20090194 Truss Specs 3072A 061008~w ~ c~ ~ O"7 ~ ,~~-
Te
PpwER ra PERPC]RM.'"
MiTek Industries, Inc.
7777 Greenback Lane
Suite 109
Citrus Heights, CA, 95610
Telephone 9161676-1900
Fax 9161676-1909
Re: DH082992
3072 A
The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision
based on the parameters provided by Lumbermen's Bldg Center-Auburn, WA.
Pages or sheets covered by this seal: 828676079 thru 828676086
My Iicense renewal date for the state of Washington is August 1, 2008.
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Tingey, Palmer
June 10,2008
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer, per ANSI/TPI-2002 Chapter 2.
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Job I russ
DH082992 j1-GR
Truss-Span Lumbermens, Aubum,WA 98001
Truss Type
COMMON
3072 A
828676079
3 IJob Reference (optional)
7.050 s May 22 2008 M1Tek Industries, Inc. Tue Jun t0 11:19:14 2008 Page 1
4-it-12 4-3-6 4-11-13 5x6 MII2D 11 4-11-13 d-3b 4-it-1Z
Scale = 1.T9 8
LOADING (psf) ~ SPACING 2-0-0 CSI
TCLL 25.0 Plates Increase 1.15 TC 0.56
TCDL 10.0 Lumber Increase 1.15 BC 0.50
BCLL 0.0 ` Rep Stress Incr NO WB 0.83
BCDL 10.0 Code IRC2006/TP12002 (Matrix)
LUMBER
TOP CHORD Z X 4 HF 1650E 1.5E
BOT CHORD 2 X 6 DF 2400E 2.0E
WEBS 2 X 4 HF Stud/Std 'Except`
4-10: 2 X 6 HF No.2
WEDGE
Left: 2 X 6 SYP No.2, Right: 2 X 6 SYP No.2
REACTIONS (Ib/size) 1=10697/0-6-0 (input: 0-5-8), 7=10897/0-6-0 (input: 0.5-8)
Max Horz 1=-265(LC 3)
Max Upliftl=-1636(LC 5), 7=-1636(LC 6)
DEFL in (loc) I/deft L/d PLATES GRIP
Veri(LL) -0.1810-12 >999 240 MII20 1851148
Veri(TL) -0.3910-12 >858 180
Horz(TL) 010 7 n/a n/a
Weight: 511 Ib
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES (Ib) -Maximum CompressionlMaximum Tension
TOP CHORD 1-2=1627812449, 2-3=-1332612049, 3-4=1 00 3411 6 1 7, 4-5=-10034/1617, 5-6=-13326/2049, 6-7=-1627812449
BOT CHORD 1-7 3=-204 9/1 3346, 12-13=-2049/13346, i t-12=-1625111016, 10.11=-1625/11016, 9-10=-1559/11016, 8-9=-1942/13346,
7-8=-1942/13346
WEBS 2-13=-464/3314, 3-12=-740/4904, 4-1 0=-1 656/1 06 1 8, 5-9=-740/4904, 6-8=-464/3314, 2-12=-2943!534, 3-10=-4346/776,
5-10=-4346/776, 6-9=-2943/535
NOTES
1) 3-ply truss to be connected together with 10d (0.131 "x3") nails as follows:
Top chords connected as follows: 2 X 4 - 1 row a10-9-0 oc.
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-4-0 oc.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc.
2) All bads are considered equally applied to all plies, except'tf 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 Toads have been considered for this design.
4) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS {low-rise) gable end zone; cantilever left
and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
5) This truss has been designed fora 10.0 psf bottom chord five 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) WARNING: Required bearing size at joint(s) 1, 7 greater than input bearing size.
8) This truss is designed in accordance with the 2006 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced
standard ANSIITPI 1.
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Continued on page 2
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June 10,2008
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A;"~q;rLARrJiNT:-'JerJy or_siyr pnrinrrt sna rlRi:.4r)tar r?"F.S CYW-YII/fiANT7 INCr.UI7~T1h717'r'K FtSl ?:RPN1 Ff'ACrF. BRT-747:3 I'r;r'f)C{F:'r7tir:. W
~ Devgn valid for use onN with MQek connectors. Thiz design ¢ based only upon parameters Shawn and is for on individual building component. i.Y
Applicability of design paramenters and proper incorporation of component k responsibility of building desgner -not truss designer Bracing shown }} g 5'
is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibillity of the I>~) i~ie
erector. Addifionol permanent bracing of }he overall structure is the responsibility of the building designer. Fa general guidance regarding rowee +o rcero.+~.
