[hlm9 rl Lidvidual nude web ablarcboM members Only-Adddipnal rem an flA�Tyyli"
poraryaddpetm permanent bracing IV( ek
saMaySrebut,.. d51noIIM1yandbi andprcollapsawitheadd lepe¢bnal lnluryand pmpenydamage .For generalria, DSB 9adlS tire I
labdcanon,argatin available
bracingmure 21 N et nines Sup,eb dmi VAI1Ovaliryeribrie; OSB-09 and SCSI Building Component i6e2tened, lM 6301 Rd
Safety lniormaiirn availadle from truss Plate InslnNe, 219 N. retained dune ]1], glevandna, VA 22314. Chesterfield, M06]c1]
Job
Truss
Truss Type
0ry
Ply
Wedgewood 88 Westvale
12BB13324
Bt]]00206
TG13
Roof Special Girder
1
2
Job Reference optionap
PROSUILD, MOORESVILLE, IN 46158
LOADCASE(S) Standard
Uniform Loads (elf)
Vert 1-2=-90(F::i 2-3=-60, 5-6=-35(F=-15), 4-5=-20
Concentrated Loads (lb)
Vert. 9=645(F) 10=-1154(B)
640 s Sep 29 2015 MiTek Industries, Inc. Wed Feb 01 14:01'24 2017 Page 2
ID.kV4fMpdtS9s65bPWUaiJVpo,Wc2-USauUSSgjEB_i Zp2r4llK11MVm Lummn%Jg20DzpUTf
®WARNING verily Eeslpnparameters antl READ NOTES ON THIS AND INCLUDED al REFERENCE PAGE Ali rev. 1pN32015 aEFORE USE.
Design vildiurn Inr use debarred
M1 Mliek®wnnenors. TNs pas gn Is OaseO only upoM1 parameters SM1own, antl Is IOI an Intllvltlual bulltling component, np1
erect resign Bseeig5e, IebbuArlmg tlevener mustg ohmeaP nuivllly0andlr paramele¢ers rs ply. Ad IncoryoremorI ryaslgn Into Neoverall
is always required
far stang bility
etl la i to prevto entevenlliande with possible
personal
bury an diorpmedamae For general lemporeryentlpnrmenenl bracing Ts �(Te1.
fabrundmgulreNeurps dereollily urban and
br collapse wtlM1 possiblep v,stral a a..ntl property damage Quality
By Court, OSce 9 ndBnding Ne 160 ag
Safety
Inf rdatio , avalry, erection Truss
laid lu orlmsa 1 and Lee
S synlems. eee d- VA 2 pualily Criteria, D56-t9 and aC51 Building Component Clayn SwmglW E301 Rd
$dIe[y Inlo�mation availaM1le (mm Tmse Plaid Institute, 21a N. lee $l�e¢I, Suite J13, Alerantlna, VA 2:3f1, LM1eale?ieltl, MO fi301]
Job
Truss
Truss Type
any
Ply
Wedgewood 88 Westvale
61]70020LG
iGtS
Half Hip Girder
2
1
28913326
J it Reference nIfivorrej
nvoviu., mwrteovtue, Iry a01 Od 7 640 s Sep 29 2015 MiTek Industries, Inc. Wed Feb 01 14.01 25 2017 Page l
I0,kY4fMpbIS9sB5bPwUaiJVpzpWc2-yeBGiBTIUXJrK88Or b_MaV vHYdG7xlzaYYfzpUTe
1,uO
10 � $4
64 = 2,4 II
9 00 12
2.4 11
Scale= 1:42.2
_PIVB_0ttsets.(X.Y.)—Wc2«.0:207
LOADING lost)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Udell Lld
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1,15
TC 0,23
Verl -0.00 6 >999 360
MT20 169/123
TCDL 10.0
Lumber DOL 1.15
BC 0.22
Vert(TL) -0.01 5-6 >999 240
BCLL 0.0 '
Rep Stress Incr NO
VVB 0,19
HOrz(TL) 0,01 5 nos me
BCDL 10.0
Code IRC2006/TPI2002
(Matrix)
Wnd(LL) 0.01 5-6 >999 240
Weight. 34 lb FT=20%
LUMBER. BRACING -
TOP CHORD 2.4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-0 cc purlins, except
BOT CHORD 2x6 SPF No.2 end verticals, and 2-0-0 cc purlins: 3-4.
WEBS 2x4 Slf Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
REACTIONS. (Ib/size) 5=411/Mechanical, 7=38810-3-8
Max Hon 7=196(LC 5)
Max Uplilt5=-219(LC 5), 7=-46(LC 5)
FORCES. (lb) -Max. Comb Was, Ten. -All forces 250 (to) or less except when shown.
TOP CHORD 2-3=-417/155, 2.7=-357/201
WEBS 3-6=-231/339, 3-5=-2751178
NOTES.
1) Wri ASCE 7-05; 90ni TCDL=6 Opsf, BCDL=6.Opsf, h=25ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone: cantilever
left and right exposed : end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate dra nage to prevent water trooping.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads,
4) - 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.
5) Refer to girders) for truss totruss Connections.
6) Bearing at joints) 7 considers parallel to grainvalue using AN51/TPI 1 angle to grain formula. Building designer should verily capacity
of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 219 Ib uplift at joint 5 and 46 ID uplift at joint
7.
8) "Semi -rigid pitchbreake including heels" Member end fixity model was used in the analysis and design of this truss.
.9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chortl.
10) Hanger(s) or other Connection Camels) shall be provided sufficient to support concentrated loggia) 287 to down and 200 to up at
4-0-0 on bottom chord. The design/selection of such connection candidate) is the responsibility of others.
A E(S) Standard
OD
/ 1j]r/,
1 ad Roof Live (balanced): Lumber Increase=1.15, Plate Incrif1.15
x```xt� i-GANG
SIG �'o
Uniform Loads (on
`�\
��.• • .
Van. 1-2=-60, 2-3=-60, 3-4=-60, 6-7=20, 5-6=-20
:�(j\STgq ,•
Concentrated Loads Ila)
• Q p
Van: 8=-287
— No.'9900415
as t =
'd '• STATE OF ? Q'
C
Ai
February 1,2017
®WARNING -Verify design paramade s and READ NOTES ON TWS AND INCLUDED MITEK REFERENCE PAGE MII-0473 mv. 1010712015 BEFORE USE.
O p lief 5 ry T k® 0 g E ee ly e' 1 parent not
fd sign co esshow
meu dtrgeq
ISystem_el In Lb'rg0 q 1 tyln pIN elny Of design naramelers aMp pdY-Corti I 1p U y1 the overall
enl braeng
fidif1ms allays required loreaVltlimm
MiTek'
Is proem collapse withpossiblepersonal injury and properly e mage. Forgeneral guidance regarding the
fabrication, storage, deliver, eeceon and oracin0 01 trusses and truss ryslems, sno ANSI/TPI1 Ouaifly Criurla, 11110 and BC91 Bantling Compomnl
Salary Inmin ion evadable fora Russ plate Insterle, 218 N. Lee Street, sidle 312, Alexandra, VA 22314.
1002] $.motor Fish. Re
Cni,trioeld, No 03017
Trues
Truss Type
Cry
Ply
Wedgewood 88 Vyadvale
L,01�111111
128913328
V02
Valley
I
1
J bR ( 1 f II
PROBUILD, MOORESVILLE. IN 46158
7.640 s Sep 29 2015 Was Industries, he Wed Feb Ot 14101 26 2017
6116
due = Scale= 1:47.5
3x4 O x o 3,4 O
2x4 11 2.4 11 2.4 11
0- 0 2
o- -01LQ&
LOADING (per)
SPACING- 2-0-0
CSI,
DEFL. in (l0c) Udell L/d
PLATES
GRIP
TOLL 20.0
Plate Grip DOL 1.15
TO 0.41
Vett(LL) n/a - free 999
MT20
1691123
TOOL 10.0
Lumber DOL 1.15
BC 0.11
Ved(TL) ILE - free 999
BOLL 0.0 '
Rep Stress Incr NO
WB 0,11
Hoa(TL) 0.00 5 n/a ri
BCDL 10.0
Code IRC2006/TPI2002.
(Matrix)
Weight 37lb
FT=20%
LUMBER. BRACING.
TOP CHORD 2x4 SPF-S Stud TOP.CHORD Structural wood sheathing directly applied or 6-0-0
oc purlins.
BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
OTHERS 2x4 SPF-S Stud
REACTIONS. All. bearings 1L10-4.
(Ib) - Max Horz 1=130(LC 4)
Max Uplift All uplift 100 to or less at joints) 1, 5 except 8=-147(LC 6), 6=147(LC 7)
Max Gray All reactions 250 lb or less at joint(s) 1; 5. 7 except 8=295(LO 10), 6=295(LC 111
FORCES. JIG)- Max. Comp /Max. Tea -All forces 250 bb) or less except when shown.
NOTES-
1) Unbalanced roof Jive loads have been considered for this design.
2) Wind ASCE 7-05; 90mph', TCDL=6.Opsf, BODL=6.Opsf; h=25f( Cat. II', Exp B; enclosed; MVVFRS (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
reactions shown; Lumber DOL=1,60 plate grip DOL=1.60
3):Coca requires continuous bottom chord bearing.
4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Provide mechanical mnnecgon (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) i, 5 except Qt=1b)
8=1mi- 6=147.
7) 'Semi -rigid pitchbreaks inclutlingheels" Member end fixity model was used in the analysis and design of this truss.
j� 1
/
.�axx'x}'VE��NG
Q�Gis7EgF0
Nrt. 'T9C041
'a •'•, STATE OF i Z
/,v I, :' Is, J
February 1,2017
®WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED All REFERENCE PAGE 17473 tax.radix BEFORE USE.�'
O -g 10f useonly mMfic 1 This design based only nounparameters shown c' 1 dlNe aIbuilding component, not
1 yl .Del N b'tling0 g ivedly lh ppl comity Dili g p ¢terse lip pdy'coryorate lhi0esgn'nlp the overall
bu Ningdeslgin Bracing indicated is to prevent buckling dlininveral truss web delordhard members only. Additional lempo2ry and permanent macro, NliTek 's allays required for stability and to brevenlcollapin whh potable pelmollnlury and properly damage, Forgemnal guidance Poison ng he
to intakiom storage, d didery, erection and bacing of musses and ones systems, see ANSIITP11 Quality Criteria, DSB49 and 6CSl Building Component 15023 Swingley Russ Rd
Safety Information avold all from Truss Plate Institute. 218 N. Lee Sit et. Suite 312, All none VA 22314. Chesterfield, M063011
Job
Truss
Truss Type
Oty
Ply
Wedgewood 88 WBSIVaIe
28913330
Bt P00206
VI)d
Valley
t
1
Job Reference o lional
rtuoulw, muuntJVILLt, IN 4b1JC
7.640 s Sep 292015 At Industries, Inc. Wed Feb 01 14: of 27 2017 Page 1
ID: ky4fMpdtS9s85bP UaiJVpzpWc2-u1G07tUZ09ZZZS10k dSwyfu7j9Z5C8EDH3fdVzpUTc
521
276
ax8 - Scale = 1:23.2
4
24 \
2.4 / 2x4 II x\
523 opg
LOADING(psf)
SPACING 2-0-0
CS1.
DEFL.
in (loc)
I/defl
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.15
TC 0.20
Ved(L/a
L)
n -
n/a
999
MT20
169/123
TCDL 10.0
. Lumber DOL 1.15
BC 0.13
Vert(TL)
US -
nla
999
BCLL 0,0 '
Rep Stress Ina NO
VVH 0.02
HOrz(TL)
0.00 3
rat
n/a
BCDL 10.0
Code IRC2006/TP12002
(Matrix)
Weight: 13 lb
FT=20%
LUMBER.
TOP CHORD 2x4 SPF-S Stud
BOT CHORD 2x4 SPF-S Stud
OTHERS 2x4 SPF-S Stud
REACTIONS. (Ib/size) 1=108/5-2-4, 3=108/5-2-4, 4=146/5-2-4
Max Horz 1=-53(LC 4)
Max Uplift 1=-18(LC 7), 3=-1 B(LC 7)
FORCES. (lb) - Max. Comp,/Max. Ten. - All forces 250 (to) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly appl ad or 5-2-12 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 on: bracing.
NOTES.
1) Unbalanced roof live loads have been Considered for this design.
2) What: ASCE 7-05; 90mph; TCDL=6.Opsf, BCDL=6.Opsf, h=25ft; Cat. It Exp 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 MVVFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 far bottom chord live load nonconcurrent with any other live loads.
5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Provide mechanical Connection (by others) of truss to bearing plate capabte of withstanding 100 Ib uplift at joints) 1, 3.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
VEGANG
.�G\STEq • :G
No.)9900d15
'� •'• STATE OF QC
February 1,2017
®WARNING - Verity def ParmMmga and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MII-0473 rev, Real BEFORE USE.
Desgn valid for use only with MiTek® mnneelore This design is based only upon parameters same, and is for an individual blildnq l:omponce, not
truss system. Before use, the duiging desgner must verity the attainability of design parameters and appedy'InedmOrele this design into e overall
ouiMng design Bracing indicated a to prevent buckling of mdivermi truss web motor boom members may. Additional temporary and permanent bracing 9 allaysWelk'
required for stability and to prevent we wnn llapspossible personal Injury and properly damage Forgenenlguidanceregandingthe
faoroution, storage, delive, eraclmn and bracing of trusses and truss systems see ANS111TPI10ualily Criteria. DSB 69 and SCSI Budding Component Sabo Swingle, Ridge Rd
Safety Information avad:mle Inom Truss Plate Inatituie, 218 N, Life Street, Sure 312, Alexandria, VA 22314. Chesterfield, MO 63017
Job
Truss
Truss Type
ply
Ply
Webgewoo l 88 Westvale
B1]]00206
VO6
Valley
1
}
128913332
Job Reference (oplionall
7 640 s Sep 29 2015 MiTek Indus Vies, Inc. Wed Feb 01 14:01'27 2017 Page 1
ID'. kV4fMpolS9sB5bPwUaiJVpzpWc2-ulG07tUZOO777SIOk_dSwyftj g5CcEDH3fdYzpUTc
4,6 = Scale = 1:34 4
316 // 4 3x6 "
2x4 II
O G9 1- 1
-0 eaa
LOADING (psQ
SPACING- 240.0
CSI.
DEFL. in (loc) I/defl Up
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1,15
TC 0.26
Vert(LL) n/a - n/a 999
MT20 169/123
TCDL 10.0
Lumber DOL 1,15
BC 0.17
Verl Na - n/a 999
BOLL 0.0 '
Rep Stress Inner NO
VJB 0.06
Horz(TL) 0,00 3 n/a n/a
BCDL 10.0
Code IRC2006/TPI2002
(Matrix)
Weight 23 to FT=20%'
LUMBER -
TOP CHORD 2x4 SPF-S Stud
BOTOHORD 2x4SPFNo.2
OTHERS 2x4 SPF-S'Stud
REACTIONS. (Ib/size) 1=166/8-1-3, 3=16618-1-3, 4=26318-1-3
Max Hour 1=86(LC 4)
Max Uplift 1=-17(LC 7), 3=-17(LC 7)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ill or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or6-0-0 cc purlins.
BOT CHORD Rigid ceiling directly applied or 10-(10 cc bracing,
NOTES.
1) Unbalanced roof live loads have been considered for this design.
2) Wind. ASCE 7-05: 9Cmph; TCDL=6.Opsf, 6CDL=6.0psf h=25ft; Cat. II; Exp B; enclosed; MVVFRS (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 MWFRS for reactions shown; Lumber DOL=1.60 plate grip COL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wth any other live loads.
5) - This truss has been designed for a live load of 20 Dpsf 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.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Is uplift at loint(s) 1. 3.
7)' Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss.
�LVI
tiGANG < �.
•• Q�G\STEFj�O
rl ''.9900415
�•, STATE OF •; Z
p�TYrr3/ONA` 6xlxKxp
February 1,2017
®WARNING VallYtIbsignPar3stranals and READ NOTES ON THIS AND INCLUOEOMITEK"In"ENCEPAGEMII T4T2 unit. 10N31 BEFORE USE. ���qlm
n g. led! ry RIMY k® t Thitl g p 0 ly up p 1 6 U 1 d tl Ip'10 gconponenl, not
t System Barred ¢ tb o'Ip g0 9 t wary thepproughly tq y p t aid Pp l.. p Pr al t the overall IYI)T��
buildingd design locatedgtop ,eventb n-q I kfg 1 t b closerchord p dy I Illy Adt p y tlp anantbmOng
is allays reaorec tar statilOy ina to Pont", collapse with Possible 0ersonar injury and pmpeny Uai age For general gabance agenda, the
labdwoon, storage. delivery, erection ann bracing oftrusses and Intss Indents, sae ANSIITPII pualdl Odteda. beB-!e and Bc61 Britain, component 16023 Swingley Rbg¢ Rd
Safety Information ewlable!rain Tuns, Plat¢ Inboard 218 N. Lae Siroel, Sudp 312. Alexandria, VA 22311. Chesterfield No 63017
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Job.
Truss
Truss Type
Dip
Ply
Wedgewood 88 Westvals
817706206
V07
Valley
128913333
1
1
PROBUILD. MOORFFvii
i P IN eawP
Job Reference Lptional)
/.640 s Sep 29 2015 MiTek Industries, Inc. Ned Feb 01 14'.0128 2017 Page 1
fO kY4fMpdt8gs85bP UaiJVpzpWc2-NDgPKDVBn SbOBbtbHhghTAC417LBgeRNRxoCg__zpUTb
Scale= 1:IT8
4
2x4 r 2.4 If 2x4 ��
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in I Ildefl Ud
PLATES GRIP
TCLL 200
Plate Grip DOL 1.15
TC 0,16
'Vert(LL)
Fire -
n/a
999
MT20 169/123
TCDL 10.0
Lumber DOL 1.15
BC 0.10
Veft(TL)
nla -
Ma
999
BOLL 00 '
Rep Stress Inner NO
VVB 0,02
Horz(TL)
000 3
nla
File
BCDL. 10.0
Code IRC2006rTP12002
(Matrix)
Weight. 12 to FT=20%
LUMBER -
TOP CHORD 2x4SPF-S Stud
BOT CHORD 2x4 SPF-S Stud
OTHERS 2.4 SPF-S Stud
REACTIONS. ifs/size) 1=98/4-9-3, 3=98/4-9-3, 4=132/4-9-3
Max Hoa.1=-48ti-C 4)
Max Upilft1=17(LC 7)„ 3=-17(LC 7)
FORCES. (Ib)- Max: ComplMax. Ten. - All forces 250.(Ib) or less except when shown.
BRACING -
TOP CHORD Stmctural wood sheathing directly applied or 4-9-11 oc pullers.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing...
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind ASCE'.7-OS 90n TCDL 6 0psf; BCDL=6.Opsf; h=25ft; Cat. II', Exp B; enclosed,' MWFRS (low-rise) gable end zone antl C-C Exterior(2) zone; cantilever left and right
d expose;. end vemcel left and right exposed', C-C for members and forces& MWFRS forreactions shown; Lumber DOL=1.60 plate grip''DOL=1.60
3) Gable requires continuous bottom chord bearing
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a live load of 20(lpst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
Tit between the bottom chard and any other members.
6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 1001leuplift at joints) 1, 3.
7) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss.
o`1JEGANGC/L�''.
••.P��1STFgF�•.
No, 19900415
is
o"•, STATE OF CT
I or
�9A 7]S;ONA FIENlI Is"i
February 1,2017
AWARNI Vefit;deslinpanmotors addREADNOTES0N TNI5AND INCLUDEDMITEK REFERENCE PAGE MIr ]4I] rev, 1010312015 BEFOREUSE
Design valid for use ly with sh h® oundectims This assume based body upon parameters h and far an individualb 1ti g beri not191,
a tmss system.Before use, the building digner must veaty the applicability iddissign parameters and propedy depurpophe Its usage Into the overall p�q
nmga g e asshouted9mM IMlcxnng bt-e-o It as web 0I Chord members only. Auuronanemperly and perms,enlbraomg IYl s always requredfor stability and 10 prevent collapse with possiblepersonal probe and property damage For general guidance mgaNng mMiieke 1l
abbirmadmin storage. delivery T¢clion and bracing of trusses d house systems see ANSVTPIt QuaMy Criteria, DSB49 and BC51 Building Componenl 1E023 Swingle, Ridge Rd
fifty Information l bl from Truss Pl t Institute 218 N. L Street Smile312 Alessandro, VA 22314 Carnerhall 63017
•�� Iuss Truss Type Dry I
bPrinter— Ply Wedgewood 88 Westvale
/317700203 V05 Valley 1 1 128913331
PROBUILO, MOORESVILLE,. IN 46158 7B40 s Sep 292015 MiTek Industries Ina . Wed Feb 0114'. 01: 272017 Paget
ID.kV4fMpdrS9SB5bP UaiJVpzpWD2-u1G07tUZ09Z2ZSIOk_dSwyfrDl�s5BxEDH3fdVzpUTc
S 4 i 5-11
S.ag4 S8t< -�
4s6 = Scale = 1:45 9
3
g
d
3.4" 8 7 6 3x41
2x4 2x4 11 2.4 11
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (IOC) Udefl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.15
TIC 0,44
Ven(LL) nla - n/a 999
MT20 169/123
TCDL 10.0
Lumber COL 1.15
BC 0.11
Ved(TL) nla - n/a 999
BCLL 0.0 '
Rep Stress met NO
WE 0.10
Horz(TL) 0.00 5 n/a TUG
-
BCDL 10.0
Code IRC2006TTPI2002
(Matrix)
Weight, 35lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SPF-S Stud TOP CHORD Structural wood sheathing directly
applied or 6-0-0 oc puri ns,
BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied
or 10-0-0 oc bracing.
OTHERS 2x4 SPF-S Stud
REACTIONS. All bearings 11-5-3.
(Ib)- Max Horz 1=-125(LC 4)
Max Uplifl All uplift 100 lb or less at joint(s) 1, 5 except 8=-148(LC 6), 6=-148(LC 7)
Max Grant All reactions 250 lb or less at joints) 1, 5, 7 except 8=297(LC 10), 6=297(LC 11)
FORCES. (Ib) - Max. Comp,IMax. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE'7-05; 90rt TCDL=6.Opsf; SCDL=6.0psh h=25ft; 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 & MWFRS for
.reactions shown; lumber DOL=1 60 plate grip OOL=1.60
3) Gable requires continuous bottom chortl bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 to uplift at joints) 1, 5 except Ut=lb)
8=1
8=16=148.
_
7) mi48,rigitl pitchbreaks including heels" Member end fixity modelwas used in the analysis and design of this truss.
I
XM
.vEG.ANG <iC r,,
P�C;iSTedp *
No. i9900415 ? =
•'• STATE OFQ-
'ENO IANP:'\�9x�j
G
February 1,2017
®WARNING VWffy Ee ign jashaded. add READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MIIIOS one. y0y0S40y5 BEFORE USE.
[/
DO,,,, aid far only mMTkO Th 0 9 based only upon parameters show d 1Individual building po nL not
IN
a Was ".a..B ire use, Ne OugngO mu
st ust very, thepprcaUrty of design parameters and properly nderchrate this design into the overall
among desgn. Brecup lnd.1. 4 to provenl buckling dlmdrwrom Cass web aMror MOM members only. Additional temporary, and remained Gracing
MiTek'
6 always remained for stability and to prevent ceramic with passion Personal Injury and property damage. For general guidance regarding the
taedcalred, storage, dearer, erection and bnung oflneses and tress systems, see ANSIM11 Quality Corona, DSB49 and BC91 Building Component
18023 Seidel, Ridge Rd
Safety Information available tram Tress Plate Institute. 218 N. Lea Street, Suite 312, Aleeandne. VA 22314.
