Plans (3) Ir
Ir 41 Job-_00_00
1509190
Truss
Al Truss Type
8MC West--She '-- _
17-Vest-Sherwood,She CAL HIP
Sherwood,Or 97140 Qty - --lWoo648 -- 2ob Reference o.tional R1839392
6-8-0 0.S3 _____19-3-5 f.:8 P 17 2004 Mi Tek Industries,
Inc. Fri Sep 23 11:
5x8= 0.9-70 0-5.3 n-48 52:592005
6-8-0 32-9-0 Page 1
3 4x8 LI,.
6-4_8
7.00
4
5x8
1ifI1'lis`. illi •' i�5c4r'• .
4
73 cO
5x10= 12 ,..- � 3x5��
3 17— Ylititik 1116,; 6
oll
,12
0.4'6 3x4= r} Id
8
Plate Offsets X Y: 0.49- 130 8 3x8=-
64-8
LOADING 2:0-3-1,0-1-12
6-8-0
TCLL NG(Psf) . 3:0 4-0 0.1 94:0-4-0,0-1-9
19-6-8 sx7o=
4:0-q_0 9, 5:0_3- 26-4-8
TCDL SnoK 25 0)
Plates HG 0 , 1,0 1-12, 7:0-4-8,0-3-4
69-8 0 3 4
2-0_ 7:0_q_ 6-8-0 32-9-0
BCLL 0� Lumber Increase 1.15 CSI 13:0-4-8,0-3_q s-q
8
CDL 10.0 SP Stress Incr a 1.15 TC 0.92 DEFL
LUMBER Code s Increase
3 YES BC 0088 In 1-12 1/deft
/TP1200S WB 0.98 Vert(TL) -0.151112 >999 Lid
TOP CHORD 4 DF Np.2 (Matrix) Horz(TL) 0.09-0.211'12 '999- 180 PLATES
BOT CHORD 2 X 47MT20 GRIP
WEBS DF 1800E 1.6E 185/144
2X4HFStd * . n/a
2-12 2 X 3 Except* BRACING
OTHERS 2-7 2 X 6 DF NoStud,5-8 2 X 3 SPF X 6 TOP CHORD SWeight:247 lb
4 HF Std 2 Stud,1-13 2 DF No.2 BOT CHORD estiuctural wood ceiling
REACTIONS WEBS Rig ceilin y a sheathing directly applied or 2-2-0 oc
TIONS 1 at midpfrectl applied or 4-10_ Purlins, except
MaxlHorz13_1356/0-5 8 7=1356/0- 2 11,3-g q_9,5-9,oc r2-13,5-7
Max upliftl3=1 7(l(ad case 17) 5 8
Max Grav 13=3119(plad tease 19),7=-/440(load 22
TOP CES (Ib)-Maximu 12),7- food case
CHORD rn4 Com 2-3sion/M -3n'i2n case 13))
BOT CHORD 1 2='1441/668 m Te
12-13__ 3479/1568,
WEBS -2098/4019, 3-q _ n
2-12=0/244 11-12=-1176/2997 2126/651,
5-7__ 2 11=_814/376, 10.11__ 4-5='3479/1568
3555/1945 3 11-- 9/1897 5-6=-1442/667
p d 120/564,3-9=_733/735 4 96-148/57632/2142,85-9=-878/2996,975/331, -975/331
ASCE 7- 6-7__
right ex 98;9-p 5-g=-814/377,5_
mph h 8 2000/4018
2) Truss Posed;end 25ft;TCDL=q.2 13
vertical 8 0/243,2_
designed for cal left and psf BCDL=5.0
Ser left 47
End t epos 7 end loads in the plane a posed; umber DOL Category p;Ex
TCLL:AS of the truss only.OL 1.33 plate P B;enclosed;
4)unbalanced snow 8,P ds 5.0 Psf(flat roof snow); For studs ex grip DO _ 33. MWFRS interior
L-1.
3)5)Pro quote baa n co p B; .98 Htofor Exp. the
7)All plates ares been designed prevent water this deliface),see Mi
fined for Ponding. Tek"Standard Gable
8)This truss requires1 5x4 MT20 unless a 10'0 psf bottom
9)Gable plate inspectionotherwise indicated.chord live M, s
studs sload nonconcurre an
10)This truss is paced at 2.0.0 Per the Tooth rat with
11)This truss has pldesigneate
m accordance Count Method when any other live loads.
