20090194 Truss Specs 3072 B 061008~~
MiTek
POWER ra PERFaRM.'"
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MiTek Industries, inc.
Re: DHO83OO3
3072 B
7777 Greenback Lane
Suite 109
Citrus Heights, CA, 95610
Telephone 916/676-1900
Fax 9161676-1909
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 Bidg Center-Auburn, WA.
Pages or sheets covered by this seal: 828676087 thru 828676099
My license renewal date for the state of Washington is August 1, 2008.
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June 10,2008
Tingey, Palmer
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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iob (Truss Truss Type Qty Ply 3072 B
828676087
~H083003 1-DM GABLE 1 1
ob Reference o tional
Truss-Span Lumbermens. Auburn,WA 98001
7.ubu s May zz zuurs ml I etc Inousrnes, Inc. I ue dun I u 1 I I aao wuo rdg~ I
i-0-0 7-5-7 6-9-9 6x1D MII2011 6-9-9
~ 4x4 MII2
8.00112 Jv8 M1120\\
3x8 MII20
3
3x8 MI120 //
]x8181120 i 54 ~~~~}
6x4 MII20 ~~
4x4 M1120
~~~~~ 4x4 MII?0 ~~
~~~~~ 3x8 MII20//
? ~~
v]t/V/
0 6x10 M1120 ~ 52 tt 10 9
5v6 MII20 =
6x8 MII20 =
7-57 14-3-0 I
~-5-7 6-9-9
7-6-7 1-0-0
NO TOP CHORD NOTCHING IS ALLOWED
WITHIN 24" OF THE HEEL JOINTS.
~~\ 5 3x8 M1120~~
\ 3x8 MII20 ~~
55
3x8 M1120~
\®
~ 6
8 53 6x10 MII20~
6 9-9 7-5-7
Scak = 1'.82 5
LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) 1/deft Ud
TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.12 8-9 >999 240
TCDL 10.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.25 8-9 >999 160
BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.10 6 n/a nla
BCDL 10.0 Code IRC2006/TPI2002 (Matrix)
LUMBER
TOP CHORD 2 X 4 HF 1650E 1.5E
BOT CHORD 2 X 6 HF 1650E 1.5E
WEBS 2 X 4 HF Stud/Std `Except`
4-9: 2 X 4 HF No.2
OTHERS 2 X 4 HF Stud/Std
REACTIONS (Ib/size) 2=246510-5-8, 6=2465/0-5-8
Max Horz2=-263(LC 3)
Max Uplift2=-648(LC 5), 6=648(LC 6)
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-8-1 oc pudins.
BOT CHORD Rigid ceiling directly applied or 9-8-1 oc bracing.
WEBS 1 Row at midpt 4-9, 3-9, 5-9
FORCES (Ib) -Maximum CompressionlMaximum Tension
TOP CHORD 1-2=0/43, 2-54=3793/1026, 3-54=-3497/975, 3-4=-2553/785, 4-5=-2553/785, 5-55=-3497/976, 6-55=-3793/1027, 6-7=0/43
BOT CHORD 2-52=-836!3032, 11-52=836/3032, 10-11=-837/3034, 9-10=-837/3034, 8-9=-738/3034, 8-53=-738/3032, 6-53=-73813032
WEBS 3-11=-144/709, 4-9=-716/2230, 5-8=144/709, 3-9=1271!488, 5-9=-1271/490
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) 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) All plates are 2x4 MI120 unless otherwise indicated.
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 Residential Code sections 8502.11.1 and 8802.10.2 and referenced
standard ANSIlTPI 1.
9) Girder carries hip end with 5-0-0 end setback.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 204 Ib down and 126 Ib up at 23-6-0,
and 204 Ib down and 126 Ib up at 5-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others.
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 2-52=-33(F=-13), 52-53=-112(F=-92), 6-53=-33(F=-13), 1-4=-70, 4-7=-70
Continued on page 2
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VIARN/N i - VvrJy (;:;<ign rarrrrmxetrrs uad FtE.+.D NO1-F3S i)N T77tti ANi) J:7(:Z.f7Il sp BT17?>TC RbJ't>RfN{;F, i'A1:i: h77f-7~T.3 I3FFURP. [fSfi.
Design valid for use only with M7ek connectors. This design 8 based only upon parameters shown. and is For an individual building component.
Applicability of design paramen}ers 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. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPIt Quality CrBeria, DSB-89 and BCSII Building Component
Safely Information available From Truss Plate Institute. 583 D'Onofrlo Drive. Madison. WI 53719.
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EXPIRES:O;~-01-OR
June 10,2008
PLATES GRIP
MII20 185/148
Weight: 252 Ib
4x4 M1120 ~' 4
4x4 M1120 i /
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1;ek
7777 Greenback Lane, Suite 109
Job Truss Truss Type Qty Ply 3072 B
828676087
DH083003 1-DM GABLE ~ 1 1
ob Reference o tional
Truss-Span Lumbermens. Aubum,WA 98001
LOAD CASE(S) Standard
Concentrated Loads (Ib)
Vert: 54=-204(F) 55=-204(F)
7 050 s May 22 2008 MiTek Industries, Inc. Tue Jun t0 11:19:36 2008 Page 2
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'J.ARNIN`s - 4m~r ae-sirln pmrana-trrs n .cl RF•Fi l1 NQ.TF,S C)N T()It'i ANTI IN('t. tlllFtf ~.IT(;M RF.F.f>RP.NI;T PAGT: hY(T-7}.7:3 f:TiFURP tFSR. !~
Design valid for use only with MTek connectors Tha design is based only upon parameters shown, and is for an ind vidual building component
Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ~p p 3
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the SYI(I~F(
erector. Additional permanent bracing of the overall structure is The responsibility of the building designer. For general guidance regarding rowcw ro rcRroa~.
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/iPll Qval'rty Criteria, DSB-89 and BCSiI Bvllding Component 7777 Greenback Lane, Suite 109
Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. W 153719.