fabrication, quality control, storage, delivery, erection and brociny, consult ANSI/TPI1 pualNy Cr(leria, DSB-89 and BCSIt Building Component 7777 Greenback Lane, Suite 709
Safety Intormalion available from Truss Plate Institute. 583 D'Onotno Drive, Modison, W 153719. Citrus Hei hts, CA, 95610
5x6 MI120~ t3 12 1t 10 9 6 Sx6 MIIZ0~
6x6 MII20 ~ 3x6 MI12011 6x6 MI12D= 5x8 MII20 = 6x6 MII20= 3xfi MII2011 6x0 MII20~
8x10 MII20 =
I 4 11 12 ~ 9-3-? ~ 14-3-D i 19-j-t3 i 23-6-0 _ 28-6-D
0-11-12 4-3-6 4-11-13 4-11-13 4-3-6 4-11-12
Job
Truss Truss Type
1-GR COMMON
Truss-Span Lumbermens, Auburn,WA 98001
LOAD CASE(S) Standard
Uniform Loads (plf)
Vert: 1-7=-707(6=-687), 1-4=-70, 4-7=-70
Qty Ply ~ 3072 A
828676079
3 IJob Reference (optional)
7.050 s May 22 2008 MiTek Industries, Inc. Tue Jun 10 11~ 19:14 2008 Page 2
WARM2k:, - Vm~ ri.-crgr, rarnn.-rters a.rd Ri'.l.F' NC7T7'R f1N TFIIli F..NIi l KC,'1;(lTJF:`lJ 11SlTfK RF2Fi;RrNI. F, PAC:F. M77-'747;i RP:Ft)/{F. ilGl•;. ~~„
Design valid for use onty with MiTek connectors. This design is basetl only upon parameters shown, and is for an individual building component.
Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown
is For lateral support of individual web members only. Additional temporary bracing to insure stabi6ly during construction is the responsibillify of the ~t~~~
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Powra *o Pearoaw.
fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TFII Qualify Criteria, D56-89 artd BC517 Building Componerd 7777 Greenback Lane, Suite 109
Sately Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison. W 153719.
CArus tiei hts, CA, 95fi10
Job Truss
D H082992 1-TR
Truss-Span Lumbermens, Aubum, WA 98001
1-0 0
Truss Type
COMMON
73.15
Qty iPly 3072 A
2 I 1
IJob Reference
7.050 s May 22 2008
6-11-i 6-11 1
5x6 MII20 =
7 3-15
R2867608D
Inc. Tue Jun 10 11:1915 2008 Page 1
1-0-0
1 d11
5x8 MI120= 10 9 11
3x6 M1120 -
4x6 MII20= t2 8
Ex6 MII20 = 5xe MI120=
r 9-1 fi
9-1-6 I 19-0-10
103-0 78-6-0
9-1b I
Plate Offsets (X Y) 12 0-3-14 Edgel f 6 0-3-14 Edgel
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.53 Vert(LL) -0.54 8-10 >624 240 MI120 185/148
TCDL 10.0 Lumber Increase 1.15 BC 0.93 Vert(TL) -0.81 8-10 >414 180
BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.07 6 n/a nla
BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 1141b
LUMBER BRACING
TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 4-3-6 oc purlins.
BOT CHORD 2 X 4 HF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing,
WEBS 2 X 4 HF Stud/Std
WEDGE
Left: 2 X 4 HF Stud/Std, Right: 2 X 4 HF StudlStd
REACTIONS (Ib/size) 2=1469/0-5-8, 6=1469/0-5-8
Max Horz2=-270(LC 3)
Max Uplift2=-177(LC 5), 6=-177(LC 6)
FORCES (Ib) -Maximum Compression/Maximum Tension
TOP CHORD 1-2=0139, 2-3=-2093/196, 3-4=-1906/304, 4-5=-1906!304, 5-6=-2093/196, 6-7=0139
BOT CHORD 2-10=-148/1612, 9-10=0/1073, 9-11=0/1073, ti-12=0/1073, 8-12=0/1073, 6-8=-49/1612
WEBS 3-10=-426/261, 4-10=148/670, 4-8=149!870, 5-8=-426/261
NOTES
1) Unbalanced roof live loads have been considered for this design.
2} Wind: ASCE 7-05, 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left
and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
3) This truss has been designed fora 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 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) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard AN51/TPI 1.
LOAD CASE(S) Standard
saw = tao.1
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E?(PIRES:OR-01-08 J
June 10,2008
WARNING Vrr,}it axrgn paromri#r ord.RF;Ari NOTF.~ t)N T37tfi AN;) INCf.UbRD hflT`PK RF.l~fiRl:NC:F. PAGE h7it- l4 73 f3RF<)r~f--= I7S&. ^
Design volitl for use only wi}h M1ek connectors Thu design is based only upon parameters shovm, and is for on individuol building component.
Applicability of design paramenters and proper incorporoiion of component is responsibility of building designer -not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during consWcfion is fhe responsibillity of the ~;~~~(
erector. Additional permanent bracing of the overall structure is the responsibirity of the building designer. For general guidance regarding rowea>o rcnronM.
fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/iPll Qvarify Criteria, D56-89 and BCSII Building Component 7777 Greenback Lane. Suite 109
Safety Information available from Truss Plate Institute. 583 D'Onofrlo Drive. Madison. WI 53719. ~,_ _ , ,_ _~,_ ,,, ~~„
Job Truss Truss Type Qty Ply 3072 A
8
8286760
1
DHO82992 1-TRS GABLE I 1 1
L ( Job Reference {~tipnall
TruSS-Span LUfilDer(i1en5, AUOUrn, WA yS0U1 7 050 5 May 22 2008 MITek Industries, Inc. I ue Jun to 1 L19 16 ZDUS Page 1
-)-6-6 ~-s-1s I 14a-6 ~ 21-z-1 F aes-D ae~-o-o
1-00 7-3-15 6-11-1 6x10 MII2011 611-1 7-315 1-OA
4x4 Mnzo :~ 4 NO TOP CHORD NOTCHING IS ALLOWED
4x4 MII20~
4x4 Mu20 % WITHIN 24" OF THE HEEL JOINTS
~~~ 4r4 MII20~
Scale = 1-.86.4
4x4 MI120// \~~~
~\ x4 MII20~
800 123x10 Mi120 \~
~\ 3x10 MII20 //
0x4 M1120// 30-0 \
3 ~ 5 4x4 M1120-~
4x4 MII2o/i 4 Mtt2 4 112
'p 4r4 M1120~
4xd M1120
4x4 Ml120
2 6
5x8 M1120 I 10 9 62 63 8 SxH MI12D 0
5x6 MI120= 4x4 MII2D=
4x4 MI120= 3x4 MII20 =
3x6 MI120 I
9-0-0 ~ 19.6-U 28-GO
9-0-0 10-6-0 9-D-0
Plate Offsets (X,Y): (2:0-3-S,Edge], [4:0-6-12,Edge], [4:0-2-0,0-0-0], [6:0-3-8,Edge], [8:0-1-8,0-0-11], [9:0-3-0,0-0-4], [10:0-2-0,0-1-8], [14:0-2-0,0-1-12], [31:0-1-11,0-0.8], [36:0-2-0
,0-0-4], [52:0-1-14 0-2-01 [53:0-1-14 0-2-0] [61:0-1-11 0-0-8]
LOADING (ps{) SPACING 2~_0 CSI DEFL in (loc) I/deft L/tl PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.21 Vert(LL) -0.55 8-10 >608 240 MII20 185!148
TCDL 10.0 Lumber Increase 1.15 BC 0.94 Vert(TL) -0.88 8-10 >382 180
BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0 07 6 n/a n/a
bCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 2601b
LUMBER BRACING
TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2 X 4 HF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2 X 4 HF Stud/Std
OTHERS 2 X 4 HF Stud/Std
REACTIONS (Ib/size) 2=1468/0-5-8, 6=1468/0-5-8
Max Horz 2=265(LC 4)
Max Uplift2=-177(LC 5), 6=-177(LC 6)
FORCES (Ib) -Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/39, 2-3=-2135/197, 3-4=-1959/303, 4-5=-7959/303, 5-6=-2135!197, 6-7=0/39
BOT CHORD 2-10=-155/1672, 9-1 0=011 094, 9-62=0/1094, 62-63=0/1094, 8-63=0/1094, 6-8=-54/1672
WEBS 3-10=-451/262, 4-10=-145/895, 4-8=-146/895, 5-8=-451/263
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; SSmph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left
and right exposed ; ertd vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
3) Truss designed for wind loatls in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable
End Detail"
4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are 2x4 MII20 unless otherwise indicated. ~~~,,]2 5. 11. -
6) Gable studs spaced at 1-4-0 oc. ,,~' ,~.
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 `~' ;~t ~'` ' / ~ ~'
between the bottom chord and any other members. ~_~~ 1
~r. ~~ .
8) This truss is designed in accordance with the 2006 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced //
standard ANSI!•fPl 1. f "~ ~ t
LOAD CASE(Sj Standard !]
^.h
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$, J ., ,l-
cXPlR~S:O&-01-OK
June 10,2008
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Devgn valid for use onN with Milek conneclon This design is based onN upon parameters shovm, and ¢ for on Individuol building component ~~:`
AppLcabilily of design poramente¢ and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown i•
is for lateral support of individual web members onN~ Additional temporary bracing to insure liability during construction 8 the responsibillity of the ~`,~]~e [~
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For genera! guidance regarding rowrn,b venroa„.