,,, ,, „;,,,.,,,,,,,/)
with the this truss
for 150 p pit been designed for a total drag 2003 International s Chosen for quality ass
pi
LOAD CASE(S)Standard load of 150 pit_ Connect u9 truss section drag1 and referenceduce inspeclion.
to resist2306.
loads along bottom Standdard ANSI/TPI 1.
0-0 to 32.9_
I � �� Y
Design vRNfNG ,.,f� '.
4.i\ W9
Verify des( .:. ,...
a
I is pplicabiliN ofrdes onrlyn n}h MiTek m tmb and REAPoraho ..w--.mo b
Pe a
for lateral sup par}fin des.ignt Connectors Th
NOTES -' -"
erector.Addi}ionol of individual web
is desi O�T$j t
fabricaGo Per ers and proper incor 9n is base orals�p D INCLUDED NITER i��� ?� t
Safe n,quality ent brad me ers oral of co °n Para REF
Safety Information Y control, n9 of} Y Additio mPone meters sh ERENCE PAGE
�ah�n av ble forage delive he overall s}rucfur emPorary bra Ponsibilii ow and g for MJ!7a 73 BEFORE � ptemb
aila nal} res n •.. e
from Truss Plate Insti}uterec�e�5gnd bracing co sPonsibilit�ogf itch,
insu e�}btlidin9 designer d od}ra building USE..," 26,2005
----� =D�nofrio nsu ad SSI e builtliY C0 s'tluring c general uss desig Pon bpllit eni
DriveMadison
/TPII qualif 9 designer For c}ion is the res Br°grafi show I 7777 Greenback LaneWI 53719. no-DSB-9-q guidance n 109
,.a
and Wal 8d regardingY of the I Citrus Heights �.,,`It
m I
Buildin4 Co CA 95610���
----�__— rnPonenf
MiTek® /
M
it ,i Job - ------ ---
Truss
509190 Truss Type_ ,_- —
Az
CAL HIP STUDIO VAULT
BMC West--Suerw Qty Ply Polygon-CanterbuW°ods ry --I i_F-x
ood,Sherwood,Or. 97140 1 -
- i bR1839393dI
Job Reference o anal
-1-6-0 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:02 2005 page 1
6-6-12
13-1-4 15-5-111 19-7-4
+17-3-5 18-7-0
26-2-4
2-47 5 1-9-1071-3-11
6-70
32-9-0 -30
5x8\\
221_,1,L46-6-12 1_1-6-0Scale=1:65.1
1-6-0 6-Ei12
C'68
5x8//
4 20 28
700 12 �s
r
3.4 i
3
3x4•
-' 9
3x10� �■� �„
rn
L
2 v
1 r1 14-- d
� .8)(184__t...
x8=
�'� �� 3x4 v 3x12 w
19 10 v
3x4 18 73 M
II _ 17 4x8 11rd
6-6-12 6x6 4x12= 1 14'2-0 >
6-6-12 131-4 17-60 2x4 I7-4
66g 67-+
Plate Offsets 4-6-12 262-4 3x4 II
X,Y: 0.17-0 32-9-0
10:0.5-8,0-1-8, 15:0-2-8,0-3-06-7-0
LOADING(psf)
1-0.4 6-6-12
TCLL 25.0 SPACING
(Roof Snow=25.0) Plates Increase 2-0-0 CSI
TCDL 7 0 Lumber Increase 1 15 TC 0.73 DEFL in lac
BCLL 0.0 Rep Incr 1 15 BC 0.71 71 Vert(LL) _ 51 13-14 >g g L/d PLATES
BCLL Vert TL 240 GRIP
10.0 Code IB Stress IncrTPI2 YES02 WB 0.95 Vert(TL) 0.51 13 14 >766 180 MT20
LUMBER (Matrix) H°rz(TL) 0.29 185/144
12 n/a n/a
TOP CHORDER2 X 4 DF No.2
BOT CHORD 2 X 4 DF No.2 BRACING Weight:185 lb
6-16 2 X 4 HF Stdxcept* TOP CHORD
WEBS 2 X 4 HF Structural wood sheathingdirectly
Std *Except* end verticals. applied or 2-5-0 oc
3-18 2 X 3 SPF Stud,8-15 2 X 3 SPF WEBSBOCHORD Purlins, except
9-14 2 X 3 SPF Stud,8 14 2 Rigid ceiling directly applied or 10-0-0 oc bracing.