Citrus Hei Ms, CA, 95610
Job Truss Truss Type Qty Ply 3072 B I
DH083003 1-GR ROOF TRUSS 1
3 828676088
I ob Re erence tional
Truss-Span Lumbermens, Aubum, WA 98001 7.050 s May 22 2008 MiTek Intlustries, Inc. Tue Jun 10 11:19:37 2008 Page 1
-1-0-0 6-1-8 ~ 10 2-4 1_ 14 3 0 18 3-12 ~_ 22 6-B 268-0 1
1-0-0 6-1-8 d-D-12 4-012 d-0-12 4-0-12 6 1-8
6x6 M1120 6cak = 1'801
a,
8x8 MI120=
r 6-1-8 10-2-4 ~ 14-J-0 ~ 18-3-12 I 2J~-8 288-0 I
6-1-8 4-0-12 4-0-12 4-0-12 4-0-12 6-1-8
LOADING (psi
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 0.75
BC 0.60
WB 0.86
(Matrix)
LUMBER
TOP CHORD 2 X 4 HF 1650E 1.5E
BOT CHORD 2 X 6 DF 2400E 2.0E
WEBS 2 X 4 HF Stud/Std `Except`
5-11: 2 X 4 HF No.2
WEDGE
Left: 2 X 6 SYP No.2, Right: 2 X 6 SYP No.2
REACTIONS (Ib/size) 8=10923/0-6-0 (input: 0-5-8), 2=911 0/0-5-8
Max Horz2=278(LC 4)
Max Upl'Ift8=-1634(LC 6), 2=-1370(LC 5)
DEFL in (loc) Udefl L!d PLATES GRIP
Vert(LL) -0.1810-11 >999 240 MII20 1851148
Vert(TL) -0.41 10-11 >626 180
Horz(TL) 0.10 8 n/a n/a
Weight: 509 Ib
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-9-13 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES (Ib) -Maximum CompressionlMaximum Tension
TOP CHORD 1-2=0!43,2-3=-15530/2282,3-4=-12740/1953,4-5=-9968/1607,5-6=-996511605,6-7=12652/1952,7-8=-15827/2373
BOT CHORD 2-14=-1893112697, 14-15=-1893/12697, 13-15=-1893/12697, 12-13=-1514/10520, 11-12=-1514/10520, 10-11=-1457/10433,
9-10=-1866112997,8-9=-1866/12997
WEBS 3-14=-453/3519, 3-13=-3079/535, 4-13=-767/5055, 4-11=4365/759, 5-11=-1658/10581, 6-11=4196/749, 6-10=-762/4888,
7-10=-3624/653, 7-9=-576/4062
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 at 0-9-0 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 0-6-0 oc, Except member 13-3 2 X 4 - 1 row at 0-9-0 oc, member 4-13 2 X 4 - 1 row at 0-9-0 oc,
member 11-4 2 X 4- 1 row at 0-9-0 oc, member 11-5 2 X 4- 1 row at 0-9-0 oc, member 11-6 2 X 4- 1 row at 0-9-0 oc, member 6-10 2 X 4-
1 row at 0-9-0 oc, member 10-7 2 X 4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except'rf 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) 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
5) This truss has been designed fora 1 D.0 psf boriom 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.
7) WARNING: Required bearing size at joint(s) 8 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 ANSI/TPI 1.
9) Girder carries tie-in span(s): 33-0-0 from 7-0-0 to 28-6-0
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2806 Ib down and 410 Ib up at 6-1-8
on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
Continued on pa e 2
LOAD CASES( Standard
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June 10,2008
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Design valid for use only with MiTek connectors. Thls design is based only upon parameters shown, and is for an ind victual 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 stability during construction is the responsibillify of the ~ IT~~f
', erector. Addifional permanent bracing of the overall structure is }he responsibility of the building designer. For general guidance regarding rowcw >o Prnrnaa,.
Fabrication, qualify control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109
Safety Informaiion available from Truss Plate Institute, 583 D'Onofno Drive. Madison. WI 53719. CBruS Heights. CA, 95610
5x6 MII20// 14 15 13 12 tl 10 9 5x6 MII20~
6x6 MII20~ 3x8 MI1201 6x6 MII20= 5x6 MI120= 6x6 MII20= 3.6 MII201 6x6 MII20~
Job Truss (Truss Type ~(1ty Ply 3072 B ~
828676088
IDH083003 1-GR .ROOF TRUSS 1
Job Reference (motional) 1
Truss-Span Lumbermens, Aubum,WA 98001 7 050 s May 22 2008 MiTek Industries, Inc. Tue Jun 10 1119:37 2008 Page 2
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-5=-70, 5-8=-70, 2-15=20, 8-15=-707(6=-687)
Concentrated Loads (Ib)
Vert:14=-2806(6)
WAItNfNtr V.-rJrt nr_cigr. przrnmdrrs .:n r! HP:A^ Nr}TF:; fJN TIIIfi ANf) INr:i,[JDF:T) h;77'!3Y. RFFF>RI.F7C.F PACT: INfi~747;< ILF„F'O7tT•, 275.5.
Design valid for use only with MRek connectors. This design is based onry 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 fo insure stability during consfruction is the responsibfllify of the M)Tek
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Powen,n rrwrowH.
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109
Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, W 153719.
Cdrus Hei hts, CA, 95610
Job Qty I
Truss Type
Truss PIy 3072 B
( (
i 826676089
LHO63oo3 2-DH1 ROOF TRUSS 11 'Z
Job Reference o tional
I russ-Span wm0ermens, Huourn,vvH aovu i _-- _ •°-a -- ---- ~-~~ ~ -~ ~ ~~--------' -
1-4-0 3-10-13 3-7-7 0-SB 5-6-5 5-11-14 5-6-5 0-5b 3 7-7
dz5 MIf20
4i6 M1120'~
Sae MII20 - 3z4 MII20 - 9
d
o,
7-6-3
5-11-14
5-11-14 5-17-14
7-fi-3
1=
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud
TCLL 25.0 Plates Increase 1.15 TC 0.42 Vert(LL) -0.23 14-16 >999 240
TCDL 10.0 Lumber Increase 1.15 BC 0.63 Vert(TL) -0.52 14-16 >753 180
BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(TL) 0.16 11 n/a n/a
BCDL 10.0 Code IRC20061TPI2002 (Matrix)
LUMBER BRACING
TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD
BOT CHORD 2 X 4 HF 1650E 1.5E
WEBS 2 X 4 HF Stud/Sid BOT CHORD
REACTIONS (Ib/size) 2=2818!0-5-8, 11=2818/0-5-8
Max Horz 2=-58(LC 6)
Max Uplift2=-471(LC 5), 11=471(LC 6)
PLATES GRIP
MII20 185/148
Weight: 265 Ib
Structural wood sheathing directly applied or 6-0-0 oc pudins, except
2-0-0 oc purlins (5-9-0 max.): 4-8.
Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES (Ib) -Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/40, 2-3=-5132/697, 3-4=-5173/972, 4-5=-16/0, 4-18=-4644/921, 6-18=4644/921, 6-19=6271/1231, 7-19=-6271/1231,
7-20=-4644/921, 8-20=-4644/921, 8-9=-16/0, 8-10=-5173/973, 10-11=5132/897, 11-12=0140
BOT CHORD 2-17=.778/4452, 16-17=-117316270, 15-16=1173/6270, 15-21=-1173/6270, 14-21=-1173/6270, 13-14=-1147/6271,
11-13=-730/4452
WEBS 3-17=-158/440, 4-17=0/1161, 6-17=-2010/430, 6-16=0/330, 6-14=-80/81, 7-14=0!330, 7-13=-2011/430, 8-13=0/1162,
10-13=-158/440
NOTES
1) 2-ply truss to be connected together with tOd (0.131"x3") nails as follows:
Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2 X 4 - 1 row ai 0-9-0 oc.
Webs connected as follows: 2 X 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 (B), unless otherwise indicated.
3) Unbalanced roof live loads 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) Provide adequate drainage to prevent water ponding.
6) This truss has been designed fora 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 fR
between the bottom chord and any other members.
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/TPI 1.