Chesterfield, MO 03017
4x6 =
d
d
3s4 = 4 3v4 =
Scale = 11W O
Jb1a1e_nn661s_CK_Y)_tLoiz.Qy_e)�ta:o,�a
By-s
1-a)
LOADING(pso
SPACING- 2-0-0
CS].
DEFL. in (loc) Vdefl Lot
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1,15
TC 0.29
ben(LL) n/a - n/a 999
MT20 1691123
TCDL 10.0
Lumber DOL 1.15
BC 0.19
Ver(TQ I - nla 999
BCLL 0,0 '
Rep Stress Incr NO
WE 0.07
Horz(TL) 0.00 3 nla n/a
BCDL 10.0
Code IRC2006ffP12002
(Matrix)
Weight: 24 to FT=20%
LUMBER. BRACING.
TOP CHORD 2x4 SPF-S Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling.
BOT CHORD 2x4 SPF No BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SPF-S Stud
REACTIONS. (lb/size) 1=175/8-64, 3=17518-6-4, 4=27818-6-4
Max Horz 1=-91(LC 4)
Max Uplift 1=18(LC 7), 3=18(LC 7)
FORCES. (to) - Max. Comp,/Max. Ten. - All forces 250 (to) or less except wnen shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design,
2)Wind: ASCE 7-05: 90urph;. TCDL=6,Opst: BCDL=6.Opsf. h=25M; Cat. 11; Exp 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',GC for members and forces 8 MWFRS for
reactions shown; Lumber OOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 Off bottom chord live load nonconcurrent 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 2-0-0 wide will
fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) truss to bearing plate capable of withstanding uplift at joint(s) 1. 3.
r
7) "Semirigitl p4chbreaks including heels" Member
ber end fixity model was used in the analysis andnd design Of this truss.
I \\,.s",3EGANG 4 1 v'.
•. P��\STfgFO _
No.19900415 —
•'• STATE OF CZ
F
"",,/ONAl 1"-fi \`\\
IIIIIIII
February 1,2017
®wARIANO waffy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mllgq] rev. nationals BEFORE USE, o
Design valid for use only with MTekle connectors. This design is based only upon parameters shown, and is for an ineiNdual building component, not
a tmss system. Before age me tended, desgoer most verrry the applicability of design pnrematen and ordinary incorporate ans desgInto the crime, _
buiNingdesign. Bacingindicatedistopreventbucklingofmcneduanmsswebandicombmembersonly. eddiuonaltempoaryendpermanentLond n u allays required for slli uay and d P.art collapse with possible personal Injury and properly damage. For 9enerai guidance restating the MiTek
Mandate, storage. delivery. eection and bating of modules am truss Systems. see INS IITpn Dual Criteria. DS841 and Bids Building Component IW23 giving), Ridge Rd
Safety Information available M1nm Truss Plate Institute, 218 N. Lee Street, Suite 312, Abandned , VA 22314. Chestimak, NO 63017
Tmss
Truss Type
Oty
Ply
Wedgewood B���[2891332]7
�J.b
700206
Vol
Valley
1
1
PROGUILD
7.640 s Sep 29 2015 MiTek Indusines, Inc Wed Feb 01 14,01'.26 2017 Pagel
ID k V4fM pdtS9a65bP.U-IJVpzp Wc2-Cgn,XUwF,Riy IjCAG6DN I6kkJeV Mj k4_dJ656,UTd
llFg j 1dva2
7.I6 ]-].5
4x6 = Scale = 1:60.1
3x4 O 8 9 7 10 6 31 O
2x4 II 2,,4 II 2x4 II
LOADING (psp
y`.t14
SPACING. 2-0-0
5_.2.8
CS1.
DEFL. in (loc) Vdefl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOT 1,15
TC 0.17
Vert(LL)
PIS -
n/a
999
MT20 169/123
TCDL 10.0
Lumber DOL 1,15
BC 0.18
VerhTL)
n/a -
n/a
999
BCLL 0.0 '
Rep Stress Ill NO
VVB 0.16
Hoa(TL)
0,00 5
no
Fla
BCDL 10.0
Code RC2006/71`12002
(Matrix)
Weight: 54 to FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 Ed purlins.
BOT CHORD 2x4 SPF No BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SPF-S Stud
REACTIONS. All bearings 15-2-4.
(On - Max H07 1=-169(LC 4)
Max Uplift All uplift 100 a or less at joint(s) 1, 5 except 8=-166(LC 6), 6=166(LC 7)
Max Grav All reactions 250 G or less at joint(s) 1, 5 except 7=380(LC 1). 8=398(LC 10), 6=398(LC 11)
FORCES. Ob) - Max. Comp./Max: Tea - All forces 250 do) or less except when shown
WEBS 2-8=-2571209. 4-6=-2571208
NOTES.
1) Unbalancedroof live loads have been considered for this design.
2) Wmd 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
Extenor(2) zone; cantilever left and right exposed ; end vertical left and right exposed,C-C for members and forces 8 MWFRS.for
reactions sh dem, Lumber DOL=1.60 plate grip DOL=1.60 -
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrebt 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 2-0-0 wide will
fit between the bottom. chord and any other members, with BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In 5
uplift at joint(s) 1, except 01=on
7) Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss.
`�J`yj-GANG4Y "i%,
•.Q r TEgFO
h1o. 199C0415
9 •'• STATE OF 2 c
,FSS%ONWI -`A/iy
February 1,2017
®WARNING Vellyrd-11droaddentions ddREAD NOTES ON THISANU INCLUOEOMITER REFERENCE PAGE Ads 7473.InVor 015 BEFORE USE.�sqpnqO
O q sydandru a tAMT de t Te tl B a d nity of d g mponent not ME
t dealer 6l re a vdied kl nBtl sgn loads goilindividual
the eppl tures web
ba design pardmeiersa dome, lybcdualhrt itl tl sgn permanent
boxl
U ssytl 9.d B ry alnd is lop turpindnyhTer b Ia weband/m cregins damrsonly.r geeral temporaryaitlonthe enl OraclnB Ad(Tel.
es assay, resulted rive,Yentl 1pp Il pSe wilM1p 'Ole perso al lnlury and regions ustav neraria, 0Sce '9 and
the IVr I 1l
raoritslion,ernati n avian ry, eiectionantl Plate Bpltmsses andlrusssy Suite
dria, VA 22314 dy Criteria, OSB-fig and BCBl Building Component I6@35riinglM Ridge Rd
9atety Inlonnetion: availatlk Irom Tmss Plate In51tlNe, 319 N. Lae 61ree1, 6utle 912 Alexandria, VA 3]91l C<teSleNeld. MO 89817
I,Job
Truss
Truss Type
Oty
Ply
Wedgewood 88 Westvale
2177002M
TG14
Roof Special Girder
1
128913325
PRORIIII n Mnr1GGCv11
I c iu Anecn
JOb R¢ferenC6 (OpGOnd )
/.040 $ Sep 29 2015 MiTek Industries, Inc. Wed Feb 01 14. 01:252017 Page 1
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sJ 4.5D
2-5s J 2-14
214 II
5 8 4
6 3,1 = 4.6 =
2.4 II
Scale =l'.26.5
LOADING (psq
TOLL 20.0
TOOL 10.0
BOLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress incr NO
Code IRC2006/TPI2002
CSL
TC 0,09
BC 0.31
WE 0,34
(Matrix)
DEFL, in (Iota III Lad
Vert(LL) -0,01 5 >999 360
VerdTL) -0.01 5 >999 240
Horz(TL) 1 4 his I
Wntl(LL) 0.00 5 >999 240
PLATES GRIP
MT20 ISS1123
Weight: 54 In FT=20%
LUMBER- BRACING -
TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly
applied or 4-8-0 oc purlins, except
BOT CHORD 2x6 SPF No.2 end verticals, and 2-0-0 Be purlins'.
1-2,
WEBS 2x4 SPF-S Stud BOT CHORD Rigid ceiling directly applied
or 10-0-0 oc bracing.
REACTIONS. (Ib/size) 6=865/Mechanical, 4=1174/Mechanical
Max Hors 6=43(LC 5)
Max Uplif16=72(LC 3), 4=72(LC 5)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown.
TOP CHORD 1-6--680169. 1-2=1110165
BOT.CHORD 5-8=-59/1066, 4.8=-59/1066
WEBS 1-5=-75/1255, 2-5=-32/316, 2-4=-1201/67
NOTES-
1) 2-ply truss to be Connected together with 10d (0.131'x3') nails as follows:
Top chords connected as follows'. 2.4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc,
Bottom chords donnected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows. 2x4 - 1 row at 040 oc.
2) All loads are considered equally applied to all plies, except if noted as front IF) or back (8) face in the LOAD CASE(S) section. Ply to ply
Connections have been provided to distribute only loads noted as IF) or (0). unless otherwise' indicated.
3) Wind: ASCE 90mph; L=6.0p BCDL P6, h=25ft; Cat. II; Ezp B; enclosed; MWFRS (low-rise) gable end zone cantilever
5k
left and right exposed ;'Lumber
expo Lumber DOL=1.6
60 plate grip DOL=1
DO
4) Provide adequate drainage to prevent water pending./,Vm
I '
5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurnent with any other live loads.
lV•
6)' Thls 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.
7) Refer to girders) for truss to truss connections.
8) Provide mechanical connection (by others) of trues to bearing plate capable of withstanding 72 Ib uplift at joint 6 and 72 Ib uplift at Joint
4.
9) Semingld pitchbreaks including beefs" Member end fixity model was used in the analysis and design of this truss.
10) purfin does not ct e size or the of the ic along he top
connection
Oevice(s) shalll behprovided sufficient toon
111)Hangere(s) or other support conclentratedload(s)717/ Ib down and 53 lb up at
\ac,,,)�GANGI(ygOi
1-9-12, and 711 to down and 49 lb up at 3-9-12 on bottom chord. The design/selection of such connection device(s) is the••"
' •
"
responsibility of others.
• (j1STiFif�••
LOAD CASE(S) Standard
? No 19400475 ? _
1) Dead, Roof Live (balanced) ♦. Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15
_�
Uniform Loads (pip
_
•••
Vert: 1-2=100(P=-40), 2-3=-100(1`=-40), 4-6=-40(F=-20)
'" 'o STATE OF Q'
Concentrated Loads (to)
�� 9 '• v W
Vert: 7=-717(3)8=-711(B)•":�!1'DIANP
February 1,2017
®WARNING -V /ytl g parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE all 7473 IvV3Q015 BEFORE USE.7�1
D¢sg 10f a ly rN lAct t Thi0 ig e 0 my up p 1 M1 0 I d 0 leilo g ompanenl, notBrol
useb
kI gd sign0 g dicatedistopreventbuckingofi d id 11 p n/ pE m0eeonly Addtonall po ry dp 'nentbracin9is
M'Y requiredf ttat,and topr...nl mllapse wlppssola redoutinjury and property damage. For general gudance regarding fie
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIf Quality Criteria. DSB-89 and SCSI Building Component
Safety Information avallade from Truss Plata my"alq 21a N. Lee Suit Suite 312, AlexandriaVA 22314.
Rd
J00 Truss �Special
Oty Ply Wedgewood 88 Westville
Bt]]0020G TG13128913324
er 1 as
L lob Reference (optional)
PRVF ILD. MDORESVILLE, IN 46158 7.640 s Sep 29 2015 MiTek Industries, Inc. Wed Feb 01 14'.01:24 2017 Page 1
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10
6
3.4 II
312
10.GO 12 3xe -3
3x4 = 4.6 =
LOADING (psf)
SPACING-
2.0-0
CSI.
DE FL.
in
(IOC)
I/den
Ud
TCLL 20.0
Plate Grip DOL
1,15
TC 0.54
VeIT LL)
-0,06
5-6
>999
360
TCDL 10.0
Lumber DOL
1.15
BC 0.93
Ven(TL)
-0.15
5-6
>704
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.32
Hom(TL)
0.02
8
File
ri
BCDL 10.0
Code IRC2006rTP12002
(Matrix)
Wmd(LL)
0.04
5-6
>999
240
LUMBER.
BRACING.
TOP CHORD 2x6 SPF No.2 *Except*
TOP CHORD
2-3: 2x4 SPF No.2
BOT CHORD 2x6SPFNO.2
BOTCHORD
WEBS 2x4 SPF-S Stud
OTHERS 2x4 SPF-S Stud
REACTIONS. (Ib/size) 6=1804/Mechanical, 8=909/0-3-0
Max i 6=76(LC 11)
Max UPI1116=-153(LC 3), 8=-112(LC 5)
FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (to) or less except when shown.
TOP CHORD 1-6=-8861114, 1-2=1079/62, 4-7=-671880, 3-7=-671880
BOT CHORD 4-5=-9011045
WEBS 1-5=-6211172, 2-5=36r783, 2-4=-1527/126
Scale = 1:48.6
PLATES GRIP
MT2D 1691123
Weight 112 lb FT=20%
Structural wood sheathing directly applied or 6-0.0 oc purlins, except
end verticals, and 2-0-0 oc, purlins (6-0-0 max.): 1-2.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES.
1) 2-ply truss to be connected together with 10d (0.131"x3') nails as follows:
Top chords connected as follows: 2x4 - 1 row at G-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads 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 provided to distribute only loads noted as (F) or (6), unless otherwise indicated.
3) Wri ASCE 7.05; 90mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25f : Cat. II; Exp B; enclosed: MWFRS (low-rise) gable end zone; Cantilever
left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water bonding.
5) This truss has been designed for a 10 0 psf bottom chard live load nonconcurrent with any other live loads.
6) • This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will
fit between the bottom chortl and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Bearing at jdint(s) 8 considers parallel to grain value using ANSIrTPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing. plate capable of withstanding 153 In uplift at joint 6 and 112 lb uplift at
joint 8.
10)'Semi-rigid pitchbreaks Inducing heels" Member end fixity model was used in the analysis and design of this truss.
11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/Or bottom chord.
12) Hanger(s) or other connection devices) shalt be provided sufficient to support concentrated load(s) 645 lb down and 43 lb up at
1-9-12, and 1154 lb do" and 88 to up at 3-0-11 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
LOAD CASE(S) Standard
1) Dead ♦ Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Continued on page 2
®WARNING Varlly Oeaign parameers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ANF)FITlre, 10MJR015 BEFORE USE.
Design wum for use onry In MiTek® Connectors. This design ¢ based only upon parameters snows, and u loran Indi ner al Willing component, not
a truss system. Before use, she coilcirp oesgner must wmy the inea... ilia of desgn W remelers all gopedy Incpmprate this desgn Into the overall
Wilding in sgn. Brzcing ndiulad ¢ to Orevent ouckl'mg of individual trvss coat all/or rlreN mamners only, gdddionel temporary all permanent bracing
isaMays amulred elbron My and to prevent collage with possible personal injury and progeny damage. For general gnideoceregarding the
rabmeapar,smrage,convert, erection and bracing oltmsses all truss systems, see ANSITPIt Quality Criteria,DSB-89 and Scar Bending component
Sappy Information! available from Truss Plate Institute , 218 N. Lee Street.5uite 312. Alexandria, VA 2231t.
,30GANIG 4 1,,
.: P��15TEgF0
No. Q900415 =
p '•, STATE OF :'BIZ
IA
G ixx O N A rI 1 S
February 1,2017
"T
MiTek-
16023 Swingley Ridge Rd
ChesteRiekl. MO 63017
,uu buss Truss Type Oty Ply Wedgewood 88 Wesbale
B17700206 TG12 Hip Girder 128913323
1 n .
L JbR
PROBUILO, MOORESVILLE, IN 46150 7.640 s Sep 292015 MiTek Industries, Inc. Wed Feb 01 14:01:24 2017 Page 1
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biz ~-a s2A-{ 8�10A e.E a 25�ts 3z1103 ~ a.2�
5,,8 = 2.4 Cd = Scale= 1.91.2
4 6
1000 12
ass i
3x6 O
3 7 3x6 J
l B
2x4 II
cl
x12
9
19 18 17 14 5x6 O
46 = 5xl2 = 10
6=
6 15 13 12 fi
2x4 axE = 4x8 = 4.6 = Bx8 =
11
9.00 12 3.4
Y0-0�=2�Q]�p n 4 2G-¢1]noeta ._35i3D�
g i5.a 0.i'Oa a, a S.3A fi3L 3:2-3
_Plate t5B15-(X Y1-- f4JU_4_0-2-07 jSy_6-4l1..117_'0 5-0 0 2-01
.LOADING (psp SPACING- 2-0-0 CSI. DEFL, in (ion) Udell La PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TO 0.56 Vert(LL) -0.06 12-13 >999 360 MT20 169/123
TCDL 100 Lumber DOL 1,15 BC 0.36 Vert(TL)-0,1412-13 >999 240
BCLL 0 0 ' Rep Stress Incr NO We 0.80 Horz(TL) 0,09 11 DID the
BCDL 10.0 Code IRC2006TTPI2002 (Matrix) Wntl(LL) 0,0412-13 >999 240 Weight: 424 to FT=20%
LUMBER. BRACING-
TOPCHORD 2x4 SEE No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except
BOT CHORD 2.6 SEE Nb.2-EXCept- end verticals, and 2-0-0 no purlins (10-0-0 max.): 4-6.
5-16>2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. Except
WEBS 2x4 SPF-S Stud 'Except' 1 Row at midpt 5-17
4-17, 15-17,6-17,6-15:2x4 SPF No.2
REACTIONS. (Ib/size) .17=279110-3-8, 11=1247/0-3-8, 19=-193/0-3-8
Max Hord 19=-268(LC 3)
Max Upllftl7=83(LC 6), 11=110(LC 6). 19=-471(LC 10)
Max Grav17=2791(LC 1), 11=1256(LC 10), 19=134(LC.3)
FORCES. (ID) - Max. Gong Wax. Ten. - All forces 250 (to) or less except when shown.
TOP CHORD 3-4=-59/957,4-5=011198,5-6=011187, 7-8=-523191, 8-9=-680/70, 9-10=-34091253,
10-11=-1205/120
ROT CHORD 18-19=;599/330, 17-18=717/334 5-17=4921196, 14-15=01478, 13-14=C/478,
12-13=-128/2337, 11-12=17/257
WEBS 3-18=-3091163, 4-18=-51447, 4-17=-1217137,6-17=-15951140, 6-15=-75/699,
7-15=-760/184, 7-13=-6/641, 9-13=-19191239, 9-12=-9012023, 3.19=-67/920,
10-12=-136/2563
NOTES
1) 2-ply truss to be connected together with 10d (0.131"x2f) nails as follows: I,
Top chords connected as follows: 2x4 - t raw at 0-9-0 cc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 ad, 2x4 - 1 row at 0-9-0 cc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 12-9 2x4 --1 row at 0-6-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front IF) or back (8) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (6) unless otherwise Indicated.
3). Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-0590ift TCDL=6.Opsf, BCDL=6.Opsf; h=25ft1 Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone' cantilever
left and right exposed
drainage to vertical
elnttwa er right
pendin9osed; Lumber DOL=1.60 plate grip DOL=1.60 If > pP JEG AN �� 5) Provide adequateprev
6) This truss has been designed for a 10 0 par bottom chord live load nonconcument with any other live loads. •••
7) -This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will c40^1�'TER�c'
fit between the botlom chard and any other members. P O
8)Bearing atjoint(s) 11 considers parallel to grain value using ANSIFEI l angle to grain formula. Building designer Should verify capacity - No. 1^>90041?
of bearing surface. -
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 Ib uplift at joint 17, 110 lb uplift at joint 11 - -
and 471 Ib uplift at joint 19. Z "Q STATE OF Q- 2
10) Semi rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. % 9 7 teu
C
n) Graphical purlln representation does not depict size or the orientation of the purlin along the top and/or bottom chord. O•o '•- ND...... �L >\
c ••......
12) Hanger(s) on other connecion devices) shall be provided sufficient to support concentrated loatl(s) 8461b down and 841b up at z�i D S O O
32-0-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. VZT4j7S;I Ok E�\yxvw
IQ, &6g,,"ft,S23nc1ard February 1,2017
®WARNING -Verify dIg pareamerears and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII J4J0 ve. hour OfS BEFORE USE g
Design valid for only Ia MT k® d Thiso 'g " based my upon parameters snow 0 e 0 ID leg tponell net
Iudssystem. Beforeuse.lne ou le nge gner must vaNy the oppl'ceellny of oes'gn parameters entl propsly'ncorpmale0s desgn le In, .-.11
nuiMingdesign. Bracing indicated lslo prevent burping oliedividuallrusswidanolorcnoN mcrards only.Adde,pnandenpo2ryendpermaienl bracing MiTek'
is e Mays requited am therapy antl to prevent rellapse wltn possible per dal Injury and prope my damage. Far,enrol guidance regardmq the
labiicardr,slace,delivery; erection and, rood, of trusses and moss systems, tee ANSIRPI1 Quality Criteria, DS049 and BCSI Building Component 150235wingley Ridge Rd
Safety Infolmenum availarle tr...Truss made palpuie, 218 N. Lee Street, Stop 312, Ale.smad. VA 2231a. Cnestarfleld. MO 63017
-" `Yyn` CRY Ply Wedgewood 88 Wesedle
B177002o6 TGII Roof Special Girder 1
1 12891332'.
-
PROBUILD, MOOR=SVILLE, IN 46158
Job Reference o
Industries
].640 $Sep 292015 MiTek Industries, Inc. Wed Feb 01 14:01'.232017 Page
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WHWR2yw2]5q_d VEZWm6U416ZE99self5RUnzpUT
2Bo 10m
1-28 ~180 52-0 I
02
I-3-2-f
S20 6
23_~351-�3—/-363.1 1-28'
Scala= 1'.72.6
8x8 = 6x6 =
3x6 =
8 9
=
000 t2 5xB = 3,6 = 2.4 II 5x12
3 4 6
7
a�
b 4x6
4t
3.80
10
23 22 24 25 21 26 27 20 8
16
2x4 II 46 = 4x6 = 'Bx16 =
- t: 6
19
18 A 15 14 11 12 m
2x4 II 4x6 = 4x6 = 4x6 —4x8
V
m
13
9OR 12
3.4 II
&p v- 6➢ i!).n 'y.10 n
2_UQ 2b4d_ i2 Q L 114➢
2A.0 SJ➢ <'t➢:➢_�9_➢�6. 0.2,2.3.]
3'-3 63-] t_J,3�
_PJa1e_Q1f6etslX_Y)=[20-2_74>�1..f3:0��.0.2-131-18:0-S�ge].:[4;4=31.Edye�_U
LOADING(pso
SPACING 2-0-0
CSI.
DEFL.
in (too) I/deft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1,15
TC 072
Vert i-L)
-0.07 14-15 >999 360
MT2D 169/123
TCDL 10.0
Lumber DOL 1.is
BC 041
Vert(TL)
-0. 1914-15 >999 240
BCLL 0.0
Rep Stress Incr NO
WB 1.00
HOrt(TL)
0.14 13 The life
BCDL 10.0
Code IRC2006/TPI2002
(Matrix)
Wmd(LL)
0.04 14 >999 240
Weight: 187 lb FT=20%
LUMBER- BRACING.
TOP CHORD 2x4 SPF No.2 'Except* TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins, except
7-8. 2x6 SPF No.2-
end verticals,. and 2-0-0 oc purlins (6-0-0 max.)'. 3-7, 8-9.
BOT CHORD 2x6 SPF No 2 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 ec bracing, Except:
6-19: 2x4 SPF-S Stud, 13-14: 2x4 SPF No.2
6-0-0 oc bracing: 22-23,18-19.