fabrication, quality control, storage, delivery, erection antl bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSII BuBding Component 7777 Greenback Lane, Suite 109
Safety Information avoAOble from Truss Plote Institute, 583 D'Onofno Drive. Madison, wl 53719. _ Citrus Hel hts, CA, 95610 ___ J
Job iTruss 'TrussType Oty iPly 3072A
JDH082992 ~2-GE (GABLE 1 1 828676082
I ~ I ~ ti aere.e..,.e r
Truss-Span Lumbermens. Auburn,WA 98001 7 050 s May 22 2008 MiTek Industnes, Inc. Tue Jun 10 11:1918 2008 Page 1
1-0-0 i6fi-0 16b-0 1-3-7
4x6 MII20 - Scal? = t-S] 3
~1
33-0-0
LOADING (psf) SPACING 2-0-0 ~ CSI DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.11 Vert(LL) -0.01 26 n/r 120 MII20 185/148
TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.01 28 n/r 90
BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 27 n/a n/a
BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 1981b
LUMBER BRACING
TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2 X 4 HF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2 X 4 HF Stud/Std WEBS 1 Row at midpt 14-40
REACTIONS (Ib/size) 2=168/33-0-0, 27=204/330-0, 40=111/33-0-0, 41=119/330-0, 43=120/33-0-0, 44=120/33-0-0, 45=120/330-0,
46=120/33-0-0, 47=120/33-0-0, 4 8=1 2 013 3-0-0, 49=120133-0-0, 50=121!33-0-0, 51=116/330-0, 52=136133-0-0,
39=119/33-0-0, 38=120/33-0-0, 37=120/33-0-0, 36=120/33-0-0, 35=120/33-0-0, 34=120/33-0-0, 33=120/330-0,
32=120/33-0-0, 31=119/33-0-0, 30=1 2 313 3-0-0, 29=114/33-0-0
Max Horz2=-116(LC 6)
Max Uplift2=-25(LC 3), 27=-44(LC 6), 41=-6(LC 5), 43=-36(LC 5), 44=-30(LC 5), 45=-30(LC 5), 46=-30(LC 5), 47=30(LC 5),
48=30(LC 5), 49=-30(LC 5), 50=29(LC 5), 51=-35(LC 5), 52=21(LC 5), 38=-38(LC 6), 37=-30(LC 6), 36=-30(LC 6),
35=30(LC 6), 34=-30(LC 6), 33=30(LC 6), 32=-31(LC 6), 31=27(LC 6), 30=-41(LC 6), 29=6(LC 5)
Max Grav2=168(LC 1), 27=204(LC 1}, 40=135(LC 6), 41=120(LC 9), 43=121(LC 9), 44=120(LC 1), 45=120(LC 1), 46=120(LC 9)
47=120(LC 1), 48=120(LC 1), 49=120(LC 1), 50=121(LC 1), 51=116(LC 9), 52=136(LC 9), 39=120(LC 10),
38=121(LC 10), 37=120(LC 1), 36=120(LC 1), 35=120(LC 10), 34=120(LC 1), 33=120(LC 1), 32=120(LC 1),
31=119(LC 1), 30=123(LC 10), 29=114(LC 10)
FORCES (Ib) -Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/29, 2-3=-149/38, 3-4=-116/44, 4-5=-89153, 5-6=-61/65, 6-7=42/85, 7-8=-33/104, 8-9=-33/123, 9-10=-33/143,
10-11=-33!162, 11-12=-33/181, 12-13=-33/203, 1314=-33/209, 14-15=-33/205, 1 5-1 6=-3 311 91, 16-17=-33/160, 17-16=33/132
18-19=-33!105, 19-20=-33/77, 20-21=-12!56, 21-22=-33!50, 22-23=-33/37, 2324=-33/22, 24-25=-41/14, 25-26=-70/13,
26-27=-98/16, 27-28=0138
BOT CHORD 2-52=0/137, 51-52=0/137, 50-51=0/137, 49-50=0/137, 48-49=0/737, 47-48=0/137, 46-47=0!137, 45-46=01137, 44-45=0/137,
43-44=0/137, 42-43=0/137, 41-42=0/137, 40-41=0/137, 39-40=0/137, 38-39=0/137, 37-38=0/137, 36-37=0/137, 35-36=0!137,
34-35=0!137, 33-34=0/137, 32-33=0/137, 31-3 2=011 37, 30-31=0/137, 29-30=0/137, 27-29=0/137
WEBS 14-40=-119/0, 13-41=-94/22, 12-43=-95/52, 11-44=-93/46, 10-45=-93/46, 9-46=-93/46, 8-47=-93/46, 7-48=-93/46, 6-49=-93146
5-50=-94/46, 4-51=89/46, 3-52=-1D8/49, 15-39=-94/15, 16-38=-95/54, 17-37=-93/46, 18-36=-93/46, 19-35=-93!46,
20-34=-93146, 22-33=-93/46, 2 3-3 2=9 3146, 24-31=-93/45, 25-30=-93/49, 26-29=-97/41 ~
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left
and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (nonnal to the face), see MiTek "Standard Gable
End Detail"
4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are 2x4 MI120 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 1-4-0 oc.
Continued on page 2
r ~~~,R S.
. CIF` .~~~~ ~'
~S ~`\v
June 10,2008
WAR/+7rNe^^: 'TerJF ar_srgr pm-onrrrr-. - rr.rf Rt';fi Fi ~Ix'.>.i3N 7Y775.5Nb INCI,flI1T;17 Aiil'!>K RF,FRR(:.Nf.F. PAGP, Ir7F7-74~1:i Ri:FO!tf flSf; ~ -
Design valid for use only with MRek connectors This design Is bored only upon parameters shown and is for an Intlividual building component.
Applicali+Ffy of design paromenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ~!T@~
erector. Adtlifionol permanent bracing of the overall structure is the responsibility of }he building designer. for general guidance regarding
fabrication, quality control, storage, delivery. erecflon and bracing, consult AiJSf/TPII Quality Criteria. DSB-89 and BCSII BuBding Component 7777 Greenback Lane, Suite 109
Salety Information available from Truss Plate Institute, 563 D'Onofrlo Drive. Madison. W 153719
Citrus Hei hts, CA, 95610
axe miie~-tee ~i ~~ av ae a] 46 45 40 a3 42 41 40 39 38 37 36 35 3d 33 32 31 30 29 5x8 Mt120=
6x8 MII20 =
I Job Truss Truss Type Qty Ply 3072 A
I 828676082
IDH082992 2-GE GABLE 1 1
I .Job Reference (ootionall
Truss-Span Lumbermens, Aubum,WA 98001
7.050 s May 22 2008 MiTek Industries, Inc. Tue Jun 10 11-19:18 2008 Page 2
NOTES
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) This truss is designed in accordance with the 2006 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/1-PI 1.