9) Girder carries hip end with 7-7-15 right side setback, 7-7-15 left side setback, and 6-0-0 end setback.
10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC wl 2-10d nails.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 402 Ib down and 198 Ib up at 25-4-1,
and 402 Ib down and 198 Ib up at 7-7-15 on top chord. The design/selection of such connection device(s) is the responsibilRy of others.
LOAD CASE(S) Standard
Continued on page 2
'F--~. `fit. 1(~,~ .~'.
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SIC1'~Al..t
EXPfRES:OX-Ot-RJR
June 10,2008
WAP, NINC' ivrify danir,/r paranrecers and RFAr) lVC1I'Ffi ()N TTII& AiYT7 IKt Z, f/r)PD &~it f'r;K KF.F F;RF,rVr:F, PAGP, hPrr-7478 lli:f'()R ~-: rISF;. ~'~s
Design valid for use ony with M7ek connectors This design is based 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 ~ p T
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibilliN of the ~{ {Q~
erector Additional permanent bracing of the overall structure iz the responsibility of the building designer. For general guidance regarding .owcR *o Penrowa:
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSIt Building Component 7777 Greenback Lane, Sulle 109
Safety Information available from Truss Pla}e Institute, 583 D'Onofno Drive. Madison, WI 53719.
CRrus Hei hts, CA, 95610
3-10-13 1-4-0
Scale = 1 57 5
6x8 MII20- ~~ """ --
3a8 MII20 = 3x6 MII20 3z4 MII20 = 3z6 MII20 -
2x4 MII20
Job Truss Truss Type Qty Ply 3072 B
828676089
DH083003 2-DH1 ROOF TRUSS 1 2
ob Refere cz o ti nal
Truss-Span Lumbermens, Aubum,WA 98001
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (pli]
Vert: 1-4=-70, 4-5=-70, 4-18=-82, 18-20=-132, 8-20=-82, 8-9=-70, 8-12=-70, 2-11=-38(F=-18)
Concentrated Loads (Ib)
Vert: 4=-402 8=-402
7.050 s May 22 2008 MiTek Industries, Inc. Tue Jun 10 11:19:38 2008 F'age 2
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UlAt2IJ7N ~ - Yc- l ' S (? ' -
ja ar_srgrr Porron~~-tern f:.r.a., h[ Tt.. .h 3-f/!F hXP. INi.l,rllJfir) N7Tr;K RF•.r'i;P, P.Nt T: PA.C;P, h7t -'/4?:3 531;. 41f7F, 4T.+_..
Design valid for use only with M1ek connectors This design is bored 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 des"finer. Bracing shown g° g
is for lateral support of individual web members only. Additional temporary bracing to insure stability during consiruction'a the responsibillity of the gygt~~~
erector. Additional permanent bracing of the overoll structure is the responsibility of the building designer. For general guidance regarding eow~R ,o erAro..~
fabrication. quality control, storage, delivzry, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109
Satety Information available from Truss Plate Institute. 583 D'Onofrro Drive. Madison. WI 53719.
i Cdrus Heights, CA, 95610
Job (Truss Truss Type Oty Ply 3072 B
DH083003 2-DH2 ROOF TRUSS 1 1 828676090
ob Reference tion I
Truss-Span Lumbermens. Auburn.WA 98001 7 050 s Mav 22 2008 MiTek Industries. Inc. Tue Jun 10 11:1939 2008 Paqe 1
1-4 0 5-11-12 4-2-7 0-5-9 5-10-d
dx6 MI120 ~'
6 3.8 MII20 =
1x21
1023
16-6-0
6-3-13
5-10-4 0-5-9 4-2-7
dr6 M112D
e
i2-9.1:
6 3-13
511-12 1-6~0
33-0-0
10-2-3
11 Io
5x10 MII20-
LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) 1/deft L/d PLATES GRIP
TCLL 25 0 Plates Increase 1.15 TC 0.43 Vert(LL) -0.23 2-15 >999 240 MI120 1851148
TCDL 10.0 Lumber Increase 1.15 BC 0.74 Vert(TL) -0.65 2-15 >600 180
BCLL 0.0 Rep Stress tncr YES WB 0.76 Horz(TL) 0.14 10 n/a n/a
BCDL 10.0 Code IRC2006fTP12002 (Matrix) Weight: 131 Ib
LUMBER BRACING
TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins, except
BOT CHORD 2 X 4 HF 1650E 1.5E 2-0-0 oc purlins (4-7-11 max.): 4-7
WEBS 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) 2=1580/0-5-8, 10=1580/0-5-8
Max Horz 2=-73(LC 6)
Max Uplift2=-196(LC 5), 10=-196(LC 6)
FORCES (Ib) -Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/40, 2-3=-2638/253, 3-4=-2359/201, 4-5=-16/0, 4-16=-2063/221, 6-16=-2063/221, 6-17=2063/221, 7-17=-2063!221,
7-8=16/0, 7-9=-2359/201, 9-10=2638/253, 10-11=0/40
BOT CHORD 2-15=-190/2274, 14-15=-134/2398, 13-14=-134/2398, 12-13=-134/2398, 10-12=117/2274
WEBS 3-15=-248/153, 4-15=0/598, 6-15=-571/139, 6-13=0/170, 6-12=-571/139, 7-12=0/598, 9-12=-248/153
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) Provide adequate drainage to prevent water ponding.
4) This truss has been designed fora 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) This truss is designed in accordance with the 2006 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced
standard ANSIfrPI 1.
7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC wl 2-10d nails.
LOAD CASE(S) Standard
~.~
r lr 49 ~~ ~•
EXPIRES:OA-01-OS
June 10,2008
~~~1
WARNTNt; 'rrref~ rircir,7,a. ~rirnnrtFi:c on(I ReAL~ NCrT7-,S ON THIS AN17 7Nf t.flDliD KtITPY, RFFF;RI:Nf.1•: PACi~T b7rT-74?3 12F,I'fJ11F. T,:~ f:. ~-~1+. f ..
Design valid for use only with M1ek connectors Thls design is based onN upon parameters shown, and is for an individual building component. --~a
Applicability of design paramenters and proper incorporation of component a 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 construction is the responsibillity of the ~1~l~e~
erector. Additional permanent bracing of the ovem0 structure is the responsibility of the building designer. For general guidance regarding rowca ,o Pearvnar:
fobricotion, qualify control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component ~ 7777 Greenback Lane. Suite 109
Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison. W 153719. ,
Cdrus Heights. CA, 95610
r ~,e,~ s.
~~.