WEBS 2x4 SPF-S Stud WEBS
1 Row at Fri 7-20
REACTIONS. (Ib/size) 23=520/0-3-8, 20=1693/0-3-8, 13=873/0-3-8
Max Harz 23=-204(LC 11)
Max Uplift 23=316(LC 5), 20=-430(LC 3), 13=-101(LC 14)
Max Grav 23=549(LC 9), 20=1693(LC 1). 13=873(LC 1)
FORCES. (G) - Max. Comp./Max. Ten. -All forces 250 (lb)or less except when shown.
TOP CHORD 2-3=-480/345, 3-4=-380/414, 4-5=-12/603, 5-6=-12/603, 6-7=-11/588, 7-8=-782/125,
8-9=-637/109, 9-10-936/73,10-11=-2219/38, 2-23=-530/340, 11-13=-840/75
BOTCHORD 22-24=-308/340,'24-25=-308/340,21-25-308/340.21-26=406/377,26-27=-406/377,
27-28=-406/377, 20-28=-406/377, 6-20=-402/161, 17-18=01645, 16-17=0/556,
15-16=0/556, 14-15=D/1598
WEBS 4-20=-1015/457, 18-20=0/676, 7-20=-1334/57, 9-15=0/298, 10-15=-987/134,
1044=0/770, 2-22=-268/356, 11-14=0/1775
NOTES-
1) Unbalanced roof We loads have beenconsidered for this design.
2) Mind: ASCE 7-05, 90mph', TCDL=6 Opsf;. BCDL=6.Opsf; h=25ft', Cat. 11;'Exp B; enclosed, MWFRS (low-rise) gable end zone', cantilever
left and right exposed., end vertical left and right exposed; Lumber D0L=1.60 plate gnpDOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) - This truss has been designed for a live load of 20. Dpsf 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.
6). Bearing. at joints) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 316 lb uplift at joint 23, 430 to uplift at joint
20 and 101 to uplift'at pint 13.
8) "SernFrigid pitchbreaks inclutling heels" Member end fixity model was used in the analysis and design of this truss_
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the tap and/or bottom chord.
10) Hanger(s) or other connection device($) shall be provided sufficient to support concentrated load(s) 46 lb down and 131 lb up at 2-8-0,
17 to down and 83 1b up at 4-8-9, 17 Ib down and 83 to up at 6-8-9. 17 In down and 83 1b up at 8-8-9, and 17 to down and 83 G up at
10-8-9, and 17 lb down antl 83 G up at 12-5-9 on bottom chord: The design/selection of such connection device(s) is the
responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced)'. Lumber Increase=1.15, Plate Increase=1.15
Continued on page 2
WARNING Vwtydesign parameters d READ NOTES ON THIS AND INCLUOEOMITEK REFERENCE PAGE ASI-Eurgoine.10/O3R015BEFORE USE.
sign veto far use only-AM1 MTh® connegors This dead, used ally up P... ralelpsnow, tl I for an rugh,paurl bolding component, a.,
a s systemsell use, the on Id'ng designer must venry the egpliesoihery of de519n Oaremeters and Pled, Ineo,prmhe this design Into the Pvefal1
ssible personal injury and propeny damage. For general guidance regarding the
and truss systems; see ANSYTPIt Oualily Criteria, DSB49 and eC 51 Building Component
N. Lee Street, Suite 312. Alexandria, VA 22314.
•; PSG\STE',gFO _
A.
p •'•, STATE OF :�fir
DIA
Olh S;,tiN
February1,2017
MiTek'
16023 Swindler, Ridge Rd
Chesterfield. No 63017
russ Truss Type 0 - y Ply Wedgewood fib Wastes.
177002M TGe) Roof Special Girder 1 2 12891332
Job Reference (optional)
PROBUILD, MOORESVILLE, IN 46158 7.640 s Sep 29 2015 MiTek Industries, Inc. Wed Feb 01 14.01:22 2017 Page
ID'. kV4fMpdtS9s35bPwUaiJVpzpWc2-V3T73AROBcwGTgPRx02HOvyxH19c0obV3OLuyK pUI
a 0- 4 793 s s
9:2z-e-e _4
-8-10 2�3-] &56 3-10-1�l 32J �'LB
10.00 12 4.8 — 5x6 = Scale = 1,52D
900 12
3x4 I
LOADING (psi
TOLL 20.0
TCDL 100
BOLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1,15
Lumber DOL 1.15
Rep Stress [nor NO
Code IRC2006ITPI2002
CSI.
TC 0.58
BC CS9
WE 062
(Matrix)
DEFL.
Ved(LL)
VerhTL)
Hohi
Wnd(LL)
in (loc) I/deft L/d
-0.111012 >999 360
-0.2810-12 1951 240
DA7 8 n/a n/a
0, 1710-12 >999 240
PLATES GRIP
MT20 1691123
Weight:. 220 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-4 PC purlins, except
BOT CHORD 2x6 SPF No.2 *Except-
end vellicals, and 2-0-0 oc purlins (6-0 D max.): 1-2, 3-4,
8-9; 2x4 SPF No;2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
WEBS 2x4 SPF-S Stud 'Except'
4-12,6-9:2x4 SPF NO.2
REACTIONS. (Iblslze) 14=18660-3-0.8=1885i0-3-8
Max Horz 14=-191(LC 11)
Max Uplift 14=-782(LC 3). 8=-740(LC 6)
FORCES..(Ib) - Max. Comp./Max.. Ten. - All forces 250 fb) or less except when shown
TOP CHORD 2-3=-3293/1519,3-4=-2483/1162.4-5=-3169/1407, 5-6=-5255/2041-, 6-8=-1901/748
BOT CHORD 1374=-1362/3037, 12-13=-1356/3033, 12-15=-1035/2399, 11-15=-1035/2399,
11-16=-1035/2399, 16-17=-1035/2399,10-17=-1035/2399,.10-18=-1430/3797,
9-18=-1429/3794
WEBS 2-14=-3364/1492, 2-12=-747/286; 3-12=-881/1705, 4-10=-731/1513, 5-10=-1429/521,
5-9=-593/1734;.6-9=-1565/4140
NOTES--
1) T ply truss to connected connected together with tow at 0-9 "x3") nails as follows:
Top anords (allows' 2x4 - 1 raw at 0-9-0 oc:
dscon connected
Bottom chords connedetl as Follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads 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 provided to distribute only loads noted as (F) or (B):'unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design. - -
4)Wnd ASCE.7-05; 90mph;,TCDL=6.Opsf,. BCDL=6 Ops( h=251`1; Cat. 11;'Exp B; enclosed; MWFRS (low-rise). gable end zone; Cantilever
left and right exposed end vertical left and right exposed; Lumber DOL=1.60 plate grip.DOL=1 E0
5) Provide adequate drainage to prevent water ponding.
) Tnlsli P
f bottom chord
ned for a
ve oad noncouncurpent with any otherive loads
- GANrG
truss has been deigned for a live load of 20Opsf on the bottom chord in all areas arectangle 3-6-0 tall by 2.0-0 wide will
'.J,
fit between the bottom chord and any other members.
8) Bearing at joints) B parallel ANSI/TPI
.........
:
considers to grain value using 1 angle to grain formula. Building designer should verify capacity
�GiST6/9
of bearing surface.
•
9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 782 lb uplift at joint 14 and 740 Ib uplift at
_ Np. °, 991I S -_
joint 8.
t—_
10)-Semi pitchbreaks including heels" Member end fixity model was used in the aralysis and design of this truss.
_
•'•
11) Graphical purlln representation does not depict the size or the orientation of the purlln along the top, and/or bottom chord.
S -o STATE OF
12) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated loads) 391 lb tlown and 235ib up at
"A "• 41 4
4,
'six
5-1-1, 1651Id down add 15316 up at 7-1-1, 185 Ib down and 1531b up at 7-4-15 185 IS down and 1531b up at 9-4-15,1851b down
and 1531b uP at I IA-15,1851b down and 1531b up 13-4-15,
...... ANF::
FSS " „
at and'185 lb down and 153 lb up at 15-4-15, and391 Ib tlown and 235
pl`y
x0])/_/Ok
Ib up at 17-4-15 on bottom chord. The design/selection of such connection device(s) is the responsibility Clothes;
,tEllvyPx
gJ9AELBA"ftd3i3andard
February 1,2017
nors and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII)OJ me. 100112015 BEFORE USE
combelow This designis based only upon Diameter
shown.tl is for 0 a 0 I tomedarg component; not
,a designer must verity the appl'caollity ofdesign parameters and property'ncurporla the design into the overall
to prevent buckling ofmdrvidual truss web andlorchod mem0ersonly. Additional temporary and permanent bracing 11 (Te 1.
prevenl collapseM cull possible personalli and damage. Ffm general guidance r,,.mr,g the Ii
and bracing of trusses and truss systems, see ' ANipon4l onelpy Criteria. D5849 and SCSI Bu Ill Component 16023 Swingley Ridge Rd
.,a Plate bear ute, 210 N. Lee Street, SuM1e 312. Alexandra' VA 22314. Chesterfield, MO 63017
russ Truss Type Oty Ply W.dg...ed 88 Westvale
TG08 Half Hip Girtler 1 1
bRf II
MOORESVILLE, IN 46158 7.640 s Sep 292015 MiTek Industries, Inc. Wed
I D: k V 4fMpdtS9s65bPwU-IJV pzpW'c2-4tvls,Q.R J.PFX,ENt)
v-5s-5 b
tare
]3-t:
5x6 =
3,6 11
T 3s4 = 4x5 =
2x4 II
5ERa1Wil
Scale - 122 6
plate9Hseli(X V)-- (2'0-3-70-1-e)�[3;0-3°90-&Bl
LOADING (Pat)
SPACING- 2-0-0
CSI.
DEFL. in (fee) I/de(I L/d
PLATES GRIP
TOLL 20.0
Plate Grip DOL 1.15
TO 068
Velt(LL) -002 5-6 1999 360
MT20 1691123
TOOL 10.0
Lumber DOL 1.15
BC 0.21
Vert -0.06 5-6 >999 240
BCLL 0.0 '
Rep Stress met NO
W8 0.28
HOf2(TL) 0.00 5 1 n/a
BCDL 100
Code IRC2006/TPl2002
(Matrix)
Wnd(LL) 0.03 5-6 >999 240
Weight. 41 lb FT=20%
LUMBER BRACING -
TOP CHORD 2x4"SPF No,2 TOP CHORD Structural wood sheathing directly
applied or 6-0-0 oc purlins, except
BOT CHORD 2x6 SEE No.2 end vemcals, and 2-00 oc purlins
(6-0-0 max.): 34
WEBS 2x4 SPF-S'Stud BOT CHORD Rigid ceiling directly applied
or 6-0-0 oc bracing,
REACTIONS. (lb/size) 7=455/03-8, 5=360/0-1-8
Max Horz 7=111(LC 13)
Max UpIti 181(LC 5), 5--144(LC 3)
Max Grav7=455(LC 1), 5=360(LC 10)
FORCES. (Ib) - Max.. Como/Max. Ten. - All forces 250 (to) or less except when shown.
TOP CHORD 2-3=-325/182, 2-7=-540/240
BOT CHORD 6-8=-150/275, 8-9=-150/275, 9-10=-150/275, 5-10=-150/275
WEBS 3-6=-126/278, 2-6=-198/415
NOTES-
1) Unbalanced roof live loads have been Considered for this resign.
2) Wnd: ASCE 7-05j 90mph; TCDL=fi Opsf, BCDL=6.Opsf, h=25R, Cat. II', Ezp B: enclosed MWFRS (low-rise) gable end zone, cantilever
left and right exposed end vertical left exposeB, Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss hasbeen fora alive par chord live load with any other live loads.
•This chord
5) design loatio f 20 bottom i al
truss has been chord a for n live other me bers f on the bottom chord in all areas where a rectangle3-6 0 tall by RO-0 wide will
fit between the bottom chord and any other members,
6) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing. surface
7) Provide mechanical connection (by others) of mri to bearing plate at joint($) 5.
8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 181 ID uplift at joint 7 and 144 to uplift at
oint'5,
9) "Semi -rigid pitchbreaks relining heels' Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord
other
11) connection
shall be sufficient down
43 )b down entl 51 to up a9 12 and)43 to down and 51 llbup at 4-9-12, and 43 b down and 51)to up at6-9-12 on6bottom Chord.
v�x\\\ilEG A N/(x` L7/1rv/
The design/selection of such connection devices) is the responsibility of others
LOAD CASE(S) Standard
;' P� FO••.
1) Dead . Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1. 15
NO- 99004 15 ? —
Uniform Loads (pit)
— =
Vert : 1-2=-60,2-3-60, 3-4=-60, 5-7=-20
i • —
Concentrated Loads (Ib)
-o '• STATE OF Z
Vert: 6=-86=-169=-1610=-16
,+
%9 •• .
•':.NDIANPI•'•�
••
,�xOxTSS/ONA,
1EN\xxx'O
February 1,2017
®WARNING Verify dp dandareparders and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl T473 1N0]R015 BEFORE USE:
ences
Design lid for ly withMTkA denceporkThis design based onlyupo pragensider, ended,tl for d-rdendualbldgcompo nr, not
superstate. Befineuse the bulongo goer must verity the applicability ofdesign parameters and property integra l this design Into lM1 oerall
b IU BIhi td1. top Ib kl y ! o d'lt p tl/ t1 - Lori 11 AJ4l nl p -ryantl permenetlbac i0
!. M(TQI•
1design.8
11 M y P real t pot 0 t p sM1pa. 0 'I' se tlp 0enyoan g F aralri o gaMiB the
delivery
I b t storage, tl ry: erection o n d
B ellipsoids tl t systems, e
it O y Criteria, 0$8-09 ono SCSI Building Component
Chest Swingley
160 ng Rd
safety germander ova table from Toss Plate lnstlute, 216 N.L 51 ¢et,Sut 31s AI anpna, VAs231
l dya, VA
CM1esterrelo.M0630P
6301
Truss Type
80 Wesivals
Half Hip Girder
MOORESVILLH, IN
MiTek lndustn'es, Inc
Idb-1-0 —GSA
1-2-a Sit-0 -00
4x6= 2x411 Scale=l'.51.a
7 6 5
2.4 4xfi = 4 e —
plate OHssttl2Lyl-- f2'0-2-12,0-1_81 f3:Q-6�-01
AO
LOADING(pli
SPACING 2-0-0
CSL
DEFL. in
(11 C) I/defl L0
PLATES GRIP
TCLL 200
Plate Grip COL 1,15
TC 0,40
Vert(LL) -0,01
6-7 R999 360
MT20 169/1
TCDL 10.0
Lumber DOL 1.15
BC 0.13
Vert(TL) -0.03
6-7 >999 240
BCLL 0.0 '
Rep; Stress Inor NO
WE 0.46
Horz(TL) -0.00
5 nor nla
BCDL 10,0
Code IRC2006ITP12002
(Matrix)
Wlnd(LL) 0.01
6-7 >999 240
Weight: 46 lb FT=20oa
LUMBER.
BRACING -
TOP CHORD 2x4 SPF No.2
TOP CHORD
SHLcturat wood Sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x6 SPF N6.2
end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4,
WEBS 2x4 SPF-S Stud
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (ID/Size) 5=575/Mechanical, 7=436/0-3-8
Max Horz 7=228(LC 5)
Max Uplift5=294(LC 5). 7=36(LC 5)
FORCES. (to) - Max. Comp./Max. Ten. - All forces 250 (B) or less except when shown.
TOP CHORD 2-3=289/60,.2-7=-369/55
BOT CHORD 6-7=-255/117
WEBS 3-6=-191/416, 3-5=-518/280, 2-6=-75/252
NOTES.
1) Wind: ASCE7-05; 901 TCDL=6.Opsf, BCDL=6.Opal h=25fl; Cat. II; Exp B', enclosed; MWFRS (low-rise) gable end zone', cantilever
left and right exposed ; end vertical left exposed; Lumber D0L=1 60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water Doodling.
3) This truss has been designedfor a 10,0 pat bottom chord live load noncwncurrent with any other live loads.
4)' This truss has been designed for a live load of 20.Opsf on the. bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5) Refer to for truss
(b connections.
mechanical ct on
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 294 Ib uplift at joint 5 and 36 to uplift at joint
7.
7) Semi -rigid pitchbreaks including heels' Member end fixitymodel was used in the analysis and design of this truss.
8) Graphical pudin representation does not depict the size or the orientation of thepurlin along the top and/or bottom chord,
9) Hanger(s)'or other Connection device(s) shall be provided sufficient to support concentrated load(s) 413 1b down and 258 B up at 5-1-0
on bottom chord: The tlesign/selection of such connection device(s) is the responsibility of others. -
LOAD CASES) Standard
1)
Uniform Loadsl(�fbalancetl): Lumber Increase=1.15, Plate Increase=1.15
ox� o-GANG 4 1,,x
Vert: 1=2-60,2-3=-60, 3-4=-60, 5-7=-20
&
Concentrated Loads
��
GISTER ••.
(Ib)
FO'•
Vert: 6=413
;' Q�
_
j Ir 19900411) ?
p�•, STATEOF •;•1c,
DIA
/xxO�ss'ONA Ox`�O
1IEN
February 1,2017
®WARNING Vtl1yE Iq Parent d READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIITQ] 10/O]/POIS BEFORE USE.
Design -lid her ly w1hMT k® commocas,Thi east,, us," 1,11, Chi Imorpreas I've,tl for a inchlid,olE Itl g component
r
a truss system. Before use the doldog designer Codes,Codes,the eppleaulhy of d moeM po 1 up parameters and pn ors design Into n all
b M g0esi,is B rig mil is to preoerl buckled of ti Itlual truss web nbrorchorl members only. Additional temporary and permanent_ b"aced lr
s always reyuiretl for slab My art to prevent collapse with possible personal injury and pmpeny damage, For general gro once regarding the IYI rl'T 1.
Il
findametan Momge,dei mr,seepron and bracing Worships and truss oystsmssee ANSVTPH Oualtly Criteria, DSB49 and Goal Building Component 16023 Saingley Ridge Rd
safety lefoimatl b1 "an T Plate heads. 218 N. Lee Sbeel, Suite 112 AlexanOne. VA 22314, Chesterfield, M063017
ss Truss Type Off, Ply Wedgewood 8SWesNale
817700206' TG04 Hip Gander 128913315
1
2 Job Reference oplionall
PROfiUILD, MOORESVILLE, IN 46156 T640 s Sep 292015 MiTek lnduslnes,Inc. Wed Feb 0114:01: 192017 Pane 2l
NOTES- —' frlp—v11m0UAVIrmunsc1U3DUnN_uauuMUJN21EL0zt
11) "Semi -rigid pitch breaks including heels' Member end fixity model was used in the analysis and design of this truss.
12) Graphical purlm representation does not depict the size or the orientation of the purlinalong the top. and/or bottom chard.
13). Hangegs) or other connection devices) shall be provided sufficient to support concentrated ]cools) 340 In down and 156 Ib up at 2-0-4, 312 Ib down and 59 In up at 4-0-12,
312 be down and 66 to up at 6-0-12, 312 In down and 97 to up at 7-4-0, 312 Ib down and 141 to up at 8-7-4, 312 to down and 141 lb up at 10-7 ., 316 Ib down and 162 to up at
12-7-12, 238 lb tlown and 167 to up at 14-7-4, 230 1b down and 166 lb up at 16-1 14, 236 to down and 167 Ib up at 18-1-14, 238 1b down and 167 lb up at 20-1-14, 238 to
down and 167 Ib up at 22-1-14, 238 to down and 1671b up at 24-1-14, 238 Ib down and 1671b up at 26-1-14, 238 Ib down and 167 Ito up at 28-1-14, 230111 down and 166 Ib
up at 30-1-14, and 2301b down and 166 In up at 32-1-14, and 555 In down and 311 to up. at 34-1-14 on bottom chord The design/selection of such connection devices) is
the responsibility of others.
LOAD CASES), Standard
1) Dead + Roof. Live (balanced) + Umnhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plo
Vertr 1ri2=-60, 2-4=-60, 4-9=-60, 9-11=-60, 11-12=-60, 23-24=20, 20-22=-20, 191 16-35=-60, 16-39=20, 15-39=-60, 13-15=-20
Concentrated Loads (G)
Vert 20=-316' 15=-230 23=-340 25=-312 26=-312 27=-312 28=-312 29=312 30=-238 31=-230 32=-238 33=-238 34=-238 36=238 37=-238 38=-238 40=-230 41=-555(F)
®WARNING -Verily design Parameters and REAV NOTES I
Deslgn vela Ior use only whn MTeh® connectors. Tnls Ocsia11
e buss system Belpre use; Ne tariff aeslgner must verity tl
N, Lee
PAGE sod-7473 re,
for an individual bu o<
15 BEFORE USE.
fineat, not
the owull
eat orating
the
:St Building component
16023 Swingle, Ridge Rd
Chesterfield. MO 63017
Job Truss Truss Type Oly Ply Wedgewood 88 Weslvale
317700206 128913314
TG03 Root Special Girtler 1
bRf
IvwOnEpvlue, IN abt Sd 7.640 s Sep 292015 MiTek IndustriesInc, Wed Feb 0114. 01: 182017 Page:
ID: kY4fMpdtS9sB5bPwUaiJVpzpWc2-flDdEoNv000r_36gibzL33nGP5puUvKv8ONhoZzo UTI
LCADCASE(S) Standard
1) Dead Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (Dl
Ved. 1-4=-60,4-7=-60, 14-15=-20, 91, 8-9=-20
Concentrated Loads (lb)
Vart I1=-1866(F) 10=1866(F) 16=-437(F) 17=536(F) 18=-498(F) 19=-498(F) 20=1866(F) 21=498(F) 22=-498(F)
®WARNING` Venlyd 0V I ddEAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII Pq] 1WO312015 BEFORE USE
Design - Itlt only Ih MTske to This called -a based only upon parameters shown artl isfor an und,adinal-building component, -not
a trusssy5lem. Donald use to, b0id amemust varly the applicability of design parmetent and properly teman1e the design th lver olo e .—all
bidding design Bg'dicated is to prevent Icking ofirmandualtss with unclear option members only. riontional himpaccer, and pennanetl dracng IVk Ia a1(Tgl.
Il always worried far I,11, and of prevent collapse withpo ibI p anal injury andpmpany damage. For genetalguidance egaillmg the
labntalion; storage. delivery; erection and bracing of trai and tmss systems, see ANSVTPIt Quality Cntena, OSB-89 and BC51 Building Component 16023 Swmgley Ridge Rd
6ehty tnlonnsidgm avellitfirom Tmss Plate lng,rce,218 N.Lee BVeet, Safe 31$Alocationa, VA 22314- ChasteNeld, MC 63017
Job
Truss.
Truss Type
Off,
Ply
Wedgewood BB Westvale
8177002M
TG02
Hip Girder
1
128913313
^
rnvoul,
w
rmuulteJVILLt,
IN 46158
Job Rf t I)
76405 Sep 292015 MiTek Industries,
I on. Wed Feb 0114,01. 172017 Page:
N(1TLC_
10 kY4fMpdtS9$85bPwU aiJ V pzp W c2-B6fE0SN H N41_NvXTetS6
W rE9ihU hIXKIwke7G7zbUTm
11THanger(s) or other connection device(s) shall be provided sufficient to support concentrated load (a) 346 lb down and 192 to up at 4-9-6, 173 ID down and 140111 up at 6-9-6,
173 Ito down and 140 d up at 8-9-6 173 lb down and 140 a up at 10-9-6, 173 Is down and 140 lb up at 12-9-1 173111 down and 1401b up at 14-9-6, 173 lb down and 140 to
up at 16-9-6; 173 lb down ant to up at 18-9-6, 173 lb dawn and 140 Ib up at 20-9-6, 173 In down and 140 Ib up at 22-9-6, 173 lb down and 7L0 IO up at 24-9-6, 173 lb
down and 140 to up af. 26-9-6. 173111 down and 140 lb up at 28-9-6, 173 lb down and 140 Is up at 30-9-6, 173'Ib down and 140111 up at 32-9-6, and 17316 down and 140 Is up
at 33-9-10, and 346111 down and 192 Ib up at 35-9-10 on bottom chord. The desigruselection of such connection devices) is. the responsibility of others.