LOAD CASE(S) Standard
,.~
....-
r . ~ r -: r~ `a. -
WARMN., Ter{jy r~csr_rr.~ Pmrrrmr4rx:~c oad Ri;Aft NCl?7i;; i1N TNIF. AtJ7) IN..I,IJAF:T14`C)TfiK Rf:F Fi~RT:NfF PAG2i 51CC-747.1 IS.r.. t)r, t: rl::E:. ~~
Design valid for use only with NaTek connectors. This design is based onN upon parameters shown, and is for on individual building component. a
Applicability of tlesign paramenters and proper incorporation of component is responsibDity of building designer -not truss designer. Bracing shown
is for loterol support of individual web members only. Additional temporary bracing to insure stability during conshuction ¢ the responsibillify of }he ~~~~+~
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding rowcn.e Pr..-oa.,:
fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/iPn Quarrfy Criteria, DSB-89 and BCSII Building Component
Salety Information ovoJable from Truss Plate Institute. 583 D'Onofrio Drive, Madison. W 153719. 7777 Greenback Lane, Suite 109
_ ___ _ _ _ _ _ _ _ _ Cdrus HH~hts. CA, 95610 __ .
Job (Truss (Truss Type Qty PIy 3072 A
828676083
DH082992 2-GEA (GABLE ~1 I 1
Job Referenc~optionall__
Truss-Span Lumbermens, Aubum,WA 98001 _ 7.050 s May 22 2008 MiTek Industries, Inc. Tue Jun 10 11"19:20 2008 Page 1
1-0 0~ 16-s.o ~ ___ 33-c-u
1-0-0 16-6-0 16-6-0
d:6 M1120= 6cak = 1.66 5
33-n-0
LOADING (psf) SPACING 2.0_0 CSl DEFL in (lac} I/deft L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.07 Vert(LL) -0 00 1 n/r 120 MII20 185/148
TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 1 n/r 90
BCLL 0.0 Rep Stress tncr YES WB 0.11 Horz(TL) 0.01 27 n/a n/a
BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight:1961b
LUMBER
TOP CHORD 2 X 4 HF 1650E 1.5E
BOT CHORD 2 X 4 HF 1650E 1.8E
OTHERS 2 X 4 HF StudlStd
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 14-39
REACTIONS (Ib/size) 2=168/33-0-0, 27=73/33-0-0, 39=110/33-0-0, 40=1 1 913 3-0-0, 42=120/33-0-0, 43=120/33-0-0, 44=120133-0-0,
45=120/33-0-0, 46=120!33-0-0, 47=120133-0-0, 48=120/33-0-0, 4 9=1 2 1133-0-0, 50=116133-0-0, 51=136/33-0-0,
38=1 1 913 3-0-0, 3 7=1 2013 3-0-0, 36=1 2 013 3-0-0, 35=120/33-0-0, 34=120!33-0-0, 33=120/33-0-0, 32=120/33-0-0,
31=119/33-0-0, 30=124/33-0-0, 29=103/33-0-0, 26=171/33-0-0
Max Horz 2=118(LC 5)
Max Uplift2=-23(LC 3), 40=-7(LC 5), 42=-36(LC 5), 43=30(LC 5), 44=-30(LC 5), 45=-30(LC 5), 46=-30(LC 5), 47=30(LC 5),
48=30(LC 5), 49=-29(LC 5), 50=35{LC 5), 51=-21(LC 5), 38=1(LC 6), 37=-38(LC 6), 36=-30(LC 6), 35=-30(LC 6),
34=-30(LC 6), 33=-30(LC 6), 32=30(LC 6), 31=-30(LC 6), 30=-31(LC 6), 29=26(LC 6), 28=45(LC 6)
Max Grav2=168(LC 1), 27=73(LC 1), 39=126(LC 6), 40=120(LC 9), 42=121(LC 9), 43=120(LC 1), 44=120(LC 1), 45=120(LC 9),
46=120(LC 1), 47=120(LC 1), 48=120(LC 1), 49=121(LC 1), 50=116(LC 9), 51=136(LC 9), 38=120(LC 10), 37=121(LC
10), 36=120(LC 1), 35=120(LC 1}, 34=120(LC 10), 33=120(LC i), 32=120(LC 1), 31=119(LC 1), 30=124(LC 1),
29=103(LC 10),26=171(LC 10)
FORCES (Ib) -Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/29, 2-3=154134, 3-4=-122/40, 4-5=-94/48, 5-6=-66!57, 6-7=-49/72, 7-8=-33/91, 8-9=-33!110, 9-10=-331129,
10-1i=-33/149, 11-12=-33!168, 12-13=-331190, 13-14=-33!197, 14-15=-33/193, 15-16=-33/177, 16-17=-33/147, 17-18=-33/119
18-19=-33192, 19-20=-33/70, 20-21=-12/51, 21-22=-33/45, 22-23=33/32, 23-24=-33/15, 24-25=-54/14, 25-26=-80110,
26-27=-118/24
BOT CHORD 2-51=0/118, 50-51=0/118, 49-50=0/118, 48-49=0/118, 47-48=0/118, 46-47=01118, 45-46=0/118, 44-45=0/118, 43-44=0/118,
42-43=0/118, 41-42=0/118, 40-41=0/118, 39-40=0/118, 38-39=0!118, 37-38=0/118, 36-3 7=011 1 8, 35-36=0/118, 34-35=0/118,
33-34=0/118, 32-33=0/118, 31-32=0/118, 30-31=0/118, 29-30=0/118, 28-29=0/118, 27-28=0/118
WEBS 14-39=-110/0, 13-40=-94/23, 12-42=-95/52, 11-43=-93/46, 10-44=-93/46, 9-45=-93/46, 8-46=-93/46, 7-47=-93/46, 6-48=-93/46