Q ~ .t. ~'<':~
am MUm- 15 td 13 R
axe M1120- 3x6 M1120= 2x4 Mt1201 axe Mi120=
Job 'Truss Truss Type IQty Ply 30726
828676091 I
DH083003 2-DH3 ROOF TRUSS 1 1 I
~ i Job Reference lootionall
ass-Span Lumbermens, Auburn, WA 98001 7.050 s May 22 2008 MiTek Industries, Inc. Tue Jun 10 11:1940 2008 Page 1
-1-4-0~ 6-3-11 I 12-10-3 11~-i2 16-6-0 I 19 8 4 203 26-8-6 3a-0-0 34-4-0
1
1-4-0 6-3-11 6-6-9 0-5-9 3-2 4 3-2-0 0-5-9 6-6-9 6-3-11 1-4-0
Stale = 1.62 4
5xfi MI120
5x6 M1120- -
5 3x4 MII20- g
i a ~ 1] 6 a.7t8
600 I1t ~j/
ax4 MII20 i ~/~"
//
3
// / `~
j % ~
' I ~\~
2 / ~\ ~
5x10 MII2C= 16
2rd M1120 I
t5 14 19
3x6 M1120=
3x8 M1120=
6-3-11 12-10-3 20-1-1'
6-3-11 6-6-9 ~-3-10
4xa MII20
9
\ ~~
,i/ ~\ ,_
//' ~ ,
20 13 12
3x6 M1120- 2xa M1120 I
26-B-5 ~ 33-0-0
6-6-9 6-3-1t
,e
~\ 11 ]a
5x10 M1120 =
LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d I PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.44 Vert(LL) -0.23 13-15 >999 240 MII20 185/148
TCDL 10.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.46 13-15 >857 180
BCLL 0.0 Rep Stress Incr YES WB 0 60 Horz(TL) 0.14 10 n/a n!a
BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 1391b
LUMBER BRACING
TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc purlins, except
BOT CHORD 2 X 4 HF 1650E 1.5E 2-0-0 oc purlins (4-8-4 max.): 47.
WEBS 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) 2=1633/0-5-8, 10=1633/0-5-8
Max Horz2=-88(LC 6)
Max Uplift2=-213(LC 5), 10=-213(LC 6)
FORCES (Ib) -Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/40, 2-3=-28341261, 3-4=-2256/231, 4-5=-16/0, 4-17=-1934/261, 6-17=-1934!261, 6-18=-1934/261, 7-18=-1934/261,
7-8=-16/0, 7-9=-2256/231, 9-1 0=2 8 34126 1, 10-11=0/40
BOT CHORD 2-16=-215/2427, 15-16=-215/2427, 14-15=-48!1966, 14-19=-48/1966, 19-20=-48/1966, 13-20=-48/1966, 12-13=-126/2427,
10-12=-126/2427
WEBS 3-16=0/261,3-15=-556/162, 4-15=0!519, 6-15=-267/103, 6-13=-267/103, 7-13=0/519, 9-13=-556/162, 9-12=0/261
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) Provide adequate drainage to prevent water ponding.
4) This truss has been designed fora 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) This truss is designed in accordance with the 2006 International Residential Code sections 8502.11.1 and 8802.102 and referenced
standard ANSI/TPI 1.
7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
LOAD CASE(S) Standard
~ .,~F:.ft S.
t' ~~t ~
~~
;- ! -
~r, ~ f~~.. • ~ - ~,~~ A-ti~ ~.~~
f ~ S u~
S~C~;\:~L~~
EXPIRES:0~-Ol-OR
June 10,2008
`1fAl1NlN Vrre71 ercr~r Pnrn --~s ars(f RF1,IJ NC))I~ ~ (rN :3776 ANI1 )N rlJl)~.r11rr77"T:K RF.FFR$N~F. I A(:L ltfri-%c 7;+ f.RF(7fit; rl.fd. ~~
Design valid for use only with nNTek connectors. Th¢ design Is based only upon parameters shown, and is for on ind victual 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 stability during construction is the responsibilliN of the ~(~£1~
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding rowcn +e roRrooM.
fabrication, quoliiy control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBerla, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109
Safely Information a•dallable from Truss Plate Institute, 583 D'Onofrlo Drive. Madison. WI 53719
Citrus Hel hts, CA, 95610
Job Truss Truss Type Qty Ply 3072 B
828676092
DH083003 I2-DH4 ROOF TRUSS 1 1
_.. ___ __-~ I ~ Job Reference (notional)
Truss-Span Lumbermens, Aubum.WA 98001 7 050 s May 22 2008 MiTek Industries. Inc. Tue Jun 10 11:1941 2008 Page 1
17-0<
-id-0 5-5-3 10-6-2 I 15-fi 3 15-~1?17~- 3 ?J-5_i d.__~_ 77-6-13 33-0-0 3d-0-0
- Scale = t-T30
1-d-0 5-5-3 5-0-15 5-0-1 0-5-9 0-5-9 5-0-1 5-0-15 5-5-3 1-4-0
dx6 MIlIO ~~OO
i-Oln6 MII?0 -
- 8
7-10-13 7-7-7 1-11-10 7-7-7 7-10-13
Plate Offsets (X.Y1: (2:0-1-9,Edge( (7:0-3-0 Edqe( (11:0-1-9,Edge]
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.13 13-14 >999 240 MII20 185/148
TCDL 10.0 Lumber Increase 1.15 BC 0.53 Vert(TL) -0.37 13-14 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.13 11 n/a n/a
BC DL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 1501b
LUMBER BRACING
TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 4-0-11 oc purlins, except
BOT CHORD 2 X 4 HF 1650E 1.5E 2-0-0 oc purlins (5-5-0 max.): 5-7.
WEBS 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
REACTIONS (Ib/size) 2=1580!0-5-8, 11=1580/0-5-8
Max Horz2=-104(LC 6)
Max Uplift2=-227(LC 5), 11=-227(LC 6)
FORCES (Ib) -Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/40, 2-3=-2712/306, 3-4=-2468!292, 4-5=-1816/258, 5-6=-16/0, 5-18=1564/275, 18-19=-1564/275, 7-19=-1564/275,
7-8=16/0, 7-9=-1814/258, 9-10=2469/293, 10-11=-2712/307, 11-12=0/40
BOT CHORD 2-17=-276/2324, 16-17=-168/1955, 15-16=168/1955, 14-15=-34/1560, 13-14=83/1956, 11-13=-173/2325
WEBS 3-17=-288/150, 4-1 7=-1 114 30, 4-15=576/173, 5-15=-61/486, 7-15=-224/252, 7-14=-72/502, 9-14=-581/174, 9-13=11/432,
10-13=-287/150
NOTES
1) Unbalanced roof live loads have been considered forthis 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) Provide adequate drainage to prevent water ponding.
4) This truss has been designed fora 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. ti~E ~ $, j~f~`J
6) This truss is designed in accordance with the 2006 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced ,h~.' ~.
standard ANSI/TPI 1. 4• ~ ~y/: ~-
7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. ~~
LOAD CASE(S) Standard
J l i 0 (i ~
~~
~.