LOAD CASE(S) Standard
1) Dead .+ Roof . Live (balanced)+Uninhab. Attic St_orage'. Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-% 2-4=-60, 4-9=-60, 9-11=-60, 11-12=-60, 21-22=20, 21-24=-60, 20F24=-20, 20-28=-60, 28-33=-20, 16-33=-60, 11-20, 14-36=-60, 13-14=-20
Concentrated Loads (Ib)
Vert 21=-1 73'14=-173 17=-173 23=-346(B) 24=-173 25=-173 2173 27=-173 29=-173 30=-173 31=-173 32=-173 33=-173 34=-173 35=-173 37=4 73 38=-346(6)
onsencepareaddREAD NOTES ON THIS A_ND INCLUDED MITEN REFERENCE PAGE MIIIO] rev. IM312015 BEFORE USE.
shireausenumenederb undes design s based my upon prosecutor 0 d is for an 'individualc'1drg competent notff
a tudgmer, pi,all must verly me applce0fly cer 9 parenlelers and properly incorporate mrs design Into the overall Y
and is to prevent buckling of individual truss web and/or proN members only., Additional temporary and permanent bracing fr A(�/]I.
ek and to prevent collapse wi0 possible personal lnryry and pr0peny damage: For general guidance reportingIVIng the
and bracing of trusses and truss systems, see ANSVTPIi Ou lily criteria, DSB49 and Best Building Component 16023 See ngley Ridge Rd
from Trvss Plane Inshlute:210 N. Lee teread Suds, 312. Alexandra; VA 22314. chestedtcld, M063017
Truss
00 VA SNzle
PROBUILD, MOORESVILLE„IN 46158
12x12 =
Girder
2
12891
7.640 S Sep 29 2015 MiTek Intlustries, Inc. Wed Feb 01 14'.01 16 2017 Page
ID kV4fMpdtS9sB5bPwUaiJVpzpWc2-fv5sp7MtcmA711yHaAx¢eivOH8109uch4uakhzpUl
3-31
122 ?B36-0 to-3bA
� -0 3¢12 ~
4x8 11 SC31, = l:G$.o
10 .. 9 a 11 In 7
Bxe — 10x10 = 8.8 =
Plate Offs t (%V3—C1:F>9 eg�¢9]..ISEd9e�9J, I7143_80-4-0119'0.3_B,Q-4-01
:Y:1L
-
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Ildefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.15
TC 0.55
VerRI_Q -0.06
7-8 >999 360
MT20 169/123
TOOL 10.0
Lumber DOL 1.15
BC 0.38
Vert(TL) -0,13
7-8 >999 240
BCLL 0.0 '
Rep Stress Bob NO
WE 0.95
Horz(TL) 0.01
6 nla n/a
EDEL 10C
Code IRC20067TP12002
(Matrix)
Wnd(LL) 0.03
7-8 >999 240
Weight. 189 to FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SEE NO.2
TOP CHORD
Structural wood sheathing directly applied or 5-2-3 oc purlins, except
BOT CHORD 2xd`SP 240OF 2.0E
end verticals.
WEBS 2x4 SPF-S Stud •Except•
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
3-8i1-10,5-6: 2x4 SPF No.2
REACTIONS._ (Ib/size) 10=5409/0-3-8, 6=615910-3-8
Max Horz 10=199(LC 12)
Max Uplift 10=168(LC 5), 6=189(LC 5)
FORCES. (to) - Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown.
TOP CHORD 1-2=-5364/201, 2-3=-4288/233, 3-4=-4288/233, 4-5=-5565/202, 1-10= 47081161, 5-6=-4876/162
BOT CHORD 10-11=-204/450, 9-11=-204/450, 9-12=-169/3726, 6-12=-169/3726j 8-13=-81/3867, 13-14=-81/3867, 7-14=-81/3867,
7-15=291489, 15-16=-29/489, 6-16=-29/489
WEBS 3-8=-254/5744.4-8=-1441/163, 4-7=-47/1866, 2-8=-1208M61, 2-9=-45/1538, 1-9=-66/3383, 5-7=-69/3489
NOTES-
1) 2-plytruss to be connected together with 10d (0.131"xW) nails as follows'.
Top Chords connectec as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chortls connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc.
Webs connected as follows. 2x4 - 1 row at 0-9-0 Go.
2) All loads are considered equally applied to all plies, except R noted as front IF) or back (8) face in the LOAD CASE(B) section. Ply to ply
Connections have been provided to distribute only loads noted as (F) or D),. unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design
4) Wind ASCE 7-05 90mph TCDL 6 Cost BCDL=6.Opsf,, h=25fl Cat. II; Exp B enclosed, MVvFRS (low-rise) gable end zone', cantilever
left and right exposed', end vertical left and right exposed; Lumber DOL=4.60 plategripOOL=1.60
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent will any other live loads.
6)' Thu 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 thebottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100.Ib uplift at joint(s) except JED) 10=168,
6 189
8) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss.
9) Hanger(s)'cr other connection device(s) shall be provided sufficient to support concentrated loads)-1202 to down and 44 to up at
1-10-4. 12021b down and 44 G up at 3-10-4, 18691b down and 47to up at 5-10-4, 1869 lb down and 47 to up at 7-10-4, 1869 to down
and 4716 up at 9-10-4, and 1202. to down and 44 lb up at 11-10-4. and 1205 to down and 42 lb up, at 13-10-4 on bottom chord. The
design/selection of such Connection device(s) is the responsibility of others.
LOAD CASES) Standard
1) Dead : Roof Live (balanced): Lumber Increase=1. 15, Plate Increase=1.15
Uniform'Loads,Pq
Vert: 1-3=-60,3-5=-60, 6-10=-20
Concentrated Loads (Ib)
VeN 9=-1202(F) 11=1202(F) 12=1869(F) 13=1869(F) 14=1869(1`) 15=-1202(F) 16=-1205(F)
and READ NOTES ON THIS
u-nuag0esign. B2cin9^tliceleU lS to prevent buckling of intllviJual1m55
Znds 31
GAGE MII-04]]Tax fOro3/2015 BEFORE USE.
or an individual building component, nr iY inW Nast, tell d.Sdd Into the ove ail
E.G A N/r h/7j7o ........ 4/o %
i
• .¢ti�,lsrEgFo
No. i9900415
s 9•'•.. STATE OF �
ivx O ;2
ItiN\vvkxx� F`S/Ok AF
February 112017
MiTek'
16023 Swa ley Ridge an
Cbeslediel0. M063017
uss Truss Type My Ply Wedgewood 88 Western.
B177002M T23 Piggyback Base 1 1 128913310
Job Reference optional
PROBUILD, MOORESVILLE; IN 46158 7.640 s Sep292015 fulek Industries, Inc. Wed Feb 011401:152017 Pagel
ID-kY4fMpdtS9sB5bPwUaiJVpzpWc2-F)YUbnL1rT2G7CN5IS0eR09Fklr Ht7TS090CEzpUTo
ie 6r2
t_gS1R t—s� a� rala f c ,2 I ssIs
dx8 = 2x4 418 = Scale = 1 86.9
3x
2x4 1 bx5 = 5x12 -
good =
3 12 10 9
3.4 3x6 6 =
= 3x6 - 2x4 11
LOADING (part)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
III
L/d
TCLL
21
Plate Grip DOL
1.15
TC 0.60
Vert(CL)
-0 O6 12-13
-999
360
TCDL
10.0
Lumber DOL
1.15
BC I
Vert(TL)
-0.1412-13
1999
240
BCLL
0.0 '
Rep Stress Incr
NO
WR 0.48
Forz(TL)
0.01 9
BID
he
BCDL
10.0
Code IRC2006ITP12002
(Matrix)
Wld((LL)
0.0110-12
999
240
LUMBER. BRACING.
TOP CHORD 2x4 SPFNQ2 TOP CHORD
BOT CHORD 2x4'SPFNo.2
vil 2.4 SPF-S SWd'ExcIll BOT CHORD
4-15,414,6-14,5-12,7-12: 2x4 SPF No
WEBS
REACTIONS. (Iblsize) 17=47910-3-8, 14=1510/0-3-8.9=712/Mechanical
Max Hord 17=264(LC 5)
Max UpIf. 17=-55(LC 6), 14=-26(LC 6). 9=-39(LC 7)
Max Grav 17=506(LC 10), 14=1510(LC 1), 9=728(LC 11)
FORCES. (to) - Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown.
TOP CHORD 2-3=411/57, 6-7=442/171,7-8=-739/94, 8-9=-680/74, 2-17=-458193
BOT CHORD 16-17=-260/291, 15-16=1351294 5-14=-3861162, 11-12=01492, 11-18=0/492,
10-18=01492
WEBS 3-15 3441142,4-15=-441348, 4-14=-497148, 6-14=-649/80, 6-12=-711405,
7-12=-368/163, 8-10=0/444
PLATES GRIP
MT20 1691123
Weight: 189 to FT = 20 a
Structural wood sheathing directly applied or 6-0-0 no purling, except
end verticals, and 2-0=0 oc purling (10-0 0 max.): 4-6.
Rigid ceiling directly applied or 10-0-0 oc bracing. Except.
6-0-0 oc bracing: 14-15,
1 Row at mil 5-14
1 Row at midlet 4-14, 6-14, 7-12
NOTES-
1) Unbalanced r0offlive loadshaveTCD been for this design.
sf; BCeretl
c 90mph; TCDL=bright BCDL 6. end hrtical Cat. d Exp B; poeenclosed; for me (low-rise) gable end zone and C-C
2)Wnd: ASCE zone;
Exterior(2) zone cantilever left and right exposed ;end vertical left and right exposed;C-C for members and forces & MWFRS for
t
reactors shown Lumber DOL=1.60 plate grip DOI 60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent 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 2-0-0 wide will
/t between the Will chord and any other members, Both BCDL = IO.Opsf.
6) Refer to girder(s).for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at 7oint(s) 17, 14, 9.
id
realks including
in
9) Graphical purlln representat on does enot depict the size fixity
or he orientation of the purlin analysis
along the top and/oesign of r bs truss.
ottom chortl.
ii/
�Jxv �QGANG L`�
GtSTI6 '.
_
;• Nth, 99004 P)
•'•,
v STATE OF Q'
�'�.pO•cF' �!UD ANP •C'��
x�xp7yS�ONAt •�Nt ���
February 1,2017
AWARNING -weak d 9g paramented, and READ NOTES ON THR AND INCLUDED MITEK REFERENCE PAGE MIII473 _ 1010312015 BEFORE USE
was
®®®
D B IQY ly ,IhMT k® t This ded,grot based only open parameters M1ands for d a lbudding centenl, Out
alrvsssyslem.6lre use he bull designer must venry he applicability otdesign parameters andpra,my-nwrpo this design Into the overall
culledgmelogn,Bracing mo td is to prevent blocking of individualt b andoor chord members only.A00t It ou ryandpe,m nentbt.Cing
MITek
Ja ay.ays raga red mr rabrlry anam pra�em cuuapsewln posy bla personal niun are prbpeer ea age. Eordeueralg d e,eeamingh
remained storage, delivery, erection and bracing minutes and truss systems see ANSI/TPIt Quality Craddra, 0SR49 and SCSI Building component
earety lnbrmation avaiable tem TmSa Plate Institute, 218 N. Lee SVeet, Suite 312, Alexandra, VA 22314.
16023 goal Rage Rd
Chesterfield , M063017
Wedgewood. 88 Westvale
PROBUILD, MOORESVILLE, IN 4615E 7. 640 s Sep 292015 NATek
2m
.1.1 566 5i-im 51-10 4812 4.0.13
5x6 = 2x4 11 5x6 =
3x6 =
5.12 -
Feb 01 14'.01114 2017
323
9.do L12_ 2x4 II
Scale = 1,81.9
LOADING(pso
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Ildefl L/d
PLATES GRIP
TCLL 200
Plate Grip DOL 1.15
TC 062
V6F(LL)
-0,2415-17 >999 360
MT20 1691121
TCDL 10.0
Lumber DOL 1.15
BC 0.77
Vert(TL)
-0,62 15-17 >423 240
BCLL 0.0 '
Rep Stress Incr NO
we 0.66
HOTI(TL)
0.11 13 WE n/a
3CDL 10.0
Code RC2006/TP12002
(Matrix)
Wlnd(LL)
0.0514-15 >999 240
Weight: 186B FT=20%
LUMBER-
.BRACING
TOP�CHORD 2x4 SPF No
TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc puffins, except
BOT.CHORD 2x4'SPF No.2
end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-7.
WEBS 2x4 SPF-S Stud 'Except-
BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing.
4-18,15-18,6-18,6-15,7-15. 2x4 SPF No.2
WEBS
1Row at midpt 4-18, 15-18. 6-18. 7-15
REACTIONS; (lbeize) 18=213110-3-8. 13=712/0-3-8, 20=218/0-3-8
Max Horz 20=-254(LC 4)
Max Uplift 18=-16(LC 4), 13=-119(LC 7), 20=89(LC 6)
Max Gray 18=2131(LC 1), 13=719(LC 11), 20=356(LC 10)
FORCES. (to) -Max. Coll Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 3-4=-751284, 4-5=0/769, 5-6=01772, 6-7=-258/167, 7-8=-4321165, 8-9=-1459/153,
9-10=-15761136, 10-11=1615/34, 11-13=-7301116
BOT CHORD 19-20=-1821270, 19-21=203/274, 18-21=-2031274, 5-18=-3421143, 14-15=0/547
WEBS 4-19=01371, 4-18=-97412, 6-18=-11171100, 6-15=01691, 8-14=-23/978, 8,15=-4031156,
11-14=0I1204
NOTES.
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05: 90mplh TCDL=6.Opsf BCDL=6.Opst hl Cat. 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 right exposed;C-C for members and farces 8 MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 pat bottom chord hoe load noncomomment with any other live loatls.
5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10,Opsf.
6) Bearing at joint(a) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
7) Provide mechanical connection (by others) Of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 18, 20 except Qt=lb)
13=119.
8) Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss.
9) Graphicalpurlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
®WARNING- Veritydesignpanmehrs and READ NOTES ON THISAND INCLUDEDMITEN REFERENCEPAGE Whi rev. pleb 5BEFORE USE.
Design valid br use only with MTek®variable,. This scroll is Based only upon parameters show, d a loran intlNbual bu ading comFlonenr not
a '-ad vial Before use, the building 311,1, must verily the applicability of design parameters and property imcerporale this design into Inc overall
bulmng dasignl Bradng iadawted i3 to prevent buckling of Individual truss web entller choN members only. Additional temporary and permanent bracing
is all rcrossed An gabMy and to prevent collapse with possible personal Injury and factory damage. For general guidance regarding the
fabrication, stamps. deluery,erection and bracing of trusses a rid truss systems, see ANSITPllQaalityCorona, DS GAS and SCSI B adding component
Safety Information available form Truss Plate Insthute. 218 N. Lee Street. Gone 312: Alexandria : VA 22114.
.: P...piSTFR�o '.
�. STATE OF ;' Ct
��4.. S70NAL E�.1xxx` ,
February 1
Job
Truss
Truss Type
Oty
Ply
Wedgewood 88 Westvale
B 177C 0206
T19
Roof Special
f28913306
1
1
PROBUILD. MOORFFVlI
IF. inI nPrca
Job Reference foptionall
aeV enwu rune, mouslnes, roc. Wed Feb 0114:01,132017 Page
I D: kY4fM pdtS9xB5bPwUa1JVpzp Wc2-JKOkB5 KnJroYul Div l NAM?4Rh46?pl_Ae6gw7MzpUTq
LL0 1213-1Sp_p_Aft 20
60.9 4118 2913 3.2a 1_2-8'
4x6 -
12 00 12
3x6 V
5x6 /i �
1 9 $s4
3x8
5
3x6 O
P
6
11 10 9
7I4
2.4 3x8 = 5x12 =
0
9-00 112 2x4 II
Scale = 1:94.a
LOADING (pat)
Be I IN2-0-0
CSI.
DEFL.
in
(loc)
Udell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.15
TC 044
Vert(LL)
-0,11
9-10
>999
360
MT20 1691123
TCDL 10.0
Lumber DOL 1,15
BC 0,53
Ven(TL)
-0,29
9-10
1697
240
BCLL 0.0 '
Rep Stress Incr NO
WE 045
Hmz(TL)
0.06
8
No
me
BCDL 10.0
Code. IRC20061TP12002
(Matrix)
Wlnd(LL)
0.02
9-10
>999
240
Weight: 89 In FT=20%
LUMBER-
BRACING.
TOP CHORD 2.4 SPF No.2
TOP CHORD
BOT CHORD 2,4 SPF No.2
WEBS 2x4SPF-S Stud 'Except'
BOTCHORD
2-10. 2x4 SPF No.2
REACTIONS. (Ib/size) 11=665/Mechanical, 8=753/0-3-8
Max Hai 11=-340(LC 4)
Max Writ i 1=-31(LC 7), 8=71(LC 7)
Structural wood sheathing directly applied or 5.1-13 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 cc bracing.
FORCES. (B) - Max Comp./Max. Ten. - All forces 250 (I e) or less except when shown.
TOP CHORD-1-2=-519/118, 2-3=-503/135, 3-4=-1079/56, 4-5=-1169/36, 5-6=1234/0, 1-11=-62168, 6-8=-748/88
BOT CHORD 10.1, 9-10-0/526
WEBS 2-10=-51/334, 3-10=347/148, 3-9=0/578, 1-10=-31/306, 6-9=0/827
NOTES.
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90ni TCDL=6 Opal. BCDL=6.Opsf; h=2511; Cat. II; Exp, B; enclosed, MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantlever left and right exposed ; end vertical left and right exposed C-C.for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) - This truss has been designed for a live load of 20.Opsf onthe 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.
5) Refer to girtler(s) for truss to truss connections.
6) Bearing at joints) 8 considers parallel to grain value using ANSUTPI 1 angle to grain formula Building designer should verify capacity
of bearing surface.
7) Provide ,mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 11, 8.
8) "Sen i-rigid pitchbrealls including heels" Member end fixity model was used in the analysis and design of this truss.
ON
�` \vEGANG <i�
TfgFO
Na. 199(}p415 a
9.- STATE OF j R
%90TF � AND I ANP :G\�4aw`�.'
;ON Ai 1EIto's ,
February 1,2017
PAGE MIb]473 rev. 10/03/2015 BEFORE USE.
or an Inalvidual bulli c.o.rent del
US9-89 and BCSI Building Campanian, 1fio3J Swingley Ridge m
Ceeslerfielq M08301]
Job Truss Truss Type Oty Ply Wedgewood 88 Westvals
817700206 T17 Half Hip t 128913304
Jpb Reference (optioned
PROBUILD, MOORESVILLE, IN 46158 71 1 Sep 29 2015 MiTek Industries, Inc. Wed Feb 01 14'.01'.12 2017 Page 1
IIDkY4fMpdtS9sB5bP.UaiJVpzpWc2-g85LZIJ8YYghGBe WLKS%ppXIxgg14MNOmSW MbvZ,UTr
220 0it-5 5711
5x6 =
9
2s4 II 3x4 =
3x4 II
Scale = 1:33 a
].a 4
Plate)ttSeis.(x.Y)--[2:4:9-Q41�41..[4 >Q2-el
LOADING (pint
SPACING- 2-0-0
CSI.
DEFIL in (lop) III Vtl
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.15
TO 0.34
Veri -0.07 6-7 >999 360
MT20 169/123
TCDL 100
Lumber DOL 1.15
BC 0,27
Veri(TL) -0.16 6-7 1621 240
BCLL 0.0 '
Rep Stress Inch NO
WE 0.22
Horz(TL) 0.01 6 chat n/a
BCDL 10.0
Code IRC20061TPI2002
(Matrix)
Wnd(LL) 0.00 7 >999 240
Weight. 41 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No TOP CHORD Structural wood sheathing broadly applied or 6-0-0 oc purlins,
'2x4
except
BOT CHORD SEE NB2'ExcepP and verticals, and 2-0-0 oc puffins (6-0-0 max.): 4-5.
3-8: 2x4 SPF-S Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SPF-S Stud
REACTIONS. (Ib/size) 9=426/0-3-8, 6=332/0-1-8
Max Hom 9=161(LC 6)
Max Uplifl9=-26(LC 6). 6=-43(LC 7)
FORCES. (D) - Max. Comp./Max. Ten. - All forces 250 d1r) or less except when shown.
TOP CHORD 2-3=-400193, 3-4=-303199, 2-9=-408/92
WEBS 2-7=-83/258
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind. ASCE 7-05; 90mph, TO DL=6.Opsf; BCOL=6.Opsf, h=25fl; Cat. If Exp B: enclosed: MAPES (low-rise) gable end zone and C-C
Exterior(2) zone;. cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This mass has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) - This truss has been designed for a live load of 20 Opsf on the bottom chord, in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Bearing at joint(s) 6 considers parallel to grain value using ANSI7TPI 1 angle to grain forrnula. Building designer Should verify capacity
X
of bearing surface.
7) Provide mechanicalconnection (by others) of truss to bearing plate at joint(s)6.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jointly) 9, 6.
9) "Simi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purld. along the top, antl/orbottom chord,
`xP) JEGANG
.. w�GISTER6O '
No. 199H1415
�.'; STATE OF Q7
%OT :�NOIANP>'\ta�`:
,,/vvvi�s`SIOIJ A t 1ENv vvxa\
February 1,2017
® WARNING - Verify design passengers, and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14III03 f0/0]rzO15 BEFORE USE.
Design lid fora only IDMITek® .This oe g p d only upon mametera show d 1 nineivo IL Ia gaomponenl, not
t - y r e f thebuilding d kJ must very the forgather f design parameters d properly incorporate thisdesign 1 the overall �• i
buddingdesign- Bracing indicated- to prevent huckl'ng of avidI t bat diOr ChOrd Members only.AdditlIl,ll,dpennanentbrac.,ng R d:Te l.'
s off requredfor stagiry and to prevent soldier,b p wttossBVl ble personal injury property damage. For general gudadce Odorant, the rr k
rabacation, storage, asters, division and brainy of Wsses and truss systems see ANSVTPI1 Oualsy Criteria. DSB49 and BCSI Building Component 160235wingley Ridge Rd
Safety Information evellabre fmm Truss Plate Institute, 218 N- Lee Street, Suite 312. Alexandrre, VA 22314. OM1nsterfield NO 63017
hop= 2x411 Srale=1.52S
2x4 11 3x4 —
PIatB411sg1s fXY1— 170=40,2L-L4]_(4:0=9,0-21 yy
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL, in (roc) I/defl Lld
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.15
TC 0.15
Vert(LL) -0.01 7-8 >999 360
MT20 1691123
TCDL 10.0
Lumber DOL 1.15
SC 0.14
Ved(TL) -002 7-8 >999 240
BCLL 0.0
Rep Stress nor NO
WE 0.26
Horz(TL) 001 6 RIB UpBCDL
10.0
Code IRC2006ITP12002
(Matrix)
Wlnd(LL) 0,01 7-8 >999 240
Weight: 511 FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly
applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SEP No *Except' end verticals, and 2-0-0 oc purlins
(6-0-0 max.)'. 4-5.
3-9. 2x4 SPF-S Stud BOT CHORD Rigid ceiling directly applied
or 6-0-0 oc bracing.