5-49=-94/46, 4-50=89/46, 3-51=-108/49, 15-38=-94/17, 16-37=-95/54, 17-36=-93/46, 18-35=-93/46, 19-34=-93/46,
20-33=-93/46, 22-32=-93/46, 23-31=-93/46, 24-30=-95/47, 25-29=-84/43, 26-28=-123160 r
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left
and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable
End Detail"
4j This truss has been designed fora 10.0 psf bottom chord live toad nonconcurrent with any other live loads.
5) All plates are 2x4 MII20 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 1-4-0 oc-
Continued on page 2
~~GR S T1;~-~,~
a~'' '!
e. ;~1; .1.~~ -f-
~ .,
1J ~,7. ~Q . ~ ~ ,
i_, C c~ ` _
FXPIRES~ OR-01-0;1
June 10,2008 '
WA7MNi - 'Irr,Jf rr_sigr rmm~re^trrs nnxi RFAS1 tiOI't;; i ftH T'flrS 6NI) rNCt., Uf)fit% kf(Tf'X REFr~Pr~tri{_ (; PR.C.T•. M[i~ 7473 f1fiAORF. USF `~~
Design valid for use only month MiTek connectors. This design a based only upon parameters shown, and is for an individual building component.
~ Applicability of desgn paramenfers and proper incorporation of component k responsibility of building designer -not truss designer Bracing shown ~~ ~~ i'
is for lateral support of individual web members only. Additional temporary bracing to insure stability during conshucfion a the responsifiAHty of the i VIITE'~4
erector Additional permanent bracing of the overall structure is the responsibility of the building desgner. For general guidance regarding PowrR.o rEnmae.
fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/rPl) Qualify Criteria, DSB-89 and BCSII Butlding Component 7777 Greenback Lane, Suite 109
Safety Information available ham Truss Plate Institute. 583 D'Onofrlo Drive. Madison. WI 53719.
Cdrus Hei hts, CA, 95610
5x6 MII20=51 50 49 66 67 46 d5 44 d3 d2 dl 40 39 38 37 36 35 3d 33 32 31 30 29 28 8x6 MI120-
6x8 Milt.] _
Job Truss Truss Type IOty Ply 3072 A
828676083
DH082992 2-GEA GABLE ~1 1
Truss-Span Lumbermens, Aubum,WA 98001 7.050 s May 22 2008 MiTek Industries, Inc Tue Jun 10 11.19:20 2008 Page 2
NOTES
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) This truss is designed in accordance with the 2006 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
SVARNlNf - ilrr%jir ne.strJr nrrrmr:.c:: and R+.fi.f.' NGi'isfi C)N 7T)rfi Ar77J 1AfCL f! )F•,r3 &117'~h~ f2F,Fl;F,T.NCF. PACT B9ff 7473 f3riF(}rzr•. fft3fi. _~
Design valid for use only wrath Miiek connectors. This design B based only upon parameters shown and is for an individual building component.
App7icabilify of tlesrgn paramenfers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stabiNfy during construction is the responsibilFty of the ~l~G ~
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding rowee *o rea~cnM.
fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/iPl1 Qualify CrBerio, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109
Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719
Citrus Hei hts, CA, 95610
Job (Truss 'Truss Type Oty
DH082992 I2-TR ROOF TRUSS 3
I
Truss-Span Lumbermens. Aubum, WA 98001
A
828676084
1
_ Job Reference (o~iional)
7 050 s May 22 2008 MiTek Industries, Inc. Tue Jun 10 11 19:20 2008 Page 1
1t o-off s-d-ro l ti-z-a i i6-6-0 i zr-s-13 i z~-7~ I 73-D-D ~-.
1-0 0 5-4-10 5-9-9 5-3 13 5-3-13 5-9 9 5-4-10 1-3-7
dx6 MII20 =
5
~I
8-SB 8-0-e 8-0-8 8-5-8
Did
xcle = ~ n o
LOADING (pst) SPACING 2-0-0 CSl DEFL in (lac) I/dell Ud PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0 33 Vert(LL) -0.23 11-12 >999 240 MII20 1851148
TCDL 10.0 Lumber Increase 1.15 BC 0.63 Vert(TL) -0.46 11-12 >855 180
BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.14 9 n/a n/a
BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 1351b
LUMBER BRACING
70P CHORD 2 X 4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 3-i0-12 oc purlins.