10'12 2 X 6 DF Stud,9-13 2 X 3 SPF Stud,2-19 2 X 3 SPF Stud 1 Row at midpt
No.2,10-13 2 X 4 DF No.2-G X 6 DF No.2 4-17
REACTIONS (lb/size) 19=1609/0-5-8,12=1609/0-5-8
Max Horz 19=-155(load case 5)
Max
Max Uplli 19=1 4(load se 7),12=-64(load case 8)
( case 2),12=1902(load case 3)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/99 2-3=-2487/39,3-4=-1987/79,4-5=-140/0,CHORD 7-8=0 99/0,8-92487//50,4=-19 5=-140/0,4_
7-8=-1418-19=- 3718/0,10-11=0/99,2-19=-18/85,20-21=-2706/85,6-21=-2706/85,6-8=-2695/83,
WEBS 134/510,17-18=-56/2010,16-17- 2-19=-1824/96,10-12=-
3-18=-56/165,3-17=-488/63,4_ =0/41,15-16- 1947/86 8 2695/83,
9-13=- 17=-696/47, 0/93,6-15=-288/123,14-15=0/2661,13-14-
205/88,2-18=0/1508,10-13= 15-17=-16/1873,4-15=0/1850,8_
NOTES 0/2570 15__ 0/3184,12-13=0/546
-155/870,8-14=0/500,9-1q=_442/125
1)Wind:ASCE 7-98;90m
right:ASCE ;end, vertical left and CDDt exposed;
P ,B Lumber Opsf Category
2)TCLL:ASCE 7-98; P ed DOL=1,33 plate grip Exp B;enclosed;MWFRS interior zone
3)Unbalanced snow loads havesbefent roof snow);Exp B;Fully Exp.
9 P DOL=1.33. cantilever left and
or this design.
4)This truss has been designed for 2.0 timesconsiderflated f roof load of25.0
5)Provide adequate drainage to "F ,t=
6)This truss has been designedprevent water ponding. psf on overhangs non-concurrent with other live loads.
for a 10.0
7)This truss inspection psf bottom chord live load nonconcurrent with any other live loads.
8)A plate rating requiresplate of s / per the Tooth Count Method when this truss is chosen for
9)Bearingat joint(s)reduction 12 considers hasaabeen applied for the green lumber members. quality assurance inspection.
bearing surface. grain value using ANSI/TPI 1 angle to
9) This truss is designed in accordance with the
grain formula. Building designer should verify capacity of
LOAD CASE(S)
International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
ASE(S) Standards f
1� WARNING Mr� ��i1 _
Verify design parameters w€ k ,t- a
Design valid for use only s and READ NOTES ,, ,,„'` .n,',.;,,,,',.' September
Applicabili of Y vnth MiTek connectors.This design is basedTon'BAND INCLUDED k 26,2005
�' design ly with iters and proper This d o s show REFERENCE for a PAGE
is for lateral support of individual web �'upon Parameters shown, �D- N ~Y ';,,.%,',,,,,.'1'”
erector. Additional members incorporation P atian of component is res 7473 BEFORE USE.