WEBS 2x4 SPF-S Stud
REACTIONS. (holslze) 10=426/0-3-8, 6=332/0-1-8
,Max Horz 10=245(LC 6)
,Max Upfft6=85(LC 6)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-394I78, 3-4=-256/23, 2-10=412/31
BOT CHORD 7-8=-220/275
WEBS 4-6=-262/131
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE7-01 gor h; TCDL=6.Opsf, BCDL=6 Opsf, h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Extaior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions
shown;. Lumber, DOL=1.60 plate grip DOL=1.60
3) drainage to prevent water bonding .
ThisProvideadequate
This
4) truss has seem designed for alive pit bottom chord live load bottom chord i al with any other live loads.
5) " This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall byR-0-0 wide will
( _
fit between the bottom chord and any other members.
6) Bearing at joints) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing, plate at joint(s) 6.
8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift atjoint(s) 6.
9) Seml-rigid, pitdhbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical pur in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11
G \\\V\\\1
ANrl/r/
a j No. '19900415 •'; -
Is
•'•,
v STATE C)F f ¢' _
.............NDI
%v?p'S
A x\\O
16af\
February 1,2017
�WARNING poor, dg parameters d READ NOTES ON THIS AND INCLUDED MITEN REFERENCE VALE 1,1III03-10/0"015 BEFORE USE
�Q
0 'g veld for old at, you MTk® dourrolors.Thi door,door,in is thelomonly upo pbourandual 1lid is Io, - individual th'1dig mpo-onl not
¢�
bull syslem.efore use, the adiitl gner most verly the applicability of design parameters and Property incorporate the design Into the overall
8.�®
-0'Nr, design. Bradvigoidioneds to,,event backing of dead..' tweb and/or chord monitors only . AdOl It y ry' dy arerlbacny
�(�7 �(
is always required for stability and to prevert collapse wish pussble perional'njur, and yoyely dandy Poryenemly danceregardngthe
"•j•Q"•`
labdcalion, storage, delivery, erection and bracing of trusses and truss systems, see ANS IITPil Qua lay Criteria, DSB-89 and BCSI Building Component
18023 Swingle, Ridge Rod
safety Information available from Tress Plate Institute 218 N_ Lee Street, Butle 312, A e andr, VA 22d1,.
Chesterfield. No 63017
Job Truss Truss Type Oty Ply Wedgewood Be Westvale
Bl17700205' T13 Roof Special I I 12891330C
Job Reference [gptionall
PROBUILD. MOORESVILLE, IN 46158 7.640 s Sep 29 2015 MiTek Industries, Ina Wed Feb 0114.01 10 2017 Page
ID: kY4fMpdtS9sB5bPwUaiJVpzpWc2-ulkbY3Hu0 QzlgU7EvgTkNS7ksCdCTZkJ8RFW1zpUTl
L]8 22�r5 20➢ 3-i-ll
2x4 II
Scale= 1 61.5
5<12
loss
4 rp y
1200 12 2x4
4ze
2
d
6
axm. = a 7
11 10 3x4 — 3x4 =
2.4 II 3x4.-
~2
2➢ O ~� 2P 2-0-`5 37
Plate Offsets (X Yl— Q_2_T 0-2-01 i4.0-1_9,QZ@l._I5J7_5_QJ)-Z-ZI
LOADING (lost) SPACING. 2-0-0 CSI. DEFL. in (too) Ildefl Le PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 7-8 r999 360 MT20 1691123
TOOL 10.0 Lumber DOL 1.15 BC 0,12 Veh(TL) -0,01 8-9 >999 240
SCLL OA ' Rep Stress Incr NO WE 0.18 HOrz(TL) 0.01 7 at n/a
BCDL 10.0 Code. IRC2006/TPI2002 (Matrix) Wnd(LL) 0.01. 8-9 >999 240 Weight: 51 to FT=20%
LUMBER- BRACING -
TOP -CHORD 2x4 SEE No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins; except
BOT CHORD 2x4 SEE No.2 *Except' end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5.
3-10'. 2x4 SPF-S Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 an bracing.
VVEBS 2x4 SPF-S Stud
REACTIONS. (Olsize) 11=42610-3-8, 7=332/0-1-8
Max Hope: 11=2711 6)
Max Li7=-129(LC 6)
FORCES. (It) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-385166,3-4=-336/115. 2-11=-410/12
VVEBS 5-7=-321/122
NOTES.
1) Wind: ASCE 7-05, 90mph; TCDL=6, Opsf; BCOL=6.Opsf; h=25f , Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2j zone; cantilever left and right exposed end vertical left exposel for members and farces 8 MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water Doodling.
3) This truss has been designed for a 10.0 fell bottom chord live load nonconcurrent with any other live loads.
4) fi This t truss has been Chord a for n live load of 20.Opsf on the bottom chord in all areas where aaectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chortl and any other members.
5) Bearing aljoint(s) 7 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity
of bearing'. surface.
6) Provide mechanical connection (by. others) of truss to bearing plate at joints) 7.
7) Provide mechanical connection (by others) of tmss to bearing plate Capable of withstanding 100 Ib uplift at joints) except Qt=lb) 7-129.
8) "Semi -rigid pitchbreaks including. heels" Member end fixity model was used in the analysis and design of this lass.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top Sector bottom chord.
\\�Ne x / ;_GANG
���
•,,A��,�srEq�o
No..-990C115
�•'•STATE OF or
'.00IAtA
's
'ivvcT7S/ONAi 1rGN\\x`v�
February 1,2017
®WARNING Veraffyoredimpardenders and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MII747310,012015 BEFORE USE {{{]]j
De q hdl mu ly 40MT k® I .Te 0 p ra Oonly upo po 1 h 0 ) ' 0 s Ib Id p pone rt, rot
IassumeBefore Io hall o g 1 ly in Opa 011y fd p p I s, dTheory incorporate thisdesign into the overall
Fatigue, ml Card,'d ld'sI all 10 krB oreavalr p ands., ahow members only.Additional dp ry andpermanent tracng �A �qj �[
's.taxrs moulded mrs1radiryandtop veer agromewepsfine personaliniolyand Pawitydm eage Forgeneral gdde oa regarding the IPI(Iek
ladeptd, Maps, .delivery, andante and dracmg of msses and had, aystem;see ANSIITFtI Quality Caiena,038-es and Goal Building camPonerri 15023 Svingley Ridge Rd
Satety Immmalloe-available from Truss Plate Insttlute,-2te IN Lee Street, suite 312. Alexandria, va 22314. chesterfield, p 6son
db Truss Truss Type Oty Ply Wedgewood 88 Westvale
IT7002M T11 Hip 1 1 12891329
Job Reference optionalL
PROBUILD, MOORE6VILLE, IN 16155 7R40 s Sep 29 2015 MiTek Industries, Inc. Wed Feb O1 1401 ra pn17 van.
5xl
19-0 0.9-13 out 1 .1 r>l1 it b.e-13 67-0
5x6 = 3.8 = 5x6 = Scale = 1 99.3
1000 12
24 23 3x6 = 18 17 15 25 15 25 1427 13
3s4 5x12 = 5x8 = 61 = 3.8 3se = ass = 3x4 II
4,6 3x6 II
LOADING(psf)
SPACING 2-0-0
CSI.
DEFL.
in (roc)
I/defl
Lid
PLATES GRIP
TOLL 20.0
Plate Grip DOL 1,15
TO 0,96
Vert(LL)
-0.22 15-17
>999
360
MT20 169/123
TOOL 10.0
Lumber DOL 1.15
BC 0,87
VemjL)
-0.41 15-17
>999
240
BOLL 0.0 '
Rep Stress Inc, NO
WE 0.84
HOrz(TL)
0,19 13
n/a
ma
BCDL 10.0
Code IRC2006ITP12002
(Matrix)
Wnd(LL)
0.07 19
>999
240
Weight: 227 lb FT=20%
LUMBER- BRACING-
T
OP CHORD 2x4 SPF No 2
TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins, except
BOT CHORD 2x4'SPF No.2 "Except'
end verticals, and 2-0-0 oc purlins (4-3-14 max.): 6-8.
3-23'.2x4 SPF-S Stud
BOT CHORD Rigid ceiling directly applied or 6-0, 0 oc bracing. ExcepC.
WEBS 2x4 SPF-S Stud'Except'
10-0-0 oc bracing: 18-20
7-17,7-15,8-15,10-15,7-20,2-22. 2x4 SPF No 2
WEBS 1 Row at midpt 4-20. 7-15, 10-15, 7-20
REACTIONS. (Ib/size) 24=1807/0-3-8, 13=1891/0-3-8
Max Horz 24=-285(LC 4)
Max Uplift 24=-71(LC 6), 13--77(LC 7)
FORCES. (Ib) -Max. Camp Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-2824/140, 3-4--2469/191, 4-5=-2058/209, 5-6=-20361258, 6-7=-1473/252,
7-8=-1410/265, 8-9=18361275, 91 10-11,-22841192, 2-24=-18041173,
11-13=-1830/196
BOT CHORD 21.22=-354/2218, 20-21=-197/1861, 6-20=-37/867, 16-17=-9411616. 16-25=-94/1616,
1525=-9411616,15-26=0/1662,26-27=0/1662, 14-27=0/1662. 13-14=-28254
WEBS _ 3-21=-3721164,4-21=01346,4-20=-486I170, 7-15=-506/171, 8-15=-48I809,
10-15=-3441176,17-20=-10411529,7-20=-391/205,2-23=-205/372, 2-22=-30912002,
11-14=0/1419
NOTES-
1) Unbalanced roof live loads have been considered for this design,
2) Wind: ASCE 7-05: 90mph, TCDL=6.OpsfBCDL-6.Opsf; h=25ft, Cat. 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 right 6nccsed:C-C for members and forces 8 MWFRS for
reactions shown;. Lumber DOL=1.60 plate grip DOL=1 60
3) Provide adequate drainage to prevent water bonding.
4) This truss has been tlesignetlfor a 10.0 psf bottom chord live load nonconcurrent withany other live loads.
5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.OpsC
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 24, 13.
7) "Semi -rigid putchbrearks including heels' Member end fixity model was used in the analysis and design of this truss.
8) Graphical purlin representation does not depict the size or the orientation of the purbn along the top and/or bottom chortl.
® wARNINO-V NIyO IBn Paramerars and READ NOTES ON THIS AND
O g alid faro any end MfTol connectors. This 4eign is based oull
'a truss system- Before use, the bWmmp besomer mosi vary mo arackaria
E PAGE 4II74)] rev. ladalhol5 BEFORE USE.
is for an lndlvei ai building component. hot
dent, m imbio s this aesgn into in we ran
and omuTPl
oss system, see AN$ i Quality c mena,DSB-es and Bcs l Bouncing component
218 N. Lee sheet.5une 3t2. Afi annane. Vi s231a.
,1 C°ANG
..P�GisTEgFo..
{ No 'i 9900115
STATE OF Q-
"xi`/ON
S/A 11E'N\
February 1,2017
�t11Mtl
MiTek`
16023 Swingley Rare Rd
Chesterfield, NO 63017
Job
Truss
Truss Type
I]ty
Ply
Wedgewood 66 Westvale
Bt]700206
T09
Piggyback Base
1
1
I28913296
PROBUILD Nenopl,dVil
v'uPop or mu mu ex Industries, Inc. wed Feb 01 14'.01 07 2017 Page 1
11 ID:kY4fMpdtS9sB5bPWUaIJVpzPWc2-UA3Sw2FOk91PANmYZnGm6kgJOf_4Py0HcACbwizpUTw
2�6 A
b26' 6- 0 1 89h.3 ]156� vLLSn �69do3 46 a�0 �2-F
5xf
5.12 ' 2x4 II 5.12 O
looff l2 5
20 19 'I 11 11 22 16 23 15 14 24 13 12
3x4 11 6x6 = 3x6 = 3x6 = 3e4 = 6x6 = 314 II
3x4 = 3,E =
�I
Scale = 1:97 4
LOADING (psp
TCLL 20.0
TCDL 10.0
BCLL 00
BCDL 10.0
SPACING 2-0-0
Plate Grip DOL 1,15
Lumber DOL 1.15
Rep Stress lncr NO
Code RC2006/7PI2002
CSI.
TC 0.88
BC 0.88
WB 0.84
(Matrix)
DEFL. in floc) Vdefl LO
VerULL) -0,18 14-16 1999 360
Ved(TL)-0.3314-16 1999 240
Hoa(TL) 0.10 12 n/a n/a
WnQLL) 005 16 >999 240
PLATES GRIP
MT20 169/123
Weight: 219 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No 2 TOP CHORD
Structural wood sheathing' directly applied or 3-4-6 oC purlins, except
BOT CHORD 2x4'SEE No.2
end verticals, and 2-0-0 oc purlins (3-11-2 max,):, 5-7.
WEBS 2x4 SPF No.2 *Excepi BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
3-19,9-13,2-20,2-19,10-12.10-13'. 2x4 SPF-S Stud .WEBS
1 Row at midpt 3-18.5-16, 6-16, 7-16; 9-14
REACTIONS. (lb/size) 20=197910-3-8, 12=1979/0-3-8
Max Ho¢ 20=; 2841 4)
Max Upfft20=79(LC 6), 12=-79(LC 71
FORCES. fill - Max. Comp/Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2400/194, 3-4=-2102/227,4-5=-19611275,.5-6=-17331286,6-7=-1733/2B6,
7-8=-1961/275, 8-9=-21021227,9-10=-24001194,2-20=-19211197,10-12=-1921/197
BOT CHORD 19-20=-288/337, 19-21=-180/1757, 18-21=-180/1757, 17-18=-12111510, 17-22=121/1510,
16-22=121/1510, 19-23--10/1510, 15-23=-10/1510,14-15=1011510, 14-24=011757,
13-24=011757
WEBS 3-18=-3421176,5-18=-30/513, 5-16=-177/536, 6-16=-475/204, 7-16=-1771536,
7-14=-301513, 9-14=-342/176,2-19=0/1542, 10-13::M1542
NOTES.
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE7-OS', 90mph: 7GDL=6.Opsf; BCDL=6.Opsf, h=25ff, Cat. II', Ezp B; enclosed', MWFRB.(low-rise) gable end zone and C-C
Exterior(2) zone', Cantilever left and right exposed', end vertical left and right exposedC-C for members and forces & Mvdl for
reactions shown: Lumber DOL=1,60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of. withstanding 100 lb uplift at joint(s) 20, 12.
7) "Semi-rigitl pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss.
8) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
vvxttiGANG q7q
O
,\xv
••P...rEq�o
— + Nr, 199GOd15
st
•'•
a -O STATE OF %
............
i��r/,ASS/ONAt
no
t�N\`\\\`�
February 1,2017
ANARNIall Verify ry parameters xdd READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE Net 747310/O3/2015 BEFORE USE
yeanee
Dlysinvahe1 as. bri,.1pi,froakenedgerfora Tinsdelperf randomly up parturcularsshown undsfor anorehy,dulbuilding p nent not.
alusssyetem.Before use, the Loggeddesigner must verify the applicability old sgn parameter andFondly inco,ponate this dreognmd (no overall
dunning design, Bracing indicated li to D11,godbulues, of ecwdual lrusswebenolorcnom members only. Additional temporely and permanent bracing
T
�fle1.
s today, recoil forehead, and to prevent collapse with nursing Deconal injury and pmdamage. For general guidance opeming the
rYr! Ilpeny
fabrication, anal delivery, erection and bracing oftrmses and truss systems, see ANSIITIgn Quality Corona, OsB-E9 and BCSI Building Component
16023 Swingley Ridge Rd
Safety Informationtevelable from Than, Plate Institute. 218 N. Lee Street &it, 312, Alexandria VA 22314.
Chesterfield, M063017
I us, Truss Type Of Ply Wetlgewood 88 Westvand
177002M T07 12391329
Roof Special 1 1
Job Reference tod iona0
PR000ILD,. MOORtSVILLE, IN 46158 ] 640 s Sep 29 2015 MiTek Industries, Inc. Wed Feb 01 14.01'A6 2017 Page
10: kY4fMpdtS9sB5bPwUaiJVpzpWc2-0V4iiEOZIVYYDBMp31W XHDIFhVgw8OOtlf2NGzpUT
",a
ft�zs two isa— nFre—sis~—rzss� aH
4x6 — Scale= 1.900
12 00 12 6
3x6
316 O
5 7 4x6
2x4 I 4 3t B 2x4 I
3,6 O
3x6 O 3 g
2 10
• f 1 c d
16 14 13 Iry
5x12 = 15
_ Add = 3,8 = 5xl2 —
12
17 12.00 [12 2.4 II
LOADING (psf)
TOLL 200
TCDL 10.0
BCLL 0.0
BCDL 10C
SPACING- 2-0-0
Plate. Grip DOL 1.15
Lumber DOL 1A5
PERStress Inc, NO
Code IRC2006ITP12002
CS I.
TO 0.55
BC 0.65
WEI 0,38
(Matrix)
DEFL, in (too) III L/d
VeF(LL) -0.12 13-14 >999 360
Ved(TL)-0.3113-14 >766 240
Horz(TL) DC7 12 n/a pre
Wnd(LL) 0.02 14 >999 240
PLATES I GRIP
MT20 169/123
Weight: 991E FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SEE N0.2 TOP CHORD Structural wood sheathing directly applied or 5-5-14 oc purlins, except
BOT CHORD 2x4 SPF No.2 end verticals.
WEBS 2x4 SPF-S Stud 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
6-141 2x4 SPF No.2
REACTIONS. (Ib/size) 17=870A0.3-8, 12=870/0-3-8
Max Hbrz 17=-272(LC 4)
Max Uplift 17=-59(LC 6), 12=59(LC 7)
FORCES. (to) - Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown.
TOP CHORD 2-17=-880/130, 2-3=1018/66,3-4=-892/31,4-5=-731/80,5-6=-5881129;6-7=-588/130, 7-8=-731181, 8-9=-892/0,
9-10=-1016/0,. 10-12=-880154
BOT CHORD 16-17=-329/369, 15-16=-159/664, 14-15=-1591664, 13-14=01664
WEBS 6-14=-431539, 8-14=-2941190, 10-13=01668, 4-14=-2941219, 4-16=1101280, 2-16=01668
NOTES-
1) Unbalanced rooflive GOES have been considered for this design.
2) Wind: ASCE 7-OS(90mph; 7CDL=6 Offer;BCDL=6.Opsf; ti Cat I. Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
ior(2) Exterzone; cantilever left and right exposed ; end vertical left and right exposed', C-C for members and forces & MV RS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Thls truss has been d a psf bottom chord live load nonbottom
wish any other liverectangle
chord
4) • Thlt truss has been for live
n design f i al
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
chord a
n
fit between the bottom chord and any other members.
5) Bearing at joint(s) 17, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
6). Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 17, 12,
7)'Semi=rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
` •t G1ST�q•
j NO. 19900113as I as
?
STATE OF :'nr
OA •' :.ND ......
S • N,A
February 112017
®WARNING Verily dg p M d READ NOTES ON THIS AGO INCLUDED MITER REFERENCE PAGE MII7473 rev, 10/037015 BEFORE USE. se
D g lot only with k® This design based only Pon p n a'1 Uvtl Ip Iti g omFlone rt rot
a lrusssykenl.Before re0he tomkngd gner most verly the sppreanintyidd 9n parameters dpsion, it,Crpo I m osign ide In, overall
beflummadogn, Boostingindicatedisl pre,derlb kl g of individual truss web andlorchordmembers ly. Additional temporary and permanent bree, fVliTek'
sa Mays required for staDlly and topevent collapse withp sole personal injury and ympehy ba ege. For general gudency, regarding the
Naturalion; storage, defvery, election and diacing ONusses and toss systems, see ANSIITPII puallly Criteria, DSB49 and Goal Baibira Compared, 16023 Swingley Ridge Rd
Safety Information i valla0le from Truss Plate Institute, 218 N. Lee CVeel, Suite 312. Alexandria, VA 22314. Chesterfield, M053017
Job
Truss
Truss Type
Oty
Ply
Wedgewood 86 Westvale
8177002M
T05
PIGGYBACK BASE
q
1
�f28913292
bRt I
- "'-- 7.640 5 Sep 29 2015 Mll Industries, Inc. Wed Feb 01 14'.01.05 2017 Page 1
IDkY4fMpdtS9sB5bPwUaiJVpzpWc2-YoxiVMDICOnh 3c RM_EH1JI22rMPxlc_9v,VrpzpUTy
61-0
�610 _ 20Q0 17
-1]_� 103 9QA 3,fp
fi�1nl er
�]-1-5 � 7�1�5 6-1G3
10 cc
46 �i
5xa = 2x4 II 6x10 �,
10 17 " 16 a Le 14 21 13 12 22 it 10
3.4 416 Sea = 5,8 - yea - 46 - 3.4 11
3x4 - 3,6 -
Scale'. 118"=1'
LOADING lost)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
1.15
Lumber tel
Rep Stress Incr YES
Code IRC2006ITPI2002
CSI.
TC 0.55
BC 0.64
Wa 0,93
(Matrix)
DEFL. in (too) Ildefl L/d
Verl-0.1214-16 >999 360
Vert(TL) -0.21 14-16 >999 240
Horz(TL) 0.03 10 nla ri
Wnd(LL) 0.03 16 1999 240
PLATES GRIP
M720 1691123
Weight: 2151b FT=20%
LUMBER-
RRACING-
TOP CHORD 2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 4-5-2 oc purlins, except
BOT CHORD 2x4 SEE I
end verticals, and 2-0-0 cc purlins (6-0-0 max J: 4-6.
WEBS 2x4 SPF I'Except
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing, Except:
2-17,8-11,1-18,1-17,9-10,9-11'. 2x4 SPF-S SWd
6-0-0 cc bracing:. 12-14.
WEBS
i ROw at mill 2-16, 4-145-14, 6-14, 6-12, 8-12
, -
REACTIONS. (Ib/size? 18=12081Mechanical; 12=2070/0.3-8; 10=497IMechanical
Max i 18=-283(LC 4)
Max Uplift 18=-32(LC 6). 12=-22(LC 7), 10=-22(LC 7)
Max Greg 18=1222(LC 10). 12=2070(LC 1). 10=518(LC 11)
FORCES. (Ib) -Max. Comp Max. Ten. -All forces 250 (It) or less except when shown.
TOP CHORD 1-2=-14461128,2-3=-11211159, 3-4=-978/207,4-5=-5851206,5-6=-585/206,
8-9=-545/62,1-18=-1171/102,9-10=-467155
BOT CHORD 17-18=-275/301, 17-19=-218/1038, 16-19=-218/1038, 15-16=-161/757,
15-20=-1611757,
14-20=-161/757, 12-22=0/342, 11-22=0/342
WEBS 2-16=,380/178,4-16=-31/537, 4-14=-351/57, 5-14=-484/204, 6-14=-150/1215,
6-12=-1457/123, 8-12=-492/181, 8-11 =01266. 1-17=0/939
NOTES-
1) Unbalanced roof live loads have been considered for this design:
2) Wntl ASCE 7-05 96rnptr, TCDL=6.Ops@ BCDL 6.Opsl; h=251t; Cat. II; Exp B'.encldsed; 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 & MWFRS for
XWVj
reactions Shawn Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)' This truss has been designed for a live load of 20. Doer 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 BCDL = 10. Cost.
6) Refer to girdi. for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable o6 withstanding 100 Ib uplift at joirl 18, 12. 10.
breaks including er l eyes n the analysisesign of this truss,
enot lthe
9) Graphical porlin representation does depict the size o� he orientation of purlin the top and/or bottom chord.