BOT CHORD 2 X 4 HF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 HF Stud/Std
REACTIONS (Ib/size) 2=1643/0-5-8, 9=1665/0-5-8
Max Horz2=-116(LC 6)
Max Uplift2=-206(LC 5), 9=-218(LC 6)
FORCES (Ib} -Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/30, 2-3=-2938!312, 3-4=2646/276, 4-5=-1875/251, 5-6=-1875/252, 6-7=-2549/272, 7-8=-2641/253, 8-9=-2932/306,
9-10=0/39
BOT CHORD 2-14=-294!2534, 14-15=-156/2070, 15-16=-156!2070, 13-16=-156/2070, 1 2-1 3=-1 5 61207 0, 12-17=-7512068, 17-18=-75/2068,
11-18=-75/2068,9-11=-175/2527
WEBS 3-14=-335/173, 4-14=-11/498, 4-12=-7021197, 5-12=-108/1234, 6-12=700/196, 6-11=-7/492, 8-11=-331/170
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; SSmph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS {low-rise) gable end zone; cantilever left
and right exposed ;end vertical left and right exposed; lumber DOL=1.33 plate grip DOL=1.33
3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent wtth 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) This truss is designed in accordance with the 2006 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
~ ~~F>R S.
~`''
/ -. 0 1 ~~
EXPIRES; OR-0?-0~±
June 10,2008
WARMNCx - 'I r'~J drzign paranr.^fr,.rq an(f Ri:Ar? N(:r 7'84 fit4`TrllS kNi7INt;7. (IDI'I7 A7Tf;K t7FFl;17PN - t'ACxP. Mri I47:t Fir'.FUFt~ rlSr; ~f•~
Design valid for use only vtiih MTek connectors This design is based only upon parameters shown, and is For an individual building component. ~:~`
Appl'ICability of design parameniers and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ~~(~~~
erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Powce .o PenroAM.
fabrication. quality control. storage, delivery, erection and bracing, consult ANSI/TPII puaGfy Criteria, DSB-69 and BCSiI BuBding Component 7777 Greenback Lane, Suite 109
Salety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, W 153719.
r:Rnu HelOhls CA 95fi1n
5x10 M112D- ld 15 ifi 13 12 r7 18 11 Srt0 M1120-
3xd MII20= Je6 MI120= 3r4 MI120=
418 MII2D -
Job (Truss Truss Type Qty Ply 3072A
~IDH082992 i2-TRA (ROOF TRUSS ~20 1 828676085
L- __ Job Reference o liana/
Truss-Span Lumbermens, Aubum,WA 98001 7.050 s May 22 2008 MiTek Industries, Inc. Tue Jun 10 11,19:21 2008 Page 1
,~-0-0~_ 5-10-5 ~ 11-2 3 ~ ]6-6-0 ~ 71-5-13 I 27-1-11 I 33-0 0
1-0-0 5-10-5 5-3-13 5-3-13 5-3-13 5-3-13 5-10-5
dx6 M1120 = Scak = t'. J0.1
5
dxd MII20 "=
600 12 // I 6
2x4 MI120 ~ /~ / \•. //~ ~\``~~.
J / \ \ / ~ '~\ 2xd MII20 ~%
/~/ ~ ~ ' ~ s
/ ~
/ . ~ / ~ ' ~,
/~ ~~
2 \ \~ 8
?r la
5x10 MII20= 12 13 td 11 10 15 16 9 5x10 MI(20=
3z4 M1120= 3x6 MII20 = 3x4 MIi20 =
dxe M1120=
8-6 4 16-6-0 ~ 2d-`*12 33-0-0 ~
B-6-0 7-11-12 7-it-12 B-6-d
Plate Offsets (X,Y): 12:0-2-2 Edgel f8:0-2-2,Edgel
LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft Ud PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0 39 Vert(LL) -0.23 10-12 >999 240 MII20 1851148
TCDL 10.0 Lumber Increase 1.15 BC 0.70 Vert(TL) -0.45 10-12 >867 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(TL} 0.14 8 n!a n/a
BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 1321b
LUMBER BRACING
TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc purlins.
BOT CHORD 2 X 4 HF 1650E 1.5E BOT CHORD Rigid ceiling d'uectly applied or 10-0-0 oc bracing.
WEBS 2 X 4 HF StudlStd
REACTIONS (!b/size) 8=1559/Mechanical, 2=164910-5-8
Max Horz 2=118(LC 5)
Max UpliftB=-157(LC 6), 2=-207(LC 5)
FORCES (Ib) -Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/30, 2-3=-2928/303, 3-4=-2658/285, 4-5=-1884!255, 5-6=-1884!253, 6-7=-2685/296, 7-8=-2 94 7131 7
BOT CHORD 2-12=-292!2519, 12-13=-16712077, 13-14=-167/2077, 11-14=167/2077, 10-11=-167/2077, 10-15=-88/2088, 15-16=88/2086,
9-16=-88/2088, 8-9=-214/2562
WEBS 3-12=-326/167, 4-12=-24/525, 4-1 0=6 9611 9 3, 5-10=-105/1228, 6-10=-710/197, 6-9=-33/552, 7-9=-353/175
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ff; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left
and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
3) This truss has been designed fora 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 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) for truss to truss connections.