ill
responsibility 'and is for .,individual building
fabrication, permanent lbracingbof be Y. Additional tempora Y of building { 17777 Greenback Lane
quality control,Stora overall structure is the responsibility
to insure stability g deli ser- 9 composes},
Safety Information available from Truss Plate g not truss designer.gracing shown Suite 109
.',,,,,,,,,I5� i
delivery,erection and bracing, of the building ti during construction is the Building
Cosibillit I Citrus Heights,CA,95610
583 D'Onofrio Drive Quality Criteria,D r
—__-- -Madison,WI 53719. SB-89 and BCSII Buildin
------..______--.-- 9 Component i
- - — -iTek. I
w
IIli - Job Truss --—--------
Truss Type QtyPly Polygon-Canterbury Woods-Tri-plex
509190 A3 STUDIO VAULT R18393931
3 1
BMC West--Sherwood,Sherwood,Or. 97140 -- — Job Reference(optional)
6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:04 2005 Page 1
1-6-0 6-6-12
1-6-016-4-8 19-7-4 26-2-4
1 6-6-12 6-6-8 I 3-3-4 3-2-12I 32-9-0 134-301
6-7-0 6-6-12 1-6-0
4x4Scale=1:75.5
7.00 12 6
4x5
3x60
5 7
3x4-.1-
3x4
�`
3x4 3x4
4
3 hillilibill'a
3x4
9
3x10G -
5
������444qqa 2 8 3 2 14 3x10 0 ,12
!1 - 3x52 y 10 e
1.:4 1 13 `y 111g
20 19 4x6 2 Id
18 17 16 3 nn W 14-2-0
if
3x4 II 4x4= 5x10= 1.5x4 II 1.5x4 II
3x4 11
6-6-12
I I 131-4 I 18.7-0 19-71262-a
6-6-12 I 32-9-0 I
668 5-5-12 1-0-4 6-7-0
Plate Offsets(X,Y): [15:0-2-4,0-2-12] 6-6-12
LOADING(psf)
TCLL 25.0 SPACING 2-0-0 CSI DEFL
(Roof Snow--25.0) Plates Increase 1.15 TC 0.68in (loc) I/deft LJd PLATES GRIP
Lumber Increase 1.15 Vert(LL) -0.20 16 >999240 MT20 185/144
TCDL 7.0 RepBC 0.68 Vert(TL) -0.55 16 >705705 180
BCLL 0,0 Stress Incr YES WB 0.81 Horz(TL) 0.31 12 n/a n/a
BCDL 10.0
LUMBER Code IBC2003lTPI2002 (Matrix)
Weight:185 lb
TOP CHORD 2 X 4 DF No.2 BRACING
BOT CHORD 2 X 4 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-9-1 oc purlins, except
7-14 2 X 3 SPF Stud end verticals.
WEBS 7 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
3-18 2 X 4 HF Std,5-18 2 X 4 HF Std,2-20 2 X 6 DF No.2 WEBS 1 Bow at midst 5-18
JOINTS 1 Brace at Jt(s):15
10-12 2 X 6 DF No.2,10-13 2 X 4 DF No.2-G,6-17 2 X 4 DF No.2-G
15-182X4 DF No.2-G,16-21 2 X 4 HF Std
REACTIONS (lb/size) 20=1486/0-5-8,12=1489/0-5-8
Max Horz20=-194(load case 5)
Max Uplift20=-41(load case 7),12=-39(load case 8)
Max Grav20=1749(load case 2),12=1752(load case 3)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/99,2-3=-2237/1,3-4=-1691/3,4-5=-1535/28,5-6=-2152/0,6-7=-2208/0„7-8=-2510/0,8-9=-2657/0,9-10=-3343/0,
10-11=0/99,2-20=-1669/72,10-12=-1791/60
BOT CHORD 19-20=-149/519,18-19=-4/1796,17-18=0/10,16-17=0/0,7-14=0/379,14-15=0/2225,13-14=0/2852,12-13=-5/512
WEBS 3-19=-33/170,3-18=-576/72,5-18=-1207/0,7-15=-791/91,9-14=-606/110,9-13=-166/86,2-19=0/1285,10-13=0/2283,
15-17=0/152,6-15=0/2001,5-15=0/880,15-18=0/2012
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33, ”'
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
w,,' , 1 -,tr`
3)Unbalanced snow loads have been considered for this design. :
4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I
6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7)A plate rating reduction of 20%has been applied for the green lumber members.
8)Bearing at joint(s)12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity o
bearing surface.
9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. , ,,
�C ,
LOAD CASE(S) Standard
September
. E. *, m. 2 005
WARNING Verify design para :-•n .,,,. ,,
� meters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MII 7473 BEFORE USE. 7777 Greenback Lane
''
Design valid for use onlywith MiTek connectors This design is based only upon parameters shown,and is for an individual building component. I��
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Suite 1099
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Citrus Hei its.CA,95610-
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/IPll Quality Criteria,DSB-89 and BCSII Building Component
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
- MiTek
r
—�----
f Truss Type
QtyaJ:::::;:0t:::a0o
TriPlex
BMC West SheoodSheDoriOr97140 5 6.100sl
6-612 13-1-4 Sep 17 2004 MiTek Industries,Inc.