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®WARNING l tlyse Ip 0 IREAO NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMP-7473pi ING312015 BEFOREUSE
gagaegal
Design lid poru ly with MT h4D courectous_. This design based - only uponppresumes shownd.far a mad,nollb ton ,component not
Eff
.1creassyromp a., hom p td'ngd g t army the ppl umy of design parameters andp p Iy. p t his b,,,,,ata the overall
b'b'gd g Bracing indted is to recenttoi ofindivshmal truss web thereupon members only. Additional tp ly andpermanent bracing
R•j�eL"
k
is always required for stability and to pevenl collapse wary possible pen-olal nl ry and property damage For g
general guidance regsol the
��VV ii
defection storage gave, erection and bracing pinatas and "as systems, see ANSIRP11Quality Criteria, and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee street, Since 312, AlenanduA VA 22314.
160235wingley Rings Rd
Che5derlield. MO 63017
PROBUILD, MOORESVILLE, IN
4xl
%1
6
Truss Type
Hip
Is
A
5-0-0 St-tt
5xo =
tO nit
Weogewood
1
JOB Reference Lop
7.640 s Sep 29 2015 MiTek
9-9-5 0 9 5 oil,
2,,4 II
axe
Sold =
Inc. Wed Feb 01 14.01:04 2017 Page 1
�J
3x4 11 4lo = 3x8 0 3xB = 3x8 = are = 2x4 II also = 2x4 11
3.6 —
Scale = 1'.N o
LOADING (fold)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Udell L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1A5
'TC 0.99
Vt(LL)er-02115-17 >999 360
MT20 169/123
TCDL 10.0
Lumber DOL 1.15
BC 0.77
VeB(TL) -0,39 15-17 >616 240
SCLL UP '
Rep Stress Incr NO
WE 0.70
Horz(TL) 0.02 10 n/a n/a
BCDL 10.0
Code RC2006/TP12002
(Matrix)
Wnd(LL) 0.0117-18 >999 240
Weight: 213G FT=20%
LUMBER- BRACING
TOP CHORD. 2%4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 670-0 oc purling, except
BOT CHORD 2x4 SEE No 2 and verticals, and 2-0-0 oc purlins (8-C-1 max.)'. 4-7.
VVEBS 2x4 SPF-S Stud 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
4-17,4-15,5-15,7-15,7-13,7-12'. 2x4 SEE No.2 6-0-0 oc bracing: 13-15,12-13.
REACTIONS. All bearings 0-3-8 except Qt=length) 10=Mechanical. WEBS 1 Row at midst 4-15, 5-15. 7-15, 7-13
(lb)- Max Hord 19=261(LC 5)
Max Uplift All uplift 100 Ib or less at joints) 19, 10 except 15=-184(LC 5)
Max Grav All reactions 250 C or less at joint(s) except 19=831(LC 10), 15=1717(LC 1), 13=734(LC-11),
10=457(LC 11)
FORCES. (Ib)-- Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown,
TOP CHORD 2-3=-836/69, 3-4=-593/126, 8-9=-475/72, 2-19=-770/103, 9-10=-412/53
BOT CHORD 18-19=-252/267, 17-18=-1571571, 16-17=-103/358, 16-20=-103/358, 15-20=-103/358,
11-12=01300
WEBS 3-17=-273/160, 4-17=10/518, 4-15=-843/70, 5-15=-612/253, 7-13=-440/48,
7-12=62/275, 8-12=-369/152, 2-18=0/451
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05 90ri TCDL=6.0psf BCDL=6.Scat; h=25ft, Cat. 11; Exp B', enclosed, MVVFRS (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
reactions shown Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water coupling.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
6) Refer to girder(s) Nor truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19, 10 except Qt=lb)
15=184.
8) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in theanalysis and design of this truss.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
WARNING- weriry dVVnpaQnbdms and READ NOTES ON THIS AND INCLUDED
Design slid for use only with MiTek® connectors. This deluge Is based only upon pudrar
a hear system_ Before use, the bullring designer must Verily the smale ah lly of design r
GAGE MII;7473 rev. 10103ATIS BEFORE USE
for an individual building component, not
Iry mnmW mid this desire mfo the overall
I
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; -B STATE OF Q'
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February 1,2017
and to present collapse with possme personal allay and forestry damage Forcemeat guidance regaoling the 'or n`
implied and overage atloceses and Foss sidemg,see ANslot Qualityerliena,oat-es and vets/ Bending Component is023vr^
gwi"tuncy Ridge Rd
from Truss Plate Institute , 218 N. Lee Street, Sure 312, Alexandra. VA 22314, Cheapens, No 63017
Job Truss Truss Type Oty Ply Wedgewood 86 Westvale
B1]]00206 T01 Common 1 1 128913288,
Job Reference fopecmhp
PROBUILO, MOOREBVILLE, IN 46158 7. 640 s Sep 292015 fil l nbustries.mc. Wed Feb 0114. 01'022017 Panel
3x
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1 3
-28 300 i.40 e.a.0 pb -2a,
4xfi
34 — JIB — 3x6 -
Scale = 1 GO 0
LOADING (pep
TCLL 20.0
TOOL 10.0
BCLL 0.0
BCDL 100
SPACING 2-0-0
Plate Grip DOL 1,15
Lumber DOL 1.15
Rep Stress lncr NO
Code IRC2006/TPI2002
CSI.
TO 0.35
BC 0.42
WE 0.28
(Matrix)
DEFL. in III I/tlefl LID
t(LE) -0.0
Ver6 8-9 -999 360
Vert(TL) -0,14 8-9 >999 240
Horz(TL) 001 8 n/a. I
Wnd(LL) 001 9 >999 240
PLATES GRIP
MT20 1691123
WaighL.731b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SPF NO.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except
BOT CHORD 2x4 SPF No end verticals.
WEBS 2x4 SPF-S Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 roc bracing.
REACTIONS. (Iblsize) 10=656/0-3-8, 8=656/0-3-8
Max Holz 10=-207(LC 4)
Max Uplift 10=54(LC 6), 8=-54(LC 7)
FORCES. (to) - Max. Come Mal Ten. - All forces 250 (to) or less except when shown.
TOP CHORD. 3-4=4711123, 4-5=-4711123
BOT CHORD 9-.10=-881329, 8-9-0/329
WEBS 4-9=-721342, 3-10=-495131, 5-8=-495131
NOTES.
1) Unbalanced Toof live loads have been considered for this design'.
2) Wind, ASCE 7-05; 90ni TCDL=6.Opsf; BCDL=6.OpsP, h=25ft;.Cat . II', Exp B', enclosed: MVVFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed' end vertical left and right exproga -C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1 60
3) This truss has been designed for a 10,0 pat bottom chord live load nonconcurrent with any other live loads. -
4) - This truss has been designed for alive 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.
5) Provide mechanical connection (by others) of truss to bearing ,plate capable of withstantling 100 Ib uplift at joints) 10, 8.
6) "Semi -rigid retchtereaks including heels' Member end fixity model was used in the analysis and design of this truss. YVM
-.P�G1STEq�O /
Nc, i9900415 ? =
STATE OF ,I Z z
DIAO
February 1,2017
®WARNING Verify dg pandarropers and READ NOTES ON THIS AND INCLUDED MITEM REFERENCE PAGE MII7473 rev. 10/03I2015 BEFORE USE
Design 101- y ap NfilreetternmearmatThis design based only upon parameters shown and'is for an askadmal'building Anent not
alrusssy51em.0foreuse In, bul0'ng0 gei must vary the applicability oftl'g_p meters o properly inecrpmase this
s des into the overall Iva
priflatingshosign.'B g indicated less prevent bucking ofaccident [s web andlor0ord mandaterm only.-AddAlOnellemporaryaldpermanentbracng Welk'
s always requredf IUlay and to prevent collapse wIDp ibl p onal lnjry dpmpenY da g..F gneialgudanceregaN'rgme
fabricated, storage deivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria. DS B-89 and BC51 Building Compone en 16023 Sweet, Ridge Rd
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Chesterfield, NO 63017
Job Truss Truss Type �Qlyply�Wedgdi BB WestvaleB1]]00206 PB07 Piggyback 128913286
e(optional)
PROBUILD, MOORESVILLE, IN 46158 7.640 s Sep 29 2015 MITek Industries, Inc Wed Feb 01 14:01'.02 2017 Page'
D'. kY4fMpdtS9sS5bP UaiJVpzpWc2-7DFZ3KBIvTP63CtbmDhaPh7doe SAktFVTGVaFVzoUUP
4x8 =
2x4 11 4.5 =
3x4 10 9 8 3.4 O
2x4 II 2.4 11 2x4 11
Si 131.3
LOADING (Pat)
TCLL 20.0
TCDL 10.0
BCLL 0A '
BCDL 10.0
SPACING- 2-0-0
Plate Grip OOL 1,15
Lumber DOL 1.15
Rep Stress Ina NO
Code IRC2006rrPI2002
CSI.
TC 0.17
BC 0.16
1113 0,07
(Matrix)
DEFL. in (too) Udell Up
Veh(LL) 0.01 7 nlr 180
Ven(TL) 001 7 nlr 120
Hoa(TL) 0.00 6 The ma
V1dnd(LL) -000 7 n/r 120
PLATES GRIP
MT20 169/123
Weight: 441b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SEE No.2 TOP CHORD Structural wood sheathing directly applied or 6-CF0 oc purling, except
BOT CHORD 2x4 SEE No.2 2-0-0 oC purling (6-0-0 max.): 3-5,
WEBS 2x4 SPF-S Stud BOT CHORD Rigid ceiling direct( applied or 10-0-
9 9 Y PP 0 oc bracing.
OTHERS 2x4 SPF-S Stud
REACTIONS. All bearings 12-11-8.
(lb)- Max Hom 2=-84(LC 4)
Max Uplift All uplift 1001b or less at joints) 2, 6, 9, 10, 8
Max Grad All reactions 250 lb or less at joints) 2, 6, 9 except 10=296(LC 10). 8=296(LC 11)
FORCES. (to) - Max. Camp./Mal Ten, - All forces 250 (to) or less except when shown.
NOTES.
1) Unbalanced roof live loads have been considered for this Design.
2) Wind: ASCE 7-05; 90raph; TCDL=6.Opsf BCDL=6 Opsf: h=25ft; Cat, II; Eat, B', enclased; MWFRS (low-rise) gable end zone and C-C
'
Exterior(2) zone; Cantilever left and right exposed ; end vertical left and right exposes C-C for members and forces 8 MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1,60
3) Provide adequate drainage to prevent water pending.
4) Gable requires Continuous bottom chord bearing.
5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent wing any other live loads.
6) - This truss has been designed for a live load of 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 chord and any other members.
I'I
7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joints) 2, 6, 9, 10, lF
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
10) Graphical purlin representation does not depict the size or the orientation of the marlin along the top and/or bottom chortl.
v6G'ANG (/G'viv
.,�tiGtSTfgFO •. _
+ No.19900415
cc
�'•, STATE OF :'Q7
February 1,2017
®WARNING- detlly Jasl9n Pesemolers and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE Mll-7473 rev, 10A)"015 BEFORE USE. -
Design valid Tor use only with hi connectors. This design is based only upon parameters suown, end Is for an individual building component, nut
I men system. Bons use, the bustling ecsgner must verity the aid hentellhy of design peremelers and properly incorporate this design inld the owmll
building design . Bredrg indicaled as:0 prevent burds, of muchaduel truss web anchor MOM members only. Additbnal lembamry and permanent braung
M iTe k
4 e Ways Rgubad No color" and to prevent collapse wall passible personal Injury and probably damage, For general guidance regaNmg The
fabrication, storage, dNNer, erection and bredng of trusses and lmivysfems, see ANS IRPI10uality Crite III, OSB49 and BCe l Building C employing
16023 Swi ley Ridge Rd
Safety 'electrified Available from Truss Plate In9itule, 218 N. Lee Street. Suite 312, Alexa ntlria, VA 22314.
Chesterfield, M063017
1.5 -1 tts _
4x6 =
Scale - 1:45 B
ax4 = to 9 B 3x4 —
2x4 II 2x4 II 2x4 11
2- o
P�I(se15� Y1T-
[2:D21.0-1 6I f6.0y-],D_t_81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in floc)/tlefl L/d
PLATES GRIP
TCLL 200
Plate Grip DOL 1.15
TIC 0.18
Ved(LL) 000 6 n/r 180
MT20 169/123
TCDL 10.0
Lumber DOL 1.15
BC 0.10
Ved(TL) 0.00 6 mir 120
BCLL 0.0
Rep Stress loon YES
WB 0.11
Horl 000 6 Iola Iola
BCDL 10.0
Code IRC2006lTPI2002
(Matrix)
Wlnd(LL) 000 6 poll, 120
Weight: 45 lb FT=20%
LUMBER. BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SPF pi BOT CHORD Rigid ceiling directly applied or 1C-0-0 oC bracing.
OTHERS 2x4 SPF-S SWtl
REACTIONS. All bearings 12-11-8.
(It) - Max Horz 2=128(LC 5)
Max Uplift All uplift 100 to or less at joints) 2,.6 except 10=116(LC 6), 1115(LC 7)
Max Grav All reactions 2501b or less at joini 2, 6, 9 except 10=308(LC 10), 8=308(LC 11) "
FORCES. (lb) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind:. ASCE 7-05, 90mph', TCDL=6.0pst BCDL=6.0psf; If Cat. II; Exp B', enclosed, MWFRS (low-rise) gable end zone. and C-C
Exteriorf2) zone;( Cantilever left and right exposed ; end vertical left and right exposed C-C for members and forces 8 MWFRS for
reactions shown; Lumber DOL=1 60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Gable requires continuous bottom chortl. bearing.
5) Gable studs spaced at oC.
6)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) •This truss hasas been tlesignesignetl 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.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 2, 6 except Qt=lb)
10=116,8=115.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this muss.
10) See Standard. Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
G,,
�UISTFRF,•
�• STATE OF 4'
s .. ;\
/oox //a'%NA'
February 1,2017
® WARNING -Verify areas parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MII7473 toy. Moral BEFORE USE M'
Design litl for use ly 1h armultornnennum This period based only upon parameters shown and 9 for an individual building component not
heas lem:Bf the prodamnq designer mull aunty the teplcacley ofdesign parameters and pmpeay' mourr line areas into the overall Id
pulping design, standing indicated is to prevent buckling eflntlivitlual lmss web and/or chord members only. Additional temporary and permanent ordered M '•'•`j 1.
is always required for stores and to prevent Wllagse won preaidar personallnlury and prvpany damage. Porgeneralgwdancem,norms e Il
oblivion slorage,del'rven, erection and holding of bussesand truss systems.see ANSI/Tall Duality Criteria,DSB-89 and SCSI Building Component 1802]ewingley Ridge Rd
Salary Information ewilable from Truss Plate Institute, 218 N. Lee Scral Suite 312, Alexandria, 1122111. Cousternsid M063017
Type
PROBUILD, MOORESVILLE, IN 46168
ru 2.10
Arid 2x4 11
7.640 s Sep 29 2015 MiTek Industries, Inc. Wed Feb 01 14 01,W 2017 Page
iB5bP UaiJVpzpWc2-BgBpSeACNs9OglkCepe6KGl GsgnVGzfF?aOkBapUU
Soap = 125 4
4x8 =
3x4 = 10 9 6
2x4 II 2x4 II ax4 =
2x4 II
LOADING lost)
SPACING- 2-0-0
CST.
DEFL.
in
(Io I
Ildefl
Lltl
PLATES GRIP
TCLL 21
Plate Grip DOL 1.150
TC 0.20
Ven(LL)
0.00
6
n/r
180
MT20 1691123
TCDL 10.0
Lumber DOL 1.15
BC 0.11
Vert(TL)
0.00
7
n/r
120
BCLL 0.0 '
Rep Stress Incr NO
We 0.08
Horz(TL)
0.00
6
We
BIG
BCDL 10.0
Code RC2006/TPI2002
(Matrix)
Wlnd(LL)
-0.00
6
n/r
120
Weight 381b FT=20%
LUMBER. BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x4'SPF No.2
WEBS 2x4 SPF.S Stud BOT CHORD
OTHERS 2x4 SPF-S Stud
REACTIONS. All bearings 12-11-8.
(Ib) - Max Horz 2=49(LC 4)
Max Uplift All uplift 100 to or less at joings) 2, 6, 9, 10, 6
Max Grav All reactions 250 U or less at joint(s) 2, 6, 10, 8 except 9=364(LC 10)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (ID) or less except when shown.
WEBS 4-9=-278/115
Structural wood sheathing directly applied or 6-0-0 BE purlins, except
2-0-0 oc puffins (6-0-0 max.): 3-5,
Rigid ceiling directly applied or 10-0-0 m bracing.
NOTES.
1) Unbalanced roof live loads have been Considered for this design.
2) Voi ASCE 7-05190ri TCDL=6 Opst, BCDL=6.Opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exierior(2) zone, cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water bonding.
4) Gable requires continuous bottom chow bearing. .
5) This truss has been n deignetl fora live
psf bottom chord live bol nonchord i ail
with any other live loads.
6)' This Truss has been tlesignetl 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.
7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 to uplift at joints) 2, 6, 9, 10, 8.
8) "Semi rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
10) Graphical purlin representation does not depict the size or the orientation of the Garin along the top and/or bottom chortl.
,s\ i;l1nq/7
-FVEGANx/ .. G <2 /%
•.P�G1STEq�O •.
NO 19900415 •t
�•'••• STATE OF CIE
v
February 1,2017
A .B.'s.Vabrxdrum, ParamMenand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-0IT] rev, f0/O]ROSS BEFORE USE. ���'
Design vaf0 for use only won Mffri connectors. This design is based only upon parameters seown, acres 1m an i memlual OwNnq component, not
a guys system. Alone wl it, Me building decade, fu verity the appratailoy of design parameters add payment economic this design into the overall
buitlmodi. eracirq nit IM¢mlxevem oucxeng othgivquallrvss webaMmr RtoN members anry. Mdnwnal temcorery end pefmanem becma MiTek'
vis aN ays required for sWild, and toaemm collapse with possible personal injury and proWny damage For general U re gaaangarding the
ariation, storage, delivery, erection and bracing of grosses and truss systems, see Part Duality Cinema. DSB49 and east Building Component 16023 Swinglsy Red, Rd
Safety Information aveilable from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandra, VA 22314. Cheslerfield, M0 63011
PR08UILD,
a
IN 46158
Truss Type
Piggyback
4Ai =
944a
44 -
2015 MiTek Induslliss, Inc. Wad Feb 01
e
2x4 = 2a4 II 2aa 1 7 1 2,4 =
Scale= 1215
Plate Ottsets_(x v1_ [243:1.4101�15:0:2�.0-1-01
LOADING(psf)
SPACING- 2-0-0
CSI.
Di in (loc) Udefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.15
TO 0.07
Ved(LL) 0.00 6 nor 11 0
MT20 1691123
TCDL 10.0
Lumber OOL 1.15
BC 0.08
Vert(TL) 0.00 6 nor 120
BCLL 0,0 '
Rep Stress Incr NO
WB 0.04
Horz(TL) O.00 5 n/a the
BCDL 10.0
Code IRC2006/TPI2002
(Matrix)
Wnd(LL) -000 6 nor 120
Weight. 26111 FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except
BOT CHORD 2x4 SPF No.2 2-0-0 oc purling (6-&0 max.): 3-4.
WEBS 2x4 SPF-S Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 8-1-11.
(lb) - Max Holz 2=53(LC 5)
Max Uplift All uplift 100 to or less at joints) 2, 5, 8, 7
Max Grav All reactions 250 Ib or less at joint(s) 2, 5, 8. 7
FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown,
NOTES-
1) Unbalanced roof live loads have been Considered for this design.
2) Wind: ASCE 7-05; 90 ro TCDL=6.Opal; BCDL=6.Opsf, h=25ft; Cat. If: 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 MVVFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending,
4) Gable requires Continuous bottom chord bearing.
5) This truss has been designed for a 10.0 led bottom chord live load nonconcurrent with any other live loatls.
6) - This truss has been designed for a live load of 20 Opsf on the bodom chortl in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between bottom
the chord and any other members.
7) Provide mechanical connection (by others) of truss to Dearing plate capable of withstanding 100Ib uplift at joint(s) 2, 5, 8, 7.
I
8) "Semki-igid punchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ''��'"j�Ir/�•/��
//� /,1'
9) See Standard Industr, Piggyback Truss Connection Detail for Connection to base truss as applicable, or Consult qualified building
designer.
10) Graphical burn representation does not depict the size or the orientation of the putrid along the top and/or bottom Chord.
EG AN G C/ l i'
.. P�GtSTER�,O
No./9900415 =
STATE OF :.IZ CIA
J 70Ar5SfONA 11S `s'
February 1,2017
®WARNING - No di panmerars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE GAGE Mll-7473 rev. IM312015 BEFORE USE.
Design valid for use Only Won MlTeh®correctors. This heart d based only upon palamele¢trend, and is for an lndivatual building COmponeal,nor
n
O�R�,aI
ITS
a Ides ryAem.Be'.as.. the bright, oesgner must venry the applicability of design paremelerz and gppedy'modmante this design Into fire Overall
build, resign Bugg diiah..I. prevem buarng nrMraduil Coss ndo andmrmam memoers mi,. emfornal temporary aM pemraoart bract,
MiTek
is isho reeuved for abousty and to prevem collapse with passible personal mi and property damage. For general gWdance regarding the
obtrusion,stodge, dehiwry, erection.,a bracing of but and buss system;see ANSVTPII Quality Cnlena, DSB49 and Best Building Component
16023 Swindles Ridge Rh
Safely Information flossame from Truss Phout Institute, 218 N. Lee Street, Suite 312, Mammon. VA 22314.
Chesterfield MO 63017
2.4 II 9
2.4 11
$Cale. 112"=t'
LOADINGG(psn
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.16
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2006,7712002
CSI.
TC 0.1d
BC 0.03
WB 0.07
(Matrix)
DEFL. In (l0c) Ildefl L/d
Vert(LL) -0.00 5 >999 360
Vert(TL) -0.00 4-5 >999 240
Horz(TL) -0.00 4 n/a nla
Wntl(LL) 0.00 5 ••" 240
PLATES GRIP
MT20 1691123
Weight: 13 lb FT=20%
LUMBER. BRACING.
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood Sheathing tlirectly applied or 2-0-0 oc purins, except
GOT CHORD 214 SPF No.2 end verticals.
for 2x4 SPF-S Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size) 5=18210-3-8, 4=3610-1-8
Max Haz 5=129(LC 6)
Max Uplifl4=-71(LC 6)
Max Grav 5=182(LC 1). 4=41(LC 2)
FORCES. (to) -Max. Comp hi Ten. -All forces 250 (to) or less except when shown,
NOTES.
1) Wind: ASCE 7-05; gOmph; TCDL=6.Opst; BCDL=6.Opsf: h=25ft; Cat. It: Exp B; enclosed: MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed : end vertical left exposed:C-C for members and forces S MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1 60
2) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent 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 chord and any other members.
4) Bearing at joint(s) 4 Considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Capacity
of bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate at 4.
gable
6) Provide mechanical connection (by others) m truss to fixity oriel w capable of withstanding 100 Ib uplift at joints) 4,
"Semi-rigid pitchbreaks including heels" Member end /fixity model was used in the analysis and design of this truss .
VIA
jiVnVgV/,It
r,C'ANG
•, P�GISTE,4.O ,
h)o. Io900415 ? _
.9 STATE OF
a PS
S;ONA jlEltvwvv
February 1,2017
®WARMNG Ve ry daalpn panmaM10 and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE GAGE Mll-0473 fill f01p]0013 BEFORE USE.