6} This truss is designed in accordance with the 2006 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
r ~;l(:R S.
of ~`
i ate. s. s.
s
7(2 1 `~
i E:XP1RcS:08-01-08
June 10,2008
WAP. FTINC - V.-r-Jrr a,ssigs• Zanrrxmrrrrs rr~(i NF.9.f1 NO Tt>:? <>NTFJ75 Alw) INC'I. UI7Fi7 &PTf r, f7F,FF'RFNfF 7'AC, i Alf 7473 F.n?-{lty 7f ~' - ~ ~~~~~~
Design alid for use only with MiTek connectors. Tha design is based only upon parameters shown. and is for an Indiviuual building component.
Applicability of tlesign parameniers and proper Incorporation of component is responsibility of building designer-not truss designer. Bracing shown ~~Y
is for lateral suppod of individual web members only Additional temporary bracing to insure stability during construction is the responsibillity of the ~'~jl eCP
erector. Additional pennaneni bracing of the overall structure is }he responsibiity of the building designer. For general guidance regarding rowce ro r.nroA.,
fobrlcation, quality control, storage, delivery. erection and bracing. consult ANSI/rPll Quality CrBeda, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109
Satefy Information available from Truss Plate Institute, 583 D'OnoGro Drive. Madison. WI 53719
(:i101c Heiohf~ (`A Q561n
Job (Truss jTrussType iQty Ply 3072A
828676086
DH082992 i3-GE (GABLE 2 I 1
Truss-Span Lumbermens, Aubum,WA 98001 ~~-~ ~~ 7.050 s May 22 2008 MITek Industries, Inc. Tue Jun 10 11:19:22 2008 Page 1
~ ~0-6-D I 2-d-0 ^ I 4-8-0 f 5.2-e
0-6-° 2-4-0 2-d-0 0-6 0
Stale=l,t36
LOADING (psf)
TCLL 25.0
TCDL 10.0
BCLL 0.0
BCDL 10.0 SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code IRC2006/TPI2002 CSI
TC 0 02
BC 0.01
WB 0.02
(Matrix) DEFL in
Vert(LL) -0.00
Vert(TL) -0.00
Horz(TL) 0.00 (loc) I/dell Ud
6 n/r 120
6 n/r 90
6 n/a n!a PLATES GRIP
MII20 1851148
Weight: 161b
LUMBER BRACING
TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins.
BOT CHORD 2 X 4 HF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2 X 4 HF Stud/Std
REACTIONS (Ib/size) 2=8414-8-0, 6=84/4-8-0, 9=89/4-8-0, 10=116!4-8-0, 8=116/4-8-0
Max Horz2=46(LC 4)
Max Uplift2=-20(LC 5), 6=25(LC 6), 10=-37(LC 5), 8=-36(LC 6)
FORCES (Ib) -Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/17, 2-3=-37/32, 3-4=-45139, 4-5=-45/33, 5-6=-35/16, 6-7=0/17
BOT CHORD 2-10=-6/35, 9-10=-6135, 8-9=-6/35, 6-8=-6135
WEBS 4-9=-62/0, 3-10=-90/52, 5-8=-90/51
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. It; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left
and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable
End Detail"
4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 1-4-0 oc.
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) This truss is designed in accordance with the 2006 International Reside
tial C
d
ti
50
1
R S' 7.t
~@
n
o
e sec
ons 8
2.1
.1 and 8802.10.2 and referenced
standard ANSIliPI 1. ,
ti
`A~'. `l. , '/~,
~~
LOAD CASE(S) Standard ~.
~
~~` ~ ".
WARMING rrr?iJ drnrgr: pn-nn>x-ENrs and Rz;Rf.' liCsl'F.S nN TFFFt FiNn )Fif,'r-tlflF I kII7'f>K r2FF i,7di;N! F: i'Af:F. 1)17i-7~: 7:i l3RF'!)T+.I: r-i.,t-,
Design valid for use only wdh MTek connectors This design is based only upon parameters shown and is for on individual building component.
Applicabdify of design paramenters antl proper incorporation of component rs responsibility of bulling designer -not truss designer. Bracing shown
is for lateral support of indivitlual web members only. Additional temporary bracing fo insure stability during construction is }he responsibillity of the
erecfa. Aaditiona! permonent bracing of }he overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII QualNy Crilerla, DSB-89 and BCSIt Building Component
Safety Inlwmalion available from Truss Plate Institute. 5f33 D'Onofrro Drive. Madison, WI 53719.
~' Y~n /
,~
EXP4RES:Of~-0?-Ot+ 1
June 40,2008
.~~i_1'
~~~~
€Vitfi~~C
7777 Greenback Lane, Suite 109
Citrus Heights. CA. 95610
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