1648 19-7-4
26-2 4
Fri Se Page
6-6-8 P 23 11:53:05 2005 1
3-3-4 3-2-12
4x4 II 67-0
32-9-0
3-0
6612
7.00 12 1-6-0
5
4x5 Scale=1.74.4
4
02
6
3x6
3x4 �,
3x4
2
3 3x4
7 3x4••�
3x12 i 4ii 8
•� 3,------1\,,,o,
13x10� 1„--
3
19 4 I9g"
de
3x4 II7812 \� 70
m
4x4ammw
= 17 16 5 4x5- I
5x10= 1.5x4 3 00 1_ 14-2-0
1.5x4 II
6612 1
6-612 13-1-4 3x4 I I
Plate Offsets X y: 18-7-0
14:0-2-4,0-2-12 6-6-8
9-7--
26-2-4 7 262-4
LOADING(psf)
5-5-12 1-0-4 67 D 32-9 0
TCLL 25.0 SPACING
(Roof Snow 25.0) Plates Increase 2-0-0
6612
TCDL 115 CSI
BCLL 7.0 Lumber Increase TC 0.88 DEFL
Rep 1.15 Vert(LL) 0 In (IOC) I/deft Uri
BCDL 10.0 0.0
Code IB ss IncrfPl YES 6C
0.68 VertTL 20
LUMBER WB 0.81
Vert(TL) 0.55 15 '999 240 PLATES GRIP
(Matrix) HOrz(TL) 0.31 15 '705 180 185/144
TOP CHORD 2 X 4 DF No.2 n/a n/a
DOT CHORD 2 X 4 DF No.2 *Exempt.
BRACING Weight 182 lb
WEBS 6-13 2 X 3 SPF Stud
2 X 3 SPF Stud TOP CHORD Structural
41 72 X 6 HF No Std,
49-7.2 X 4 DF Std,1 19 2 X 6 DF No.2 WEBS Reigid Id�rtl�wood
directly
�l Bathing directly applied or 2-9-1purlins Pt
9-X DF 17 2 X 4 HFCHORD oc
9 ceilingexcept
2-
2 X 4 DF No.2-G No.2-G,5-16 2 X 4 DF No.2-G JOINTS ;Row at midpt Y applied or 10-0-0 oc bracing.
15 20 2 X 4 HF Std Brace at Jt s: 4-17
O 14
REACTIONS (lb/size) 19=1372/0-5-8,11=1492/0-5-8
Max Horz19=-207(load case 5)
MaxaUplift11=-39(load case 8)Grav19=1577(load case 2),11=1753(load case 3)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD
1-2=-2269/8,2-3=-1704/6, _
3-4=-1543/31,
DOT CHORD 1-19=-1499/28,9-11=-1791/60 1543/31,4-5=-2160/0,5-6=-
WEBS 18-19=-153/685,
17-18=-10/1825,16-17=0/10, 2217/0,6-7=-2518/0,7-8=-2659/0,8-9=-3345/0,
14/173,2-17=_598/77 15-16=0/0, -12
14-16=0/152,5- .4-J7=_1207/0,g_ 6-13=0/379 9-10=0/99,
14=0/2009,4-14= 10/2022/91,8-13=- 13-14=0/2232,12-13=
NOTES 0/880,14-17=0/2022 606/110,8-12=-166/86,1_ 0/2854,11-12=-4/512
1)wnd:ASCE 7- 18=0/1146,9-12=0/2284,
98;90mPh;h=25ft'
right exposed;end vertical �TCDL=4.2psf;BCDL=
2)TCLL:ASCE 7-98; left and right 5,Opsf;Cat
Pf=25.0 ght exposed;Lumber D 3 oryPlat II,Exp B'enclosed;33
3) snow loadspsf(flat roof snow);Exp OL=1.33 plate MWFRS interior
4)UnbalancedThib anc has been have been B;Fully Exp. grip DOL=1,33 zone;cantilever left and
designed for 2.0 timesfiaed troof load or this o design.
5)This truss has been
6)This truss re designed fora 10 ti psf bottom chord life Dari
quires plate 25.0 psf on overhan
gs 7)A per the Tooth Count noncontruss is non-concurrent with other live loads. '1(.,) ,,`,,
8)Aplaterating reduction of 20 inspection has been a Method when this truss is chosen n for
Bearing „, ,,<,;:t-
at Joints applied for the Y other live loads.
bearing O 11 considers parallel to grain value using
lumber
g surtace. members. quality assurance inspection.