Design valid for use only with Mneh® connectors. This design p based only upon parameters shown, and is for an ITeivwrial building component, not
a buss system, Before use, the harking designer must verify the appicabimy of design parameters and properly lmnmorate this design Into the o,,forl
bulifir, esign.Brecingindicalatllstopreventbucklingolindivinuallmssweband/orchoNmembersonly.Additionaltemporaryandpromperalbracing MiTek`
is allays required for exactly and to prevent collapse with possible personal Injury end properly damage. For general guidance regarding the
fabrication, Storage,delivery, erection and Trading of trusses and truss systems see ANSITIP110ualily Cationa,DSB-a9 and SCSI Building Component 16023 Swingle, Ridge Rd
Stlety leferma ion erai ubs Imm Truss Plate Insthute, 218 N. Lee Street Sale 312, Aleaandda, Ve 22311, ChestbM,W, M063017
Job Truss Truss Type Cry Ply Wedgewood 88 Westvale
617700206 M03 MONOPITCH 7 1 128913276
Job Reference (optional)
PROBUILD, MOORESVILLE, IN 46158 7. 640 s Sep 292015 MiTek Toil Inc: Wed Feb 0114'. 00582017 Page)
ID'. kY4fMpdtS9sB5bPwUaiJVpzpWc2-FS03lz8MrEvgb__apX0CpFryuX13?o3evVHXb6lzoUtL
2.4 II
3x6 =
2x4 II
5x6 =
6
Scale = 1g 56.5
LOADING (par)
SPACING. 2-0-0
CSI.
DEFL. in
floc) Udell Vd
PLATES GRIP
TCLL 20,0
Plate Grip COL 1.15
TC 038
Vert(-L) -0.07
4-5 >999 360
MT20 1691123
TCOL 10C
Lumber DOL 1.15
BC 0.24
Vert(TL) -0.17
4-5 1464 240
BCLL 0.0'
Rep Stress lncr YES
WE 0.11
Horz(TL) -000
4 n/a ruin
BCDL 10.0
Code IRC200617PI2002
(Matrix)
Wntl(LL) -0.00
5 >999 240
Weight: 35 lb FT=20%
LUMBER-
BRACING.
TOP CHORD 2x4 SPF No
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SPF No 2
end verticals.
WEBS 2x4 SPF-S Stud
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. golSize) 5=258/03-8, 4=25810-1-8
Max Harz 5=215(LC 6)
Max Uplift4=-155(LC 6)
FORCES. (to) - Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown
NOTES.
1) Who: ASCE 7-05; 901 TCDL=6.Opsf, BCDL=6.Opsf; h=25f1; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right
exposed : and vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60
2) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads.
3)' This truss has been designed fora live load of 20.Bost on the bottom chord in all areas where a rectangle 3-6-0 tall. by 2-0-0 wide will
if between the bottom chord and any other members.
4) Bearing at joint(s)'4 Considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate at)oint(s) 4.
6) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 4-155.
7) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss.
••P�..sTEgFo /
No. 14900415 •;
9 •'•, STATE OF •;�'¢
G
�xix7/SS%ONA, tEN\\xvx0
'll if
February 1,2017
,&WARNING Vrlrytle g p hn antl REAONOTES ON TNISANO WCLVOEO MITEN REFERENCE PAGE Mll741 on, firm 015 BEFORE USE
■
onfugh validl use ly with MIT4 connectors. This depend, based only upon parameters Shown aid is for an individual bridding component. nor
[�
elrus5system.6lore use, the gaining designer verfy m¢ mplcaniety of design parameters and count incorporate this design into the overall
r r
is ll csuNry damsonly.r ¢nl0racinp
possible lfmssweOary
AAYeI.
1YN'
is acquiredforgglndicalnd prevent poll
l with an gonionagadance rending the
the
3elaideays regorage, aglverty an0lolueventcnllepsewAe possible syste ln. send summarydamage.Pofg¢nefalll guidance and
and brae rvsses and truss systems. ry cnlene, O5Bd9 and SCSI Building componem
idgstdreg0.0eNery,efrom
ANSend.
I001]Swingley
ng Rd
Sude 3e
Safety Trussn firstIg
Safery Inlormerion � avaindt from Truss Plate Insldvle, 318 N. Lee Street, SMe ]13, Alexanode. VA 22)1 <.
VA 22314.
6301
Cnesferfield, NO B)g17
JOB Truss Truss Type OIy Ply Wedgewood 88 Westvale
E1177002M It MONOPITCH 15 1 128913274
en Reference tppl DOsl)
PROBUILO, MOORESVILLE, IN 46158 7.640s Sep 292015 MiTek lntlustdes. Inc. wed Fes, III lano A>vnn b.
1U. x TAovUOp,as CODPwUBd VpzPWC2-nFSgpd7k4xnpxr7dzgSPiePjmd173cUpJdn3aHzpUU4
a 548
: 3-8 5- a
2,4 11
2.4 II 4x6 =
Scale= 1AFF
LOADING (psh
SPACING- 2-0-0
CSI.
DEFL
in
(too)
/deft
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.15
TC 0.38
Ved(LL)
-0.04
4-5
>999
360
Ml 1691123
TCDL 10.0
Lumber DOL 1.15
BC 0.28
Ved(TQ
-0,10
4-5
>609
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.10
Horz(TL)
.0.00
4
Wa
Wa
BCDL 10.0
Code IRC2006rTP12002
(Matrix)
Wnd(LL)
0.00
5
""
240
Weight 281b FT=20%
LUMBER. BRACING.
TOP CHORD 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF-S Stud BOT CHORD
REACTIONS. (lb/size) 5=295/0-38,4=193/0-1-8
Max Horz 5=232(LC 6)
Max Uph4=-128(LC 6)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown.
BOTCHORD 4-5=-255/5
WEBS 24=-51261
Structural wood sheathing directly applied or 5-4-8 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 cc bracing.
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f1; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=l 60
2) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent 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 chord and any other members.
4) Bearing at loirl 4 considers parallel to grain value using ANSlrTPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
5) Provide mechanical Connection (by others) of truss to bearing plate at loint(5) 4.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) except Gt=1b) 4=128.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
•, P�G1STEgF�•.
• No, 19900415 °•
As
-O .'• STATE OF ;' IZ
lb
FSS%ONA itENoxx`\:
February 1,2017
®WARNING. VarHy design Penmemrs end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M -7472 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based -only upon parameters shown, and Is for an Individual Wilding component, not
a pass system.Before use, lne nuily designer must verily (me apples clay Of design parameters addyoperly Incorporate this design Into me overall
butdtng design. BraGng upiured h to prevent ducking of asocialtrvss web supercnoN members only. additional temporary and permanent bracing
_
MiTek
s a Nays deduced for stmany end prevent collepsmro ewan possible personal injury apcedy damage. For general guidance regaNmg me
l
abdoation, storage, defidery, erection and bracing anrusyme add trues systems, see ANSoFF11 ouemy criteria, DSSA9 and BCSI Building component
16023 Swmgley Rmge Rd
Safety Important available from Truss Plate Institute, 21a N Lee Street Stale 312. Alexandria, VA 22314.
Chesterfield. Mo 63017
I rugs
7700206 Jt55e I "u-nyPe 11 PIy Wetlgewootl OO Westvele
PROBUILD, MOORESVILLE, IN 46158
640 S Sep
ID.kV4IMpdtS9S85bPwl
e 1 2.3
$10
1$6 323 16�]
ILO. Wed Feb O1
Scale = 1'.33 9
LOADING
TCLL 20.0
TCOL 10.0
BCLL DO -
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1,15
Rep Stress Incr NO
Code IRC2006rTP12002
CS I.
TC 0,29
BC 0,31
WB 0.00
(Matrix)
DEFL. in (loc) I/deft L/d
Vert(LL) -0.01 6 >999 360
Vert(TL) -0.04 6-7 >999 240
Horz(TL) 0.03 5 hire n/a
Wnd(LL) 0.02 6 >999 240
PLATES GRIP
MT20 1691123
Weight: 18 to FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-10 oc purling,
except
BOT CHORD 2x4 SPF No.2 end verticals.
WEBS 2x4 SPF-S Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
REACTIONS. (DIsize) 7=288I0-3-8, 4=90IMechanical, 5=93/Mechanical
Max Hca 7=180(LC 6)
Max Uflifl4=-53(LC 6), 5=-27(LC 6)
Max Gmv 7=288(LC 1), 4=90(LC 1). 5=116(LC 2)
FORCES. (It) - Max. Comp./Max. Ten. - All forces 250 (I e) or less except when shown.
TOP CHORD 2-7=-292r105
NOTES-
1) Wind: ASCE 7-05; 93mph; TCDL=6.Opi BCDL=6.Opsf, h=25ft: Cat. I1: Bee B; enclosed: MWFRS (low-rise) gable end zone and C-C
Exlenor(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=1.60 plate grip DOL=1,60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Capacity
of bearing surface,
6) Provide mechanicis al connection (by others) truss to bearing plate capable of withstanding 100 to uplift at joint(s) 4, 5,
7) "Semi -rigid pitchbreaks including heels" Member
ber end fixity model was used in the analysis and design of this truss.
` \xpI-GANrgryry,
�JEG G <iG oc
..P�G1STEq
j Nca. 199004 In
9 •'•• STATE OF :+�¢`
�O S`- ONA11�N�xp``\\
February 1,2017
®WARNING -Merry design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE GAGE MII-TQ) rev. 1WO12015 BEFORE USE
Design who for use Only with MTeh®oonnectoR. This desgn a bayed only man parameters Shown, entlif our an Individual Cuilding COmm,hmr, not
a loss system. Before use. the beading designer must very the apgcebilpy of design parameters and Moody'nwrporou this design Into Me overall
dukdag design . Bracing lnQralaO a to prevent duekling of abnormal may web anger chord members only. Additional temporary and pefmanenl bracing MiTek'
a always require, for Shoulty and to rovem collapse with passible personal Troy and p.,a,damage. Far general gmdance taffeta the
Iadtieatum dotage, thaw,, emotion and mildeg of phases a. lrus systems, see ANSIRPII Only, Crime, 030 89 and BC51 Budding Component 16023 5wingley Ridge Rd
Safety In/ormalion available from Truss Plate Inshime, 216 N. Lee Sidet.5uhe 312. Allumnihm, W 22314, Che9eRield, MO 63017
u.s az.a "-7
Scale = 1:M 9
LOADING (psf) SPACING. 2.0-0 CSI. DEFL. in (loc) Ildefl LID PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.01 6 >999 360 MT20 1691123
TCDL 100 Lumber DOL 1,15 BC 0.31 Val -0.04 6-7 1999 240
BCLL 00 ' Rep Stress Incr NO WB 0.00 Hofz(TL) 0.03 5 1 n/a
BCDL 10.0 Code RC2006/TPI2002 (Matrix) Wlod(LL) 0,02 6 1999 240 Weight: 181b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-10 oc purlins, except
BOT CHORD 2x4 SPF No.2 end verticals.
WEB$ 2x4 SPF-S Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/Size) 7=28B/0-3-8, 4=90/Mechanical, 5=93I11flecnanical
Max Ha17=180(LC 6)
Max Uplift4=-53(LC 6), 5=27(11LC 6)
Max Grav 7=288(LC 1), 4=90(LC 1), 5=116(LC 2)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown.
TOP CHORD 2-7=-292/105
NOTES-
1) Wlnd: 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
Extenor(2) zone; cantilever left and right exposed ; end vertical left and right exposed:C-C for members and forces 8 MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads.
3) - 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.
4) Refer to girders) for truss to truss connenons.
5) Bearing at joints) 7 considers parallel to grain value using ANSI/TPI 1 angle to gran formula. Building designer should verify capacity /
of bearing surface. 1 `
6) Provide mechanical connection (by others) Of truss to bearing plate capable of withstanding 100 lb uplift at joints) 4, 5,
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
\ `\\xxxµ11111111q/pl7jyxx/
•.��p15TEq�0
No.-9900415
p •'•., STATE OF +.'I
G
;ONA' tIr-0
February 1,2017
®WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 ram. 10103R015 BEFORE USE
Design read for us. only wile Mmal connectors. This design is based only upon parameters shown, and is for an indin dual building component, not
�
e truss system.Before use. the building designer must aencdb ty the a diuuy of design parameters and properly lncoryoddelhis design ov into the erall
■■■VVVYYY■
buideadesign. Bracing indicated is to prevent duckling of individual truss web and/or anew members only. pddilionellempprery and Dermanenl bracing
MiTek
is sways required for Nearly and l0 prevent collapse with possible personal Injury and property damage. For general guidance regarding the
Iednution, storage, delivery erection and bracing of tresses aM tmss systems,see ANSIPIt Quality Criteria. DSB49 and SCSI Building Component
16023 Swingley Range Rd
Safety Information nauseated form Truss Pathe Instaule, 216 N. Lee Street. Sure 312, Alexandra, VA 22314.
Cheste rria, NO 63017
Ply
77002W J11
MOORESVILLE,
2015 MiTek industries, Inc.
Sraie = I nj
2x4 II
I
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Ill Lid
PLATES GRIP
TCLL 20.0
Plate Grip COL 1.15
TC 0.16
Vert -0,00 5-6 999 360
MT20 1691123
TCDL ID.0
Lumber DOL 1.15
BC 0.06
Veri -0,00 5-6 >999 240
BCLL 0.0 '
Rep Stress Incr NO
WE 0.06
Horz(TL) -O. DO 3 n/a hire
BCDL 10.0
Code IRC2006rTP12002
(Matrix)
Wind(LL) 0.DO 6 >999 240
Weight: 12G FT=20%
LUMBER- BRACING.
TOP CHORD 2x4 SPF NO.2 TOP CHORD Structural wood sheathing directly applied or 2-4-5 oc purlins, except
BOT CHORD 2x4'SPF No.2 end verticals.
WEBS 2x4 SPFS Stud BOT CHORD Rigid ceiling directly applied or 6-M Oc bracing.
REACTIONS. (Ib/size) 6=193/0-3-8.3=39/Mechanical. 4=22/Mechanical
Max Horz 6=144(LC 6)
Max UPIift3=-24(LC 7), 4=-60(LC 6)
Max Gran, 6=193(LC 1), 3=39(LC 1), 4=44(LC 2)
FORCES. Lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
NOTES.
1) Wind: ASCE 7-05; 90ni TCDL=6.Dpst: BCDL=6.Opsf: h=25ft; Cat. ll; Exp B; encloseQ MWFRS (low-rise( gable end zone and C-C
Exteriont?) zone; cantilever left and right exposed; end vertical left and right exposeQC-C for members and forces 8 MWFRS for
reactions. shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 chard and any other members.
4) Refer to girders) for truss to truss connections.
5) Bearing at joint(s) 6 considers parallel to grain value using Al 1 angle to grain formula, Building designer should verify capacity
of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(S) 3, 4.
7) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss.
I —
IIVA,VAt//,i
•• P�OtSTEgFO
NO, i15
�'•,• STATE OF •rZZZ
SOT •':!ND IANP:'
S . G` \
February 1,2017
®WARNING- Nuff, design,hundr n and READ NOTES ON THIS AND INCLUDED All REFERENCE PAGE MII-TQ] rev. roya 16 BEFORE USE.
Design withal for use onlywM MiTek® wnneram, This desgn es base. only upon parametere shown, and., I., An iderydri W ilday, component, nal
A tads system. Before useIn. ama irp seaside, most very the appkabndy of design parameters and drapery Ntampromle this design into the pvenll 12
buipMgdespn, Brarogindicated is to preyed buckling Ofindiredi truss web unmatched members only Addilionallempararyand petmanembracing MiTek si alleys required for slaoilny ado to prevent collapse wan possible paschal Injury and property damage Pof general guidance regaNing the
fabrication, slmage, delivery, erection and bracing of trusses and truss systems, see ANSIl Quarry Criteria, OSB-69 and SCSI Building Component 16023 Swinglay Ridge Rd
Safely information ava'Iable from Truss Plate Insured, 218 N. Lee client Sure 312, Alexanoria, VA 2,314. CheslerOeld, NO 63017
BA]0021]6 Truss
Job TYuss Truss Type Oty Ply Wedgewood 88 West Be
12B9t J266
Jach-Open 1 1
Job Reference (optional)
PROBUILD, MOORESVILLE, IN 46158 7. 640 s Sep 292015 MiTek Industries Inc. Wed Feb 0114: 00'. 552017 Pagel
I0: kV4fMpdtS9sB5bPwUaiJVpzpWc2-gtKWPx5UVKX6"rFsF3xdDKLppD7bib WsJlzVPz0006
Scale = 1 42.3
5
3a6 II
LOADING (pat)
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr NO
Code- IRC2006]TPI2002
CSI.
TC 0.54
BC 0.38
WE 0.00
(Matrix)
DEFL in (too) Ildefl I
Vt(LL) er-0.06 4-5 >999 360
Verl -0.16 4-5 >434 240
Horz(TL) -0.09 3 n/a I
Wnd(LL) 0.06 4-5 >999 240
PLATES GRIP
MT20 1691123
Weght: 18 to FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SET No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SEE No.2 end verticals.
WEBS 2x4 SPF-S Stud SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Rosize) 5=32310-3-8, 3=157/Mechanical, 4=66/Mechanical
Max Horz 5=21I LC 6)
Max Uplift3=-114(LC 6)
Max Grav 5=323(LC 1), 3=157(LC 1), 4=113(LC 2) '
FORCES. jib) -Max. ConnolMax. Ten. -Aft forces 250 flat or less except when shown.
TOP CHORD 2-5=-273/48
NOTES-
1) Wnd: ASCE 7-05; 90mph: TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; Cat. II; Exp B; er lcseq 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 MWFRS for
reactions shown: Lumber DOL=1 60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 Pat bottom chord live load nonconcurrent with any other live loads.
3)' This truss has been designed for a live load of 20.1 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.
4) Refer to girders) for truss to truss connections.
mechanical Connection (by others) truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Qt=1b) 3=114.
5) Prov"Semi
"Semi
6) r including m
-rigid pitchbreaks inclutling heels" Member end fixity model was used in the analysis and design of this truss.
,\\xa"'t I I IIIIIlyyy Tx /
EGANG
.;P�GtSTEgFo•.,
No. 19900415 °•
•'• STATE OF ¢
90T ...........
vivo F9`p/ON A' I v1\vv`
February 1,2017
®WARNING- Vordy dslgn farameers and READ NOTES ON THIS AND INCLUDED All REFERENCE PAGE MIId473 rev. IWO3Q01s BEFORE USE. 'm
Design It. for use only wan V TOKS canneclo5. Tills design is based only upon parameters shown, and is let an im iri0u61 building domponenl, not
a lNss system. Before use. be building 0es✓dner ..at v mly the epr igoolay of design pefamel es aM mopeny mcc memen ln.a agenda lnlo me overall
budget, desVn Bmcxy videanda to prevent totaling of individual adds web aMror MOM members Our Addesonal consistent and permanent bracing MiTek s always required for train, and to prevent Degauss with posSble personal Injury and Tammany damage. for general guidance regarded the
fabrication, storage. delete , erection and bracing of tmsses and truss systems, see ANSIRPII Quality Criteria, D513-89 and SCSI Building Component 16023 3wingtey Bilge Rd
Safety Information available from Truss Plate Instance. 218 N, Lee Street, Sole 312. Alexandria, VA 22314. Curatoield, M0 53017
128
Scale= 121 9
LOADING(psQ
SPACING. 2-0-0
CSI.
DEFL. in
Qoc) Wait Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.15
TO 0.31
Ven(LL) -0,00
5 1999 360
MT20 169/123
TCDL 10.0
Lumber DOL 1A5
BC 0. 12.
Vert(TL) -0,00
5 >999 240
BCLL 0.0 '
Rep Stress Incr NO
Wild cm
Holz(TL) -0.01
3 n/a n/a
BCOL 10.0
Code IRC2006rrPI2002
(Matrix)
Wnd(LL) 0.00
4-5 >999 240
Weight: 8 to FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 1.9-4 old purlins, except
BOT CHORD 2x4 SPF No.2
end verticals,
WEBS 2x4 SPF-S Stud
BOT CHORD
Rigid ceiling directly applied or 10-0-0 a bracing.
REACTIONS. (Iblsize) 5=180I0.3-8, 3=21IMechanical, 4=9/Mechanical
Max Hom 5=124(LC 6)
Max Upl1tt3=40(LC 6), 4=23(LC 6)
Max Grad 5=180(LC 1). 3=21(LC 1), 4=29(LC 2)
FORCES. (to) - Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown
NOTES.
1) Wind: ASCE 7.05; 90mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; Cat. II: Exp B; encicsed; 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 & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)' This truss has been designed for alive 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,
4) Refer to girders) for truss to truss connections.
5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 ID uplift at joint(s) 3, 4.
6) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss.
VVv`
oJ�vEG A N G 4G �''•c
` •• P�G1STfgFO
No. 19900415 °•
='O •'• STATE OF ;BIZ Zr
P 4� O xSS'O ...........
February 1,2017
does
®WARNING - Vend, Oasign P....'—a and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE All rev. IMAM BEFORE USE.
Design vow for use pitN with Mandate C mmudom. This al is based only upon parameters Shawn, Add Is for an immanent Praisedwmynenl, not
a mos System .8elorePro, Me ham, desgner must verity the oppf 0ildy of design paramorms a' armed, inaoryalere this mothnro the averall �
building desgn.&aalna indicared is la prevent thudding nlinai milinns web andmr rnoN members only. Adi inardpara ry and permenem blaeine MiTek'
Salways required for subillry and to PmventdenPse with possible personal injury and incident, damage. For general ghdance regarding the
Iabdcaliorystorage. defvery, erection and bracing of trusses and truss systems, see AGE IITPII Qua Why Creed , DSB49 and BCSI Building Component 18023 Swingley Ridge Rd
Safety Informal 8 ailadle from Truss Plate Institute, 218 N. Lee street, Suite 312, Alexandra. VA 2231e. Chn,amd eta, M063017
Job Truss Truss Type Or, Ply Wedgewdod 88 Westvale
B177002M J05 Jack -Open 1 1 128913262
Job Reference tional
PROBUILD, MOORESVILLE, IN 46158 ].gags Sep 292015 MiTak lntlustdes.Inc. Wed Feb Ot 1400542017 Page'
IDIkY4fMpdtSgS050P UaiJVpzpWc2-MgMYBbbsnOPF6NG211'Yi49nCt OIISGINdf P7v7nlrII1
Scale = 1131 6
LOADING (par)
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1,15
Lumber DOL 1,15
Rep Stress Ina NO
Code IRC2006/rP12002
CSI.
TO 0,41
BC 0,20
We 0.00
(Matrix)
DEFL. in (too) Ildefl Lld
Val -0,01 4-5 >999 360
Ved(TL) -0,04 4-5 >999 240
HOrE(TL) -0.03 3 n/a nla
Wlnd(LL) 002 4-5 >999 240
PLATES GRIP
MT20 169/123
Weight: 14 to FT=20%
LUMBER. BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly
applied or 4-4-7 cc purlins, except
BOT CHORD 2x4 SPF No.2 end verticals.
WEBS 2x4 SPF-S Stud BOT CHORD Rigid ceiling directly applied
or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=26110-3-8, 3=107/Mechanical, 4=461Mechanical
Max Horz 5=168ILC 6)
Max UpIIR3=79(LC 6)
Max Grav 5=261(LC 1), 3=107(LC 1).4=79(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (to) or less except when Shown.
NOTES.
1)Wind ASCE 7-05; 90mph', TCDL=6,Opsf; BCDL=6.Opst; h=2$R; Cat. 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 right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live leads.
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 botlom chord and any other members.
4) Refer to girders) for truss to truss connections,
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3.
6) "Semis igid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss.