~'SjU.~'AL~-~
~xP~~~s: oK-al-os
June 10,2008
WAI7MNC) - Vrr~J d~_4igr. yrrxrromrters anri R%f.r: Ntla.FS tJN 7FTlS ANIJ lNCT. [lllTs'T) h:77TX RE.l GRT:Nr:B t-a.S rrr; h7n-747:7 TSi:.F(7T?F. tt #s. ~,
Design valid for use only with MTek connectors. This design is based 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 stability during construction a the responsibilrify of the ~~~~~~
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding rowda,o eeRronw,.
fabrication, qualify control. storage, delivery, erection and bracing. consult ANSI/TPII Qaarity Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109
Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison. W 153719 i,
Citrus Helahts CA 95610
5x10 MIp0= 1] 16 15 id 13 5x10 MI120=
3zd Me20 - 3x6 MII20- 3zd MII20 - 3rd M1120- '
3x8 M1120 =
Job Truss Truss Type Qry Ply 3072 B
828676093
DH083003 2-DMH1 ROOF TRUSS 1
Job Refere ce o flung/
Truss-Span Lumbermens, Aubum,WA 96001 7 050 s May 22 2008 MiTek Industries, Inc. Tue Jun 1011~19~42 2008 Page 1
-11-~ 3-10.13 I 7-63 7-~1~2 12-6-11 20-2-4 F 27-9-13 ~ 33-0.0 I
1-4-0 3-10-13 3 7-7 0-5-8 d-6 15 ]-7-9 7-7-9 `>2-3
Scale = 1 5] d
4x6 MI120 i
3x4 MII20 =
&7-11
3x4 MII20 =
6-0-11
3x6 MII20= 3x6 M1120 = 3.4 MII20
7-6-3
8-9-7
LOADING (psi) SPACING 2_0.0 CSI
TCLL 25.0 Plates Increase 1.15 TC 0.75
TCDL 10.0 Lumber Increase 1.15 BC 0.66
BCLL 0.0 Rep Stress Incr NO WB 0.78
BCDL 10.0 Code IRC2006/TP12002 (Matrix)
LUMBER
TOP CHORD 2 X 4 HF 1650E 1.5E
BOT CHORD 2 X 4 HF 1650E 1.5E
WEBS 2 X 4 HF Stud/Std
REACTIONS (Ib/size) 11=2806/Mechanical, 2=2787/0-5-8
Max Horz2=164(LC 4)
Max Uplifftl=-557(LC 4), 2=-447(LC 5)
DEFL in (lac) Udefl Ud PLATES GRIP
Vert(LL) -0.21 13 >999 240 MII20 185/148
Vert(TL) -0.5313-15 >733 180
Horz(TL) 0.15 t 1 n/a n/a
Weight: 262 Ib
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end
verticals, and 2-0-0 oc purlins (5-2-11 max.): 4-10.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
JOINTS 1 Brace at Jt(s): 10
FORCES (Ib) -Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/40, 2-3=-5096/944, 3-4=-5104/995, 4-5=-16/0, 4-16=-4561/939, 6-16=-4561/939, 6-7=-6167/1204, 7-8=-4754/908,
8-9=-4754/908, 9-10=-99/21, 10-11=271/105
BOT CHORD 2-15=-895/4422, 14-15=-1308/5982, 13-14=1308/5982, 13-17=-1298/6035, 12-17=-1298/6035, 11-12=749/3303
WEBS 3-15=-123/383,4-15=-54/1276,6-15=-1855/490,6-13=01380,7-13=0/298,7-12=-1747/534,9-12=227/2089,9-11=-3987/919
NOTES
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
Webs connected as follows: 2 X 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 (B), unless otherwise indicated.
3) Unbalanced roof live loads 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) Provide adequate drainage to prevent wafer ponding.
6) This truss has been designed fora 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 chard 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) Refer to girder(s) for truss to truss connections.
9) 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.
10) Girder carries hip end with 0-0-0 right side setback, 7-7-15 left side setback, and 6-0-D end setback.
11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 402 Ib down and 198 Ib up at 7-7-15
on top chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
Continued on page 2
r ~~t',R S -fl,~~ ~
`'`
i ~' ~ r
,-~ ire 30 t, ; ,
,~-- ~\
~XPIR~S:08-01-01
June 10,2008
..,..
~Gi An NfNC, 'JrrJy orcrgrr 7xrrranvv: rrs and Rrv+t7 NCtTt;~; rrN Till: ANI lN1.r..1I171 h?;!>Y.R P..nr:N(.T'Pairls btli 747:T FfIiFt)~+r iJ:; ~. ~~~~~~-
Design valid for use only with MRek connectors This design is bused only upon parameters shown and is for an lndlvidual building componen}. il~f
Applicability of design paramenlers and proper incorporation of component is responslbllity of building designer -not truss desgner Bracing shown iiii~~~•
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ~)Te~
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding rowan ,a rrn.n..r,
fabrication, quotity con}rol. storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greennack lane. Suite 109
Safety Informafion available from Truss Plate Institute, 583 D'Onofno Drive, Madison, W 153719. Carus Heights. CA. 95670
5x8 MII20- 16 14 13 17 12 x1
3x8 MII20- 3x8 MII20= 3x4 MII20= 3x6 MI120= 3x8 M1120 =
Job ' Truss Truss Type Qty Pfy 3072 B
828676093
DH083003 2-DMH1 ROOF TRUSS 1 2
Job Ref re ce o tional
Truss-Span Lumbermens, Auburn,WA 98001
7.050 s May 22 2008 MI I ek Industries, Inc. I ue dun Tu ~ r-f a~az zws rage ~
LOAD CASE(S) Standard
1) Regular: Lumber Increase=l 15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-4=70, 4-5=-70, 4-16=-82, 10-16=-132, 2-11=-38(F=-18)
Concentrated Loads (Ib)
Vert: 4=-402
WARNING Verifi~ dr~egr.. pa an rtP~s nnct Rt:AP. NOT'E';-; nN 7'fllfi H3t'F) INt'7, [ID.[37) A7TTKKF,FFRF.Nl:F, PAG`A, B9Ft-747.3 REFt)Rr: rlSfi. '
Design valid for use only v/ith M1ek connectors. This design a based only upon parameters shovm. and is for an individual building component. ji~~„
Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shovm ~h ii'~
is for lateral support of individual web members only. Additional temporary bracing to insure s}ability during construction is the responsibillity of the !~1(~e K~
erector. Additional permanent bracing of the overa9 structure is the responsibility of the building designer. For general guidance regarding rowcn +=rcnroww.
fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Qualify Crileda, DSB-89 and BCSII Binding Component 7777 Greenback Lane. Sutte 109
Safety Information available irom Truss Plate Instifu}e. 583 D'Onofno Drive, Madison. W 153719.
Cdrus Hei hts, CA, 95610
',Job Truss Truss Type Qty Ply 3072 B
828676094 '
DH083003 2-DMH2 ROOF TRUSS 1 1 ~
Job Reference (optional)
Truss-Span Lumbermens. Aubum.WA 98001 7.050 s May 22 2008 MiTek Industries. Inc. Tue Jun 1011-1942 2008 Page 1
1-d-0 5-11-12 4-2-7 0-5-8 d-9-5 6-1-3 6-1-3 5-4-10
Scale = 1:5] 4
4x6 MII20 ~
3x4 MI120
6 3x4 M1120- 3v6 MII20- 4xfi MI120 3v4 MII20 I
10-2-3
10-2-3
]-/0-l;
7-6-12
25-1-1
7-2-9
33-n-0
7-10-8
LOADING (psf) SPACING 2.0.0 CSI DEFL in (ioc) I/deft Ud PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.23 2-15 >999 240 MII20 1851148
TCDL 10.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.63 2-15 >622 180
BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.12 11 n/a n/a
BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 141 Ib
LUMBER BRACING
TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, except
BOT CHORD 2 X 4 HF 1650E 1.5E end verticals, and 2-0-0 oc purlins (4-4-8 max.): 4-10.