9)This truss is designedg ANSI/TPI 1 angleP lion.
in accordance g to grain formula. Building designer should verify capacity o
2306.1 and referenced standard ANSI/TPI 1.
r t_ Yr
.."\\,,,,,
Verify ,...;,.;. .`, l.Ai P�1,,'�
Design valid(ora '�desr9n parameters and READ�,LLY..,- � 3
Applicability use only with Mitek connectors.This design NOTES ON T Y ” rx
is for lateral WARNING design paramenters and 9n Is b HIS AND :,—, - September
erector.Additional
of individual Web Proper incorporationased only upon parameters
MITER REFERENCE PAGE ` 26,2005
oWMINI.1476111-711
dfor usl members sign isof ed o Parameters shown, MR 747 *�
fabrication permanent tern a ers only,Additional otemporary component is responsibility
and is for an individual building si BEFORE OSE
is for
feral support
t control,f indivi from l w b mef the overall addition is the responsibilitybracing
in Y of buiiy during
- hrset.Bradt 7777 Greenback
delivery,erection9 to insure ing di not truss d ponent Suite 109 Lane
--�—bble m Truss Plate Institute, d bracing,consult of the building g construction is the es g shown a.. >�.
583 dO--- Drive, ANSI/TPI1 g designer.For general
Citrus Heights ��
----------- Quality Ponsibillify of the ghts,CA,95610*�
Madison,WI 53719.Criteria,DSB-89 and BCSI l Building regarding
--.___— Component 11,1111111
-- Mi7em
J
7 - Job Truss — Truss Type --- — --Qty Ply Ply Polygon-Canterbury Woods-Tri-plex ---
509190 A6 CAL HIP STUDIO VAULT R18393933
- 1 1
BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional)
6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:07 2005 Page 1
19-7-4
I 6-6-12 1
1 13-1-4 1 155-11 i 17-3-5 118-7-01 26-2-4 32-9-0
343-0
6-6-12 6-6-8 2-4-7 1-9-10 1-3-11 1-0-4 6-7-0I Scale:3/16"=1'
5x8\\ 4 6 2x4 II 6-6-12 1-6-0
5x8//
3 /19 X 20 7
7.00 12 .4 y,'
3x4
2 3x4
13
lin
8 h
3x12 i
14 13
1 3x12Q
4 8x10= v -.
IN..
3x4 9 `�'
d 12 10id
18 4x8 ,
3x84 11 17 16 11�g,7 3.0u�11420 �.1
5x5= 4x12= 4 l 4 1
6-6-12 1 13-1-4 17-8-0 8-7- 3x4 II
6-6-12 I Q 1 26-2-4 I 32-9-0'8 4-6-12 0-11-0 6-7-0 6-6-12
1-0-4
Plate Offsets(X,Y): [9:0-5-8,0-1-8],[14:0-4-8,0-2-12]
LOADING(psf)
TCLL 25.0 SPACING 2-0-0 CSI DEFT in (loc) 1/defl L/d PLATES GRIP
(Roof Snow=25.0) Plates Increase 1.15 TC 0.73 Vert(LL) -0.21 12-13 >999 240
TCDL 7,0 Lumber Increase 1.15 BC 0.71 Vert(TL) -0.51 12-13 >765 180 MT20 185/144
BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.29 11 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix)
Weight:183 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 X TOP CHORD Structural wood sheathing directly applied or 2-4-15 oc purlins, except
BOT CHORD 2 X 4 DF No.2 'Except*
5-15 2 X 4 HF Std end verticals.
WEBS 2 X 4 HF Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
2-17 2 X 3 SPF Stud,7-14 2 X 3 SPF Stud,7-13 2 X 3 SPF Stud WEBS 1 Row at midpt 3-16
8-13 2 X 3 SPF Stud,8-12 2 X 3 SPF Stud,1-18 2 X 6 DF No.2
9-11 2 X 6 DF No.2,9-12 2 X 4 DF No.2-G
REACTIONS (lb/size) 18=1496/0-5-8,11=1612/0-5-8
Max Horz18=-169(load case 5)
Max Upliftl8=-19(load case 7),11=-64(load case 8)
Max Grav18=1729(load case 2),11=1903(load case 3)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-2518/45,2-3=-1999/78,3-4=-140/0,3-19=-2713/88,19-20=-2713/88,5-20=-2713/88,5-7=-2700/86,6-7=-140/0,
7-8=-3173/53,8-9=-3720/0,9-10=0/99,1-18=-1653/51,9-11=-1947/86
BOT CHORD 17-18=-138/682,16-17=-63/2038,15-16=0/41,14-15=0/93,5-14=-288/123,13-14=0/2663,12-13=0/3186,11-12=0/546
WEBS 2-17=-37/167,2-16=-509/67,3-16=-694/47,14-16=-16/1885,3-14=0/1850,7-14=-156/876,7-13=0/500,8-13=-441/127,
8-12=-205/88,1-17=0/1364,9-12=0/2571
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and ` `';
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. m
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. `-
5)Provide adequate drainage to prevent water ponding.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
8)A plate rating reduction of 20%has been applied for the green lumber members.