P�GtSTFq�O _
No. I 9900115
�•'•, STATE OF
P
February 1,2017
®WARNING Vxily design Paramabrs and READ NOTES ON THIS AND INCLUOEn MITEK REFERENCE PAGE MII-7173 rov. I0U3Q015 BEFORE USE. �.(�*
Design sell for use only watt stnek® wnnemen, This design is based only upon parameters shown, and is for an Individual OuiMing enmendenk not
a tins system. Before use, the ruining desgner must very, the a001icabiLty Of design paramelers and properly uncommon, this design into lbe overall �i��{d{��`
building design. Bracing ln0icated is to prevent buckling of ma lual tmss web aMlor chord members only. Addtsamil teamster, and permanent orating MiTek'
S alleys required herstability antl to prevent collapse with possible personal Injury and prupetly damage- For general guidance regarding the
fabrication. storage, delivery, erection and bracing Of trusses and truss systems see A NSVTPI1 Quality Criteria, DSB49 and SCSI B ruining Component 1i Swings, R kge Rd
Salary moral adelade from Truss Plate lnslaul& 218 N. Lee Smell State 312. Alexandria, VA 22311 Ch..ylnld, MO 63017
Wring ewoob 88
MOORESVILLE, IN
a-a-7
640 s Sep 29 2015 Tyl
12891
Scale= 1.316
LOAOING lost)
TOLL 20.0
TOOL 10.0
BCLL 00
BCDL 10.0
.SPACING- 2-0-0
Plate Grip OOL 1.15
Lumber DOL 1,15
Rep Stress lncr NO
Code IRC2006/TP12002
CS I.
TC 0.41
BC 0,20
WE 0.00
(Matrix)
DEFL. '
in (loc)/tlefl Lid
Vert(LL) -0.01 4-5 1999 360
Vert -0.04 4-5 1999 240
Horz(TL) -0,03 3 n/a We
VVnd(LL) 0.02 4-5 >999 240
PLATES GRIP
MT2D 1691123
Weight 14 lb PT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No TOP CHORD Structural wood sheathing directly
applied or 4-4-7 cc purlins, except
BOT CHORD 2.4 SET No.2 end verticals.
WEBS 2x4 SPF-S Stud BOT CHORD Rigid ceiling directly applied
or 10-0-0 cc bracing.
REACTIONS. itarsize) 5=261/0-3-8, 3=107/Mechanical, 4=46/Mechanical
Max Horz 5=168(LC 6)
Max Uplift3=-79(LC 6)
Max Cray, 5=261(LC 1), 3=107(LC 1), 4=79(LC 2)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown.
NOTES.
1) Wind ASCE 7-05; SORT TCDL=6.Opsf; BCDL=6.OpsQ h=25ft', Cat. IP, Exp. B: enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(?) zone; Cantilever left and right exposed end vertical left and right exposeci for members and forces & MWFRS for
reactions shown; Lumber. DOL=1.60 plate grip DOL=1 60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in allareas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) 3.
6) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this trussI
st
,`'ry ,JeGAx <ib
•• P��tSTE,gFO
No. 490047 n
'� •'• STATE OF ;• C'
F �
Al It�N\ \\,`
February 1 ,2017
®WARNING Val drg anamenes Ind READ NOTES ON THIS AND INCLUDED MITEK REiERENCE PAGE sial rev 10/0312015 BEFORE USE
D g Itl1 ly AnMT k® I This 0 g p tl my upon parameters Show As 1 0 A In 10 gc p nenl el
a Truss system :Before one, the large, drug, must vary too apploands, of design Oeramelers nd p poorly incorporate the dologn into the overall y e
0Idgdeslgn.B g'dlcaled is to prevent buckling ofidd Itruss web and/pit board members only. Additional T po ry dp nenl Lrecing IYI is a My required for Ialry and top I a es with possiblep ndmM)lek
personal injury Tragedy damn a. Fo�geeudguancenegaingme k
fated ion, slomge, deYrvery, erection end Orating of trusses and Uuss systems, see ANSIITPI1 Oil Cnleria, OSB49 and SCSI Belltling Component 16023 Swingley Ridge Rd
Safety Information available From Tmss Plate Instant,. 218 N. Lae Street, Smite 312 Alexandria,. VA 22314 Cheslerfeed, M063017
Jab Truss Truss Type Cry Ply Wedgewootl BB Westvale
817700206 J01r.Jack-0pen 1 i 128913258
bRf
P�o�� mwu neavLc,w 4ril Sd 1 he
7640 s Sep 292015 MITek Indulges Inc. Wed Feb 0114'. 00,522017 Pager
ID kV4f MpdtS9sB5bPwU ai J Vpzp Wc2-Olfomv3bG P6xt36gA7 VEaituc2 LO Mr4AL4lv4zpUU5
1 ze
3e4 II
Scale = 1'.23.7
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(too) III L/d
PLATES GRIP
TOLL 20,0
Plate Grip DOL 1.15
TO 0.32.
Vert(LL) -0.00
5 '>999 360
M720 169/123
TCDL 10.0
Lumber DOL 1.15
BC 0,13
Vert(TL) -0,00
4-5 1999 240
BCLL 0.0 •
Rep, Stress Incr NO
WE 000
HOPI -0.01
3 n/a nla
BCDL 10,0
Code IRC2006/TPI2002
(Matrix)
Wirl 0,00
4-5 1999 240
Weight: 910 FT=20%
.LUMBER.
BRACING -
TOP CHORD 2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 2-0-13 oc purlins, except
BOT CHORD 2x4 SPF No.2
end verticals.
WEBS 2x4 SPF-S Stud
SOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Iblsize) 5=185/0-3-8, 3=32/Mechanical, 4=131Mechanical
Max Hca 5=132(LC 6)
Max Uplift3=47(LC 6).4=-20(LC 6)
Max Grey 5=185(LC 1), 3=32(LC 1), 4=34(LC
2)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown.
NOTES-
1)Wnd; ASCE 7-05, 9Dmph; TCOL=6.0psf BCDL=6.Opsf; h=25ft; Cat. 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 right exposed;C-C for members and forces& Mal for
reactions shown; Lumber DOL=1 E0 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 in bofforachord add any other members:
4):Refer to girders) for: truss to truss connections.
5), Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3, 4.
6) "Semi-rigidpitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
tkill III I fill
vI-,GANG ��L'�•.
EFq
f ni _ 119004 15 •;
`s 9 STATE OF Q'
'/ONAI-
February 1,2017
®WARNING Wally dg parameters d READ NOTES ONTNIS AND INCLUDED MITEN REFERENCE PAGE hill-7473day.10/0Y2015 BEFORE USE
Design valid f ly with Annek&fhaddegrars Thus ended based only uWn parameters handss fier an p'o Ib'IQg candooment not
a(was system .Before use, the bu Wing designer mud sell, In, appidefluity p10 gn parameters andpoperly medial bus design into the overall all
building design. aracirg Indicated is to prevent buckling stecividual truss weh and/or chord membersbnly. Addilrenal temporary and permanent bracing fr A)��1.'
s aralso repuiredto, stadility and to prevent collapse elh possible personal Injury and property damage. For general guidance regarding thIV
e k k
�labnstion, storage. delivery, sudden and bracing of trusses and truss systems,see ANSIRPII Ouale,Cup., Ong.... antl SCSI adding Component 160235wingley Ridge Rd
Safety Information areilable from Truss Plate Institute, 218 N, Lee Street. Sulfa 312, Addeandne, VA 22314. Chesterfield, MO 63017
ar 3-eI aye. e e s sack
301-2 a
are =
120O 12 2x4 II 10
2x4 II y
2x4 II a
6 O 7
2a4 If
2xa V 5
2x4 II 5
3x6 4
3
2
2xa II
2x4
k12ral
3 5x6 O
2x4 II
14 2x4 II 21
Xa4 15 3x6 II
II\ 16
35 34 33 32 31 30 29 28 27 26 25 24 23 22 21
36 sts an 12 2x4 II 2,4 II 2x4 II 5x6 = 3x6 20
3x6 11 2x4 11 2.4 11 5x6 = 2,4 11 2.4 11 2x4 11
2x4 11 2x4 11
,_1, 2.4 II „o0 2s4 11
LOADING (psi)
SPACING 2-0-0
CSI.
DEFL.
in
(loc)
Iltlefl
L/tl
TCLL 20.0
Plate Grip COL 1.15
TC 0.17
Vert(LL)
-001
19
n/r
180
TCDL 10.0
Lumber DOL 1,15
BC 0.17
Val-0.02
19
nlr
120
BCLL 0.0 '
Rep Stress Incr NO
AB 0.18
Horz(TL)
0,01
20
nla
Pro
BCDL 10.0
Code IRC2006/TP12002
(Matrix)
Wlnd(LL)
0.01
19
red
120
LUMBER -
TOP CHORD 2x4 SPF No 2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SEE
OTHERS 2x4 SPF No.2
REACTIONS. All bearings 20-0-0
Scale=1 98.7
PLATES GRIP
MT20 197/144
Weight: 145 to FT=20%
BRACING.
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc punins, except
end verticals.
BOT CHORD
Rigid ceiling directly applied of 6-C-0 x bracing.
WEBS
1 Row at mitlpt 10-28, 9-29, 11-27
(Ib) - Max Hom 36=272(LC 5)
Max Uplift All uplift 100 Ib or less. at joints) 20, 21, 29, 30, 31. 32, 33, 27, 26, 25, 24, 23 except
36=-357(LC 4), 35=182(LC 5), 34=110(LC 6), 22=111(LC 7)
Max Grav All reactions 250111 or less at jointly) 20. 35, 21, 29, 30. 31. 32, 33, 34. 27, 26, 25, 24, 23. 22
except 36=339(LC 5), 28=379(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 8-9=-18/317,9-10=-21/335, 10-11=-21/335, 11-12=-17/317
BOTCHORD 35-36=2131269
WEBS 90-28=-407/0
NOTES.
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05, 9Cmph; TCDL=6.0psf; BCDL=6.Opsr h=25ft; Cat. ll; Exp Bj enclosed; MVOFRS (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 & MWFRS for
reactions shown; Lumber DOL=1 60 plate grip DOL=1 60
3) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANS17PI 1.
4) Gable requires continuous bottom chord bearing.
5) Truss to be fully sheathed from one face or securely braced against lateral movement (iR diagonal web).
6) Gable studs Spaced! at 1-4-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) - 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 chord and any Other members.
9) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 1b uplift at jointly) 20, 21, 29. 30, 31, 32,
33, 27, 26, 25. 24. 23 except Ot=lb) 36=357, 35=152, 34=110, 22=111.
10) Beveled plate or shim required to, provide full bearing surface with truss chord at joint(s) 35, 21. 28. 29. 30. 31, 32, 33, 34, 27, 26, 25,
24,23, 22.
11) "Semi -rigid pitchbrearis including heels" Member end fixity model was used in the analysis and design of this truss.
®WARNING- Verify design par eb and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-0473 mv. 10/03R015 BEFORE VSE.
Oeslgn vslio Im use only wtlD MiTeF®connectors. TMs Design is DeaeO only upon parameters sDown. an] Is for en individual DuilOing component, not
.1dessyslem. affair life amimng deluder must verify The applicability of design parameters and properlyidminmad tills design into me overall
building design. Bracing adicaled Is la prevent buckling of Individual truss web andem chord members only Additional temporary and permanent bracing
,a ways requeed up, prbl, and to prevent collapse war possible personal lmm,, and pmped, damage Par general guidance regarding lire
dompards.storage, create, erecTlon and bradng of lmsses end lmss systems see ANSIITPIf Quality Criteria, DSB49 and spar Building Component
Safely Information available from Truss Plate Imbibed, 218 N. Lee Street, Suite 312, Alexandria, VA 22314,
•• P�GISTE'R�O
j No 90,0415
v STATE OF P q ?
f
���,c••':!•Np1ANP:• "
F, '
///,I/SSIONAi IEN\,�x'`�
February 1,2017
16023 Swagley Ridge Rd
Chestefpeld, MO 63017
Job
Truss
Tmss Type
Cry
Ply
Wa gewood 68 Wasted.
817700206
CG05
Diagonal Hip Girder
2
t
128913254
PROBUILD,
MOORESVILLE.
IN 461SB
ob Reference (op
Jtional)
b vage 1
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-,0. n ,r3 y6__y
1-ir, 4313 1a-10
2x4 II
2,4 11
Ix6 -
Scale = 1 39.8
Plate offsets Ix y1— )2Q
LOADING (psi)
JA.0 2=01
SPACING. 2-0-0
CSI.
DEFL. in
(19c) I/defl L/d
PLATES GRIP
TCLL 200
Plate Grip DOL 1.15
TO 0.16
Vert(LL) -001
6-7 1999 360
MT20 1971144
TCDL 10.0
Lumber.DOL 1,15
BC 0.07
Vert(TL) -0,01
6-7 >999 240
BOLL 00-
Rep Stress Ina NO
We 0.05
HOR(TL) 000
5 n/a ORB
BCDL 100
Code IRC20061TP12002
(Matrix)
Wlnd(LL) 0.01
6-7 >999 .240
Weight 42lb FT=20%
LUMBER.
BRACING.
TOP CHORD 2x6 SPF N0.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2.6 SPF No.2
end verticals.
WEBS 20 SPF No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 on bracing.
REACTIONS. (lb/size) 7=350/0-3-11, 5=31310-1-8
Max Ho¢ 7=148(LC 5)
Max Uplift 7=-114(LC 5), 5=183(LC 4)
FORCES. (Ib) - Max. Comp.IMax. Ten. -All forces 250 (D) or less except when shown.
TOP CHORD 2-7=-347/169, 2-8=-272/102
WEBS 3-5=-301/203
-
NOTES-
1)W1nd: ASCE.7-05; 90noth TCDL=6:Opsf: BCDL=6.Opsf, h=25ft', Cat. 11', Exp B; enclosed; MWFRS (low-rise) gable end zone: cantilever
left and right exposed :.entl vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) • This truss has'been designed for a live load cf 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.
4)'Bearing at joidt(e) 7, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface
5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 7=114,
5 183
7) Semi rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
'8) Hanger(s) of other connectiondevice(s) shall be provided sufficient to support concentrated load(s) 53 Ib down and 44 It up at 2-6-10,
'and, 56 lb down and 35 lb up. at 3-7-3, and 461b down and 671b up at 5-8-2 on top chord, and 8 a down and 36 to up at 2-6-10, and 73
to up at 3 7 3, and 78 lb down and 38 Ito up at 5-8-2 on bottom chord. The designiselection of such connection device(s) is the
responsibility of btners.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASES) Standard
1) Dead't Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads DID
Ven: 1-2=-60„2-4=-60, 6-7=-20, 5-6=-20
Concentrated Loads (o)
Van: 10=-34(F) 11=3(F) 13=-74(F)
,LwARNING Venlyneydreparopreareary,od READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE fall 7473 rev, r AOIJ2015 BEFORE USE
Design who far ly winMTk® cooreChro.This absorb " based rily n,bh kingumnly, shownd I to, a roph.,dralb ttig centered, net
a tell s
s systen. Before e. the Urged designer most verty the a ppl¢a01nty of aging, m¢t gn mlaersad le ally Tcpryoraie this mess, -nib Ins overall
mmlmmg design. Bracing indicated Is to prevent buckling of individual dress web prober of mom0ers only. Arketchal temporary and permanent bracing
s always renairem for stability em to prevent release with possible cerebral Injury and ptopedy damage For. general guidance legaNlng the
)aMcalim, storage, de5very g a e; tl Ims35ystems, see AN9UTVI1 Oualtly Criteria, DSB49 and BCSI Building Component
c�mea..r......ml...�....n iareNo a doi�...nlmRes si �.._o.._... �..._.,. .. _._�_-.,.. -.....
YL vV `
VWj
�.�`�sEG A N.
&STE �.•
No. i99UD415
�'•,• STATE OF Cr
IA
��0� SS'/ON AL���,xP`•
February 1
MiTek
16023 Swmgley Ridge Rd
Coester11e14 NO 63017
Job
Truss
Truss Type
Dty
Ply
Wedgewood 8�WeStvdls
a1➢700206'
CG03
Diagonal Hip Girder
2
112891325PRDAtIII
D unnRcsru
D mt na�ccJobReference
1.1o.m
8x8 =
l.640 s Sep 29 2015 MTak Industries, Inc. Wed Feb 01 14:00'.49 2017 Page 1
ID'arY4fMpdtS9sB5bPwU3iJVpzPlNc2-DjztBu 1jzUmy0cO5V2yXNy4P9P2LBOVeUNreIIZpUUC
2,4 II 3
Id
Style = 1'19 4
P�ate_9ifsets (X YI—I° Etl 0.7-01 u
LOADING (pan
SPACING- 2e0-0
CSI.
Dil in (toe) I/defl Lot
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.15
TC 0.16
Vert(LL) -0.00 5 >999 360
MT20 1971144
TCDL 10.0
Lumber DOL 1A5
BC 0.02
Vert(TL) -0.00 5 >999 240
BCLL 0.0 '
Rep Stress Incr NO
WB 0.01
Hoa(TL) -0.00 4 n/a n/a
BCDL 10.0
Code IRC2006/TP12002
(Matrix)
W4nd(LL) 0.00 5 ^1 240
Weight: 171b FT=20%
LUMBER-. SRACING-
TOP CHORD 2.6 SPF N o,2 TOP CHORD Structural wood sheathing directly applied or 2-1-9 no purlins,
except
BOT CHORD. 2x6SPF No.2 end verticals.
WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS: itehsize) 5=263/0-3-64=6/0-1-8
Max HOz 5=73(LC 5)
,Max _Uplltl5=-91(LC 6). 4=-27(LC 5)
Max Grad 5=263(LC 1), 4=50(1-C 4)
FORCES: (Ib) - Max, Comp,/Max. Ten. - All forces 250 (D) or less except when Shown,
NOTES-
1) Wind. ASCE;7-05; 90mph, TCDL=6 Opsf: BCDL=6 Opsf, h=25ft: CatL.11, Exp B; enclosed, MWFRS (low rise) gable end zone and C-C
Extenor(2) tone:. cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for
reactions shown; Lumber DOL=1 60 plate grip DOL=1,60
2) This miss has been designed for a 10.0 psf bottom chord live load nonconcurrent win any other live loads.
3)' This truss naa 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 chord and any other members.
4) Bearing at joints) 4 considers parallel to grain value using ANSI?PI 1 angle to grain formula. Building designer should verify capacity
or bearing surface
5) Provide mechanical connection (by others) of truss to bearing plate at joints) 4.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 700 Ib uplift at joint(s) 5, 4,
7) Semi -rigid pitchbreaksincluding heels" Member end fixity model was used in the analysis and design of this truss.
vEGANG
•;�ryG RFo..
'19900413
"Q STATE OF ¢-
G
i v//SONA4t`Pixxvs\'
February 1,2017
®WARNING coadify4 g parephaders and READ NOTES DN TNIs AND INCLUDED All REFERENCE PAGE agel ra, 1.0312015 BEFORE USE
Design aid 'Of use free withMTk® Ostanartion,Thi design based bull up pdour'n"; sheanr and.,In, ooffiveho0 10 g ponenl not
lurld alapern. Before as.. Inc buUngdoodler usl verify The appl cabilny or design parameters and Property iincorporate the design Into the overall
d'Id'gdesign .B g ud,pedwtopreventducking of individualI b fargeor chord be ly.Addr, '..Penn, andpvarranuardbracng Will
fabrication,always insured far .bid, and la prevent mllavie wlhpssble personal Parry and parody damage. For generalgd regarded the
fabrication, storage, delvery, erection and bracing of theses and truss systems see ANSIITPII Quality Criteria. DS9.89 and BCSI Building Cranford nl 16023 Swingley Ridge Rd
Safety adopt availablefrom TmsS Plate InstilWe,215 N. Lee Street Sure 312, Alezanuna. VA 22314.. Fratternal NO 63017
Job
Truss
Truss Type
Oil
Ply
Wedgewood 86 Wesivale
81770020E
CG01
piagonal Hip Eimer
2
1
28913250
canal m n nnnnoocvn
c ..e..o
Job Reference (optional)
t.twa
5 8.8 =
7, 640 s Sep 29 2015 MiTek Industries, Inc. Wetl Feb 01 14100`48 2017 Page 1
ID'. kY4fMpdtS9sB5bPw(JaiJVpzp Wc2.XW PHxYO5CAe50SpvxHRlrkYDI9gm SZOUFj65mJzpUUD
2x4 II
ash —
Scale = 1'.35 9
LOADING (pso
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 100
SPACING- 2-0-0
Plate Grip DOL 1,15
Lumber DOL 1,15
Rep Stress Incr NO
Code IRC2006/TP12002
CSI.
Ti 0.20
BC 0.17
We 0.03
(Matrix)
DEFL. in
Vert(LL) -0.01
Vert(TL) -0C3
Hoa(TL) -0.00
Wnd(LL) 0.01
(loc) I/tlefl L/d
4-5 1999 360
4-5 >999 240
4 n/a n/a
4-5 >999 240
PLATES GRIP
MT20 197/144
Weight: 371b FT a 20%
LUMBER.
BRACING -
TOP CHORD 2x6 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 5-8-0 oc purlins, except
BOT CHORD 2x6 SPF No.2
end verticals.
WEBS 2x4 SPF No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 5=36110-3-8, 4=263/0-1-8
Max Hoz 5=175(LC 5)
Max Uplih5=-74(LC 5), 4=-136(LC 5)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 2501 or less except when shown.
TOP CHORD 2-5=-309183
NOTES-
1) giving: ASCE 7.05; 90mph; TCDL=6.Opsf, BCDL=6.Opst h=25tt; Cal. 11; Exit B; encloseQ MWFRS (low-rise) gable end zone, cantilever
Jett and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 chord and any other members.
4) Bearing at joings) 4 Considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should vainly capacity
of bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(S) 5 except Qt=1b)
4=1
\\� A ,1
7) "Semi -rigid pitchbreaks including heels' Member end fixity modelwas used in the analysis and design of this Coss.
B) Hangeds) or other connection device(s) shall be provided sufficient to support Concentrated 1158 to down and 43 to up at 2-1-2,
and 52111 down and 58 D up at 3-1-12, and 51 lb tlown and 93 In up at 5-2-10 on top chord, and 31b down and 16 lb up at 2-1-2, and 3
Ib tlown and 29111 up at 3-1-12, and 42 lb down at 5-2-10 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8).
AD Standard
A+
OD )Live
1JEGANG
1 aid Roos (balanced): Lumber Increase=1, 15. Plate Increase=1.15
�```�
-f• 1i 1 /1,
Uniform Loads (pll)
Vert: 1-2=60, 2-3=-60, 4.5=-20
- ..........
15TR '•.
FO •'.
Concentrated Loads (Ib)
;" P�
Van '.8=-51(F) 9=4(F) 10=3(B) 11=27(F)
_ 1 No. 19900415 —
•'•
-a STATE OF 2
F �
���OyySS,Olk
11EN� ��``
February 1,2017
AWARNINO-Verily design param alm end READ NOTES ON THIS AND INCLUDED al REFERENCE PAGE ",7472 rev_ IM312015 BEFORE USE.
Design va W for use ony woo MiTek®connecrors. This design ef Eased only upon memories shown, mark for an i alwalual raiWirg rnmponem, nor
alrvsssysfem. Before use, the amount designer must verty the applCaoriny of design parameters and property mommo'rate this desgnard file overall
buiklinedesien. Brobi, indicated is to prevent buckling of ndiedaanruss web anmor chord members only. Additionaltemporary, and permanent proung MiTek'
s always required for Stability and to r evem wnepse will totemic porsonal'mlmy cod pmpmty dams,.. thr general yuwance regarding mo
Laur iory Blom,,.delivery, erection end bracing of trusses and truss systems, see ANSIITP110uallty Crileria,DS"9and BC51Bui1ding Component 16023 Swingle, Ridge Rd
Study Information evailade from Truss Plane Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Cheaterlleld, M063017