WEBS 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 9-11
JOINTS 1 Brace at Jt(s): 10
REACTIONS (Ib/size) 11=1467/Mechanical, 2=1584!0-5-6
Max Horz2=214(LC 4)
Max Upllftl1=-211(LC 4), 2=-189(LC 5)
FORCES (Ib) -Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/40, 2-3=-26511237, 3-4=-2365/223, 4-5=-16/0, 4-16=-2062/230, 6-16=-2062/230, 6-7=-2336!278, 7-8=-1706/211,
8-9=1706/211,9-10=-41/49, 10-11=-164/61
BOT CHORD 2-15=-350/2286, 14-15=-388/2381, 13-14=-388/2381, 12-13=-363/2177, 11-12=-243/1305
WEBS 3-15=-249!157, 4-15=0/649, 6-15=-443/175, 6-13=-101/85, 7-13=0/280, 7-12=-811/174, 9-12=-45/909, 9-1 1=-1 76612 8 8
NOTES
1) 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
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed fora 10.0 psf bottom chord live load nonconcument 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.
7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
LOAD CASE(S) Standard
/r ,,~1rr~~.1Z~~--,~$~t.
C''`y ::/~ ~ ~
1
I S l~.
bt~i r:11,~~
( ~xP~~~s: cs-oi-ox l
June 10,2008
~~ -
~« -.
® w~TZ.Tnvc: v~J~ ~xn.~r~ pa,-an>r..-x~.,•,~s u;-r,n m~zr_~: nx'r-rns ,xre /xcr.l;nrr~>!tnT!~: RFFr:rr.n+t r: rxtc;r rtr; 74 ~:{ f;;,f'<frrr: arse.. ~~*!'
Design valid for use only with MiTek connectors This design is based only upon parameters shown, and is for an individual building component. e~_-++~`
Applicability of design parameniers and proper incorporation of component is 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 construction is }he responsibillity of the ~~t~I~R
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Powrxx,o Pcxrxn.,4,
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 qualify CrBeria, DSB-89 and BCSIt Building Component 7777 Greenback Lane, Suite 109
Safety Information available from Truss Plate Institute. 583 D'Onofrlo Drive, Madison, W 153719.
Cdrus Hei hts, CA, 95610
~xiV MIItV - 15 14 13 12 11
3x8 MII20- 3x8 MI120= 3x4 MII20- 4x6 MI120- 3x6 MI110
Job Truss (Truss Type Oty Ply 3072 B
828676095
DH083003 2-DMH3 ROOF TRUSS 1 1
Job Reference (optional)
Truss-Span Lumbermens, Aubum.WA 98001 7.050 s May 22 2008 MiTek Industries, Inc Tue Jun 10 11 1943 2008 Page 1
1-0-0 6-6-13 F 12-10-3 113-12 198-3 I 26-2-0 I 33 0-0 1
1 4 0 6-5-13 6-3-7 0-5-8 6-2-B 6-B-0 6-9-12
Scale = 1'6t 5
6x6 MII20 ~~
5 3zd MII20= 3z6 MI120= drd M1120= 6.6 MII20=
i 4 aE i6 6 ] 8 9
2
a
o v
5x10 M1120 =
15 10 13 1] t2
2x0 MII201 3x6 M1120 4x4M1120-
3x8 MI120=
6-6-13 12-10-3 F 19 6 3 i 26-2-d
6-6-13 6-3-7 6 8-0 6-8-0
18 11
6.6 MI120 =
LOADING (psf) SPACING 2~_p CSI DEFL in (loc) I/deft Ud
TC LL 25.0 Plates Increase 1.15 TC 0 48 Vert(LL) -0.17 12-14 >999 240
TCDL 10.0 Lumber Increase 1.15 BC 0.55 Vert(TL) -0.36 12-14 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.10 10 n/a n/a
BCDL 10.0 Code IRC2006/TPI2002 (Matrix)
LUMBER BRACING
TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc purlins, except
BOT CHORD 2 X 4 HF 1650E 1.5E end verticals, and 2-0-0 oc purlins (4-7-7 max.): 4-9.
WEBS 2 X 4 HF Stud/Std 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
9-10: 2 X 4 HF 1650E 1.5E WEBS 1 Row at midpt 9-10, 6-14
JOINTS 1 Brace at Jt(s): 9
REACTIONS (Ib/size) 10=1709/Mechanical, 2=1 66 210-5-8
Max Horz 2=265(LC 4)
Max UpIift10=-208(LC 4), 2=-203(LC 5)
FORCES (Ib) -Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/40, 2-3=-2882/237, 3-4=23081259, 4-5=-16/0, 4-16=-1987/277, 6-16=-1987/277, 6-7=-2080/299, 7-8=-2080/299,
8-9=1441/229, 9-10=1556/239
BOT CHORD 2-15=-310/2465, 14-15=-310/2465, 13-14=-306/2080, 13-17=-306/2080, 12-17=-306/2080, 12-18=-227/1441, 11-18=-227!1441
11-19=-54!63, 10-19=54/63 '
WEBS 3-15=0!266,3-14=-5291160,4-14=0/486,6-14=-339/118,6-12=-365/152,8-12=-109/885,8-11=-1102/262,9-11=-240!1934
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) Provide adequate drainage to prevent water ponding.
4) This truss has been designed fora 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 fR
between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) 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.
8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-tOd nails. I
LOAD CASE(S) Standard f
Ir~~~~R S. fl;~,~'fl
J F
1
cXPIRES:OR-Ot-Oti r
June 10,2008
/ ~ WARNINi`. Verb r?.~cirfin parrrn-~e>3 and RriA.D Nr7TF.S C7N 777!6 6N7 INr,'I,rIIJRI) A77BK RF,F6RENI:E F AGC-. BYfi-747:7 EP.F()RT rfi6S. ~ ~~ -
Design valid for use only with NdTek connectors. Thu design is based only upon parameters shown. and is for on ind victual building component.
Applicability of design parameni6n and proper incorporation of component is responsibility of budding 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 }he ~~~~~
erector. Additional permanent bracing of the overall structure is the responsibility of }he building designer. For general guidance regarding eowca +o rcRro.r.,.
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify CrBeda, DSB-69 and BCSII Building Component 7777 Greenback Lane, Suite 109
Satefy Information ovallable from Truss Plate Institute, 583 D'Onofrro Drive. Madison. WI 53719.