9)Bearing at joint(s)11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of 1,,,, w :w^I w,`
bearing surface.
),
10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ~`
LOAD CASE(S) Standard r 9
September 26,2005
" „ ;aF "�' 3 I O eve'-i 4+b;.;" k. .,`�,ac lace ,%.c.,,..,,,•.... .. ,..ft
ELS WARNING Verify design parametersand READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIf-7473 BEFORE USE,
Designvalid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 7777 Greenback lane
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Suite 109
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respons,t,i ty of the Citrus Heights,CA,95610
1111
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/TPII Quality Criteria,DSB-89 and BCSII Building Component
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive Madison.WI 53719, A'Twkm
•
'I
I. -Job---- --- --- Truss Truss Type --- - -- __
Qty Ply Polygon-Canterbury Woods-Tri-plex _ -_--
509190 61
CAL HIP 1 1 818393934
BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional)
6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:09 2005 Page 1
I 3-9-12 I 7-6-1 7-11-11 13-512
3-9-12 3-8-4 0-5110 5-6-1 18-11-13 1-5/7 23-1-12 26-11-8 28-58
5-6-1 0-510 3-6-4
3-9-12 1-6-0
5x8
Scale-1/4"=1'
3x8= 5x8 J
44
7.00F-12-
31.5x4
12 S 6
4111. o 1
1.5x4
3 1.5x4 i
n yr 7
2 v ��
!� 8
Er
1 u'
r� `` 9
...346.1 9 W' O _�
10 d
6X10= 14 15 �� d
13 ��
4x12 i 3x8= 12 16 11 6x10=
2x4 I I 5x6= 3x8=
4x12)
7-6-1 13-5-12 1987
7-6-1 I I 26-11-8
5-11-11 5-11-11
Plate Offsets(X,Y): (9:0-0-0,0-3-15] 7-6-1
LOADING(psf)
TCLL 25.0 SPACING 2-0-0 CSI DEFL
Plates Increase 1.15 in (loc) I/deft Lid PLATES GRIP
(Roof Snow 25.0) TC 0.97 Vert(LL) -0.17 13 >999 240 MT20 185/144
TCDL 7.0 LuberIncrease 1.15 BC 1.00 Vert(TL) -0.33 13-14 >992 180
BCLL 0.0 Rep Stress lncr NO WB 0.47 Horz(TL) 0,11 9 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix)
LUMBER
Weight 154 lb
TOP CHORD 2 X 4 DF 1800F 1,6E *Except* BRACING
TOP CHORD Structural wood sheathing directly applied or 1-6-15 oc purlins.
4-6 2 X 6 DF No.2,6-10 2 X 4 DF 2400E 1.7E
BOT CHORD Rigid ceiling directly applied or 9-9-13 oc bracing.
BOT CHORD 2 X 6 DF No.2 *Except*
9-12 2 X 6 DF 2400F 1.7E WEBS 1 Row at midpt 5-14,5-11
WEBS 2 X 3 SPF Stud *Except*
5-142 X4 HF Std,5-112X4 HF Std
SLIDER Left 2 X 6 DF No.2 2-2-4,Right 2 X 6 DF No.2 2-2-4
REACTIONS (lb/size) 1=2578/0-5-8,9=2680/0-5-8
Max Horz1=-93(load case 5)
Max Upliftl=-249(load case 6),9=-264(load case 8)
Max Grav1=2940(load case 2),9=3091(load case 3)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-4544/513,2-3=-4439/517,3-4=-4460/559,4-5=-3895/517,5-6=-3880/516,6-7=-4440/558,7-8=-4408/516,
8-9=-4517/512,9-10=0/44
BOT CHORD 1-14=-463/3656,14-15=-624/4697,13-15=-624/4697,12-13=-624/4697,12-16=-624/4697,11-16=-624/4697,
9-11=-374/3621
WEBS 3-14=-145/563,4-14=0/784,5-14=-1328/234,5-13=0/372,5-11=-1332/234,6-11=0/784,7-11=-148/570
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. rtt
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. t
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
5)Provide adequate drainage to prevent water ponding. ) )
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
8)This truss is designed in accordance with the 2003 International Building Code section 2306,1 and referenced standard ANSI/TPI 1.