Cdrus Hei hts, CA, 95610
~/
6.00 12
4xd M1120 ~ --
/j
3 //
~~'
/ \~.~
/ \\\
\ \`\~
- ~ /
j
/
/ j
19 10
dxd MII20 I
33-0-0 I
6-9-12
PLATES GRIP
MII20 185/148
Weight: 152 Ib
Job Truss Truss Type Qty Ply 3072 B
828676096
DH083003 2-DMH4 ROOF TRUSS 1 1
ob Ref rence o do al
truss-Span Lumbermens, Aubum,WA 98001 7.050 s May 22 2008 MTek Industries, Inc. I ue uun w ~ 1a9~44 zuuu rage 1
-td 0 5.5-3 I 1082 1583 15-~12 21-3-9 i 27-0-14 33-0-0 ___
1-4-0 5-5-3 5-0-15 5 0-1 0-5-8 5-3-13 5-9£ 5-11-2
dx6 M1120 i Scale = 1688
3xd M1120- 4x6 MI120 - 3x4 MII20 n
~1
3x8 MII20 -
7-10-13 7-7-6 8-8-0 8 312
Plate Offsets (X Y)' (2'0-1-9 Edgel
LOADING (psf) SPACING 2_p_0 CSI DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.95 Vert(LL) -0.25 11-12 >999 240 MII20 185/148
TCDL 10.0 Lumber Increase 1.15 BC 0.81 Vert(TL) -0.46 11-12 >860 180
BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.11 10 n/a n/a
BCDL 10.0 Code IRC2006lTPI2002 (Matrix) Weight: 1581b
LUMBER BRACING
TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 3-10-12 oc purlins, except
BOT CHORD 2 X 4 HF 1650E 1.5E end verticals, and 2-0-0 oc purlins (5-1-14 max.): 5-9.
WEBS 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 9-10, 7-12, 7-11, 8-10
JOINTS 1 Brace at Jt(s): 9
REACTIONS (Ib/size) 10=1714/Mechanical, 2=1672/0-5-8
Max Horz 2=315(LC 4)
Max UpIift10=-203(LC 4), 2=-213(LC 5)
FORCES (Ib) -Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/40, 2-3=-2901/280, 3-4=-2657/266, 4-5=-2035/225, 5-6=-16/0, 5-15=-1768/245, 7-15=-1768/245, 7-8=-1440/206,
8-9=-62/76, 9-10=-187/78
BOT CHORD 2-14=-333/2492, 13-14=-287/2133, 12-13=-287/2133, 12-16=-258/1647, 16-17=-258/1647, 11-17=-25811647, 11-18=-200/1078
,18-19=200/1078,10-19=-200/1078
WEBS 3-14=-275/150, 4-14=-17/415, 4-12=-520/178, 5-12=0!442, 7-12=68/206, 7-11=-593/150, 8-11=-3011033, 8-10=-1740/241
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) Provide adequate drainage to prevent water ponding.
4) This truss has been designed fora 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) Refer to girder(s) for truss to truss connections.
7) 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.
8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
LOAD CASE(S) Standard
~', W9RTJTN.= Lrr; f • ar*c.r,.r I, on rr -.r:. ~r.i F'i-Jr ^ iVi7TF:~ r7N THTS ANf•1 i,Hi:f, UIJSP A7Tr`;A' RFF F,i7T;Nt'Ti r $;'.i, A: f;-747:1 R~ ~ f7.?~ i3S!-. _ -~~a
Design valid for use only with M1ek connectors. This design k based onN upon parameters shown and ¢ for an individual building component ii~
Applicobili}y of design paramenters and proper Incorporation of component is responsibility of building designer -not Truss designer. Bracing shown ~ T~ 7
I. rs for lateral support of individual web members only. Additional }emporary bracing to inwre stability during construction is the responsibillity of the ; y'] i~~
I erector. Additional permanent bracing of the overall structure n the responsibility of the building designer. For general guidance regarding Po..cn >e PdA.a.,.,
fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII puarity Criteria, DSB-89 and BCSI7 Building Component 7777 Greenback Lane; Suite 109
Satety Intormafion available from Truss Plate Institute. 583 D'Onofrlo Drive, Madison, WI 53719.
Cdrus Heights CA, 95610
6x10 M1120= td 13 12 16 17 11 t8 19 10
3x4 MII20- 3x8 MI120- 4r6 MII20- are M1120-
EY.PIRES:08-01-0 ~
June 10.2008
ob Truss Truss Type ,Qty Ply 3072 B
828676097
)H083003 2-DMH5 ROOF TRUSS 1 1
Job Reference (ootionall
truss-Span Lumbermens, Aubum,WA 98001
1-0-0 6-3-13 5-9-14 6-0-7 0-5-8
5z6 M1120
]
~~
9-2-13
8-11-7
7.050 s May 22 2008 MiTek Industries, Inc. Tue Jun 10 11:19 44 2008 Page 1
6-9-B 7-6-12
3r4 MII20=
7-3-0
7-6-12
Plate
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.27 12-14 >999 240 MII20 185/148
TCDL 10.0 Lumber Increase 1.15 BC 0.79 Vert(TL) -0.52 12-14 >756 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(TL) 0.09 10 n/a n!a
BCDL 10.0 Code IRC2006fTP12002 (Matrix) Weight:1671b
LUMBER BRACING
TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins, except end
BOT CHORD 2 X 4 HF 1650E 1.5E verticals, and 2-0-0 oc purlins (5-3-11 max.): 6-9.
WEBS 2 X 4 HF Stud/Std 'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
9-10: 2 X 6 HF No.2 WEBS 1 Row at midpt 9-10, 5-12, 8-11
JOINTS 1 Brace at Jt(s): 9
REACTIONS (Ib/size) 10=1784/Mechanical, 2=1709/0-5-8
Max Horz2=366(LC 4)
Max UpIift10=197(LC 4), 2=-220(LC 5)
FORCES (Ib) -Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/40, 2-3=-29651294, 3-4=-2672/259, 4-5=-2575/275, 5-6=-1801/226, 6-7=-16/0, 6-15=-1544/254, 8-15=-1544/254,
8-9=1135/197, 9-10=15871230
BOT CHORD 2-14=-361/2542,14-16=-268/2056,13-16=-268/2056,12-13=-268/2056,12-17=-197/1135,11-17=-197/1135,11-18=-74/88,
10-18=-74/88
WEBS 3-14=-342/179, 5-14=-19/581, 5-12=-724/209, 6-12=0/286, 8-12=-127!656, 8-11=-1031/251, 9-11=-195/1719
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) Provide adequate drainage to prevent water ponding.
4) This truss has been designed fora 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 fd
between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) 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.
8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
LOAD CASE(S) Standard
Scale = 1 72 )
6z6 M1120 =
~?CPIRES:Ot~-01-0~i
June 10,2008
WARNINi. Ve fly nr_sr.2r.. jrrrramr±rrs aad RFIaD NL7 FF.;: ON 77)IC, hN17 INCZ:[rT1F.D hZ~K rtFFF:RF.N!'F; r~ At'ai? MLf~7473 fit.: <)RT C!i,f%:.
Design valid for use only with M1ek connectors. This design is bored only upon pwameters shown, and is for an individual building component.
Applicability of design paramenters and proper incorporation of component a responsibility of building designer-not buss designer. Bracing shown
is for lateral support of individual web members only. Addlfional temporary bracing io insure stability during construction ¢ the responsibillity of the
erector. Additional permanent bracing of }he overall structure is the responsibility of the building designer. Fw general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI7 Building Component
Safety Information avaltable from Truss Plate Institute, 583 D'Onofrlo Drive. Madison, WI 53719.
-~ . -x, _-_-.
~~~~'.
i.iii
~:1@~C
7777 Greenback Lane, Suite 109
8x10 M1120= 14 16 13 12 1] 11 18 10
3x4 MI120- 3x8 MII20- 3x8 MII20 5x6 MII20- 3z6 MII20-
Job Truss Truss Type I(]ly Ply i 3072 B
828676098
DH083003 2-TR ~iROOF TRUSS 3 1
ob Ref re ce o banal
russ-Span Lumbermens, Aubum.WA 98001
1-4-0 5-5-2
?L
8-5-9
5 8 14 5-4-D 5-4-0
Orb MI120 =
Fmk 6
8-0-7
8-0-7
e-S-9
Scale = 1'6] 6
LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) Udefl L/d PLATES c;Klr
TCLL 25.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.23 12-13 >999 240 MII20 185/148
TCDL 10.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0 45 12-13 >865 180
BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.14 10 nla n!a
BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 1351b
LUMBER BRACING
TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 3-11-3 oc purlins.
BOT CHORD 2 X 4 H F 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=1668/0-5-8, 10=1668/0-5-8
Max Horz2=-113(LC 6)
Max Uplift2=-220(LC 5), 10=-220(LC 6)
FORCES (Ib) -Maximum CompressionlMaximum Tension
TOP CHORD 1-2=0/40, 2-3=-2908/302, 3-4=-2625/254, 4-5=-2499!270, 5-6=-1868/250, 6-7=-1868!250, 7-8=-2499/270, 8-9=-2625/254,
9-10=-2908!302, 10-11=0/40
BOT CHORD 2-15=-282/2500, 1 5-1 6=-1 5 212 0 59, 16-17=-152/2059, 14-17=-152/2059, 13-14=-152/2059, 13-18=-73/2059, 18-19=73/2059,
12-19=-73/2059,10-12=-170/2500
WEBS 3-15=-319/167, 5-15=-7/487, 5-13=-696/195, 6-13=-106/1225, 7-1 3=-6 9611 9 5, 7-12=-7/487, 9-12=319/168
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 8502.11.1 and 8802.10.2 and referenced
standard ANSIlfPI 1.
LOAD CASE(S) Standard
~~4.R S TJ,V~,~I
r;
v
~xPiR~s: cs-ol-os
June 10,2008
~, ;tiARNfNr: - `lrrJy dr_sigr.. j>rzrrm~rtrr:s n-1d E?.E.4D NCI~rZ.S PN 7IFTF~ HNr7 TNC-'r.UUFzr) 617?7;K PF..TF)RIzNC:T: 7'9GP. Mir-%4'7:2 FrT:F-tlrl l: rrtr. ~~
Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design paramenters and proper incorporation of component is responsibili}y of building desgner -not }russ designer. Bracing shovm ~ ~
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the gvt(~Q ~(
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ro.EA,e vcwronn.
Fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component 7777 Greenback Lane. Suite 109
Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719
Cdrus Hei hts, CA, 9561D
/ UbU s May ZL ZUUC MI I eK Inausirles. Inc. I ue dun lu i i I a.4o <wo rayv I
5-8-14 5-5-2 1-4-0
5x1D M1120= t5 16 1] td 13 18 19 12 5x10 M112D=
3x4 M1120= 3v6 MI120= dx6 M1120 = 3xd MII20 =
Job Truss Truss Type Qty Ply 3072 B
828676099
DH083003 2-TRA ROOF TRUSS 7 1
Job Reference o tional '
I russ-Span Lumoermens, r,uoum,vvr~ yauu_1
1 4-0 5-5-2 5 8-14 5-4-0 5-4-0
4x6 MII20=
fiW 12 6
r you SIVICy c«uvo rvlllen Inuuau lei, II w. luc u~~~ ~~ I I Ic..~ ~uw reyc I
5-8-14 5-5-2
Scale= 1668
1 t
O
5x10 M1120= 14
3x4 MI120-
15 16 13
3x6 MII20
12
4r8 MI120
1]
18
11
3x4 MI120- o
5x10 M1120=
e-5_o 16-6-0 24E-] 33-0-0
8-5-9
8-0-7 ~
8-0-7 ~
8-5-9
Plate Offsets (X Y1' 12 0-1-9 Edgel f10 0-1-9 Edgel
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 25.0 Plates Inrrease 1.15 TC 0.35 Vert(LL) -0.23 12-14 >999 240 MII20 1851148
TCDL 10.0 Lumber Increase 1.15 BC 0.70 Vert(TL) -0.46 12-14 >852 180
BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.14 10 n/a nla
BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight:1331b
LUMBER BRACING
TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 3-9-11 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 StudlStd
REACTIONS (Ib/size) 2=167510-5-8, 10=1560/Mechanical
Max Horz2=125(LC 5)
Max Uplift2=-221(LC 5), 10=-157(LC 6)
FORCES (Ib) -Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/40, 2-3=-2925/303, 3-4=-2641/255, 4-5=-2516/272, 5-6=-1884/255, 6-7=-1884/252, 7-8=-2553/288, 8-9=-2679/272,
9-10=2963/325
BOTCHORD 2-14=-296/2515, 14-15=-166/2074, 15-16=166/2074, 13-16=-166/2074, 12-13=-166/2074, 12-17=-88/2089, t7-18=-88/2089,
11-18=-88/2089, 10-11=-226!2580
WEBS 3-14=-319/167, 5-14=-7/487, 5-12=-696/194, 6-12=-10911238, 7-12=-716/201, 7-11=-21/525, 9-11=-358/181
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=25fl; 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 fd
between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) This tmss 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
i ~
EXPIR~S:Oh-01-Ot~
June 10,2008
+~ Si+AIiNlNC> 'rr~-.Jj dr-srgr s- , an.rter r. ri R~6.C7 NUTF,S UN 717ES RNJ) I^fCi.t JfJF.1) R~ i'r:Y RF 1517F.Nt F r A.tr1:- M[i-T4?:3 JFr,GCtiZF. [±SF. _ ~
Design valid for use ony v,nih MITek connectors Thls design B based only upon parameters shown, and s for an Individual building component.
Applicability of design paramenters and proper incorporation of component a responsibility of building designer -not truss designer. Bracing shown g q y`
is for lateral support of individual web members only Addi}ional temporary bracing to insure stabirity during construction is the responsibillity of the ~,~'~) !gyp
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding rowca ,c vcnrc ,.
fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBeda, DSB-89 and BCSIt Building Component 7777 Greenback Lane, Suite 109
Safety Information available from truss Plote Institute. 583 D'Onofno Drive, Madison, W 153719 CBrus Hei hts, CA, 95610
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