9)Girder carries hip end with 8-0-0 end setback.
,,,,, ; ; ,,,,,,,,7
10)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)555Ib down and 221lb u at ,( '
19-2-8,and 555Ib down and 221Ib up at 7-9-0 on top chord. The design/selection of such special connection device(s)is the p
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). w
Continued on page 2 , u�,,,
1 Yr Pit; O C!,, 'E (rt, ' E
K.,.: ... :,
September 2 005
r/i=, WARNING Verify design parameter and READ NOTES ON THIS AND INCLUDED MITER"REFERENCE PAGE MBI 7473 BEFORE USE. 7777 Greenback Lane 6
Design valid for use only with MCek connectors.This design is based only upon parameters shown,and is for an individual building component. "um
Applicability of design paramenfers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Suite 109g 15,CA,95610
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Citrus Heights,
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TPI}Qualify Criteria,DSB-89 and BCSII Building Component
hilSafety Information available from Truss Plate Institute,583 D'Onofrio Drive Madison,WI 53719.
iTek 1
L509190 Truss Type
BMC West--Sherwood, CAL HIP
Qty Ply Polygon-Canterbury
•
Sherwood pr. 97140 Woods-
_ 1Tri-plex -----
LOAD CASE(S) Standard Job Reference .. R1839393
1)Snout.Lune 6.100 s Sep 17 2004 honal
Lumber Increase=1,15 MiTek Industries,Inc.
Uniform Loads(pit)
Plate Increase= Fri Sep P 23 11:53:09 2005 Page 2
Vert:1-4=-64,4-6=-153,6-10=-64,1-9=_
Concentrated Loads(lb)
Vert:4=- 48(F=_28)
555 6=-555
t> Verify �' i;.: ,:
I Desgn alitl for use onl design P°mmete s and � '` :+L ;",. ".""`.:
Applicability.\ WARNING design y with Mitek connectors.ThisREAD ON THIS AND INCLUDEDisdesign lylTEl{
I erector. Additional use
o only
Mi web proper ors incorporation ed only upon parameters shown,REFERENCE PAGE M- _
fabrication,dot del permanent members n . o of component is res own,and is for H 7473 ne B a USE.
o
fe quality constorage,
of the overall Addotureas the to insure on individual "�
ty Ir. Addi}ion individual w delivery, temporary bracingn designer ai building component. 7777 Greenback
available from and O res9ner-not truss designer. Lanei,,,,,,,,,,,,,,,,,,,,,,=-,;.-,,,-
,,,-.^..\
A��
N.erectionconsult ilii fy during
Sudo 109
"`_""
Truss Plate Institute bracing y I/the building construction is theinner.Bracing shown ���
----------- 583 D' ANSI/MI designer.For res Citrus Height
--___ Onofrio Drive Quality Criteria, general guidance regardingonsibillify of the s CA 95610
---- Madison.WI 53719 a,DSB-89 and BCSII Building
---------- 9 Component f
M�7ek®
-r
: IJob Truss
Truss Type -----
509190 B2 Qty Ply Polygon-Canterbury Woods-Tri-plex ------_-- ---
CAL HIP
BMC West--Sherwood,Sherwood,Or. 97140 1 1 R1839393
Job Reference o.tional
6.100 5 Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:10 2005 Page 1
I— 3312 7-6-1
9-11-11 135-12
39-12 38-4 16-11-13 1357
2-5-10 36-1 36-1 231-12 26-11-8 ___
2-510 38-4 - �
3312 1-6-0
7
1'
X Scale:1/4"=
5x5 c-,--
4
7.W 12 - 3x8= 5x5
3 17 5
41►, 18 6
3x4 i
•
2
03x4��
IA 8
3x4 i :
n
407*
N
aaaaiiii u)
,i '✓� 3x4
9
16 �� 144111111411111.6d. ,O�d
3x6= 15 14 �� d
358= 13 12
1.5x4 I 11
354= 3x8=
3x6=
7-6-1
13512
7-6-1 1357
511-11 26-11-8
LOADING(psf) 511.11
TCLL 25.0 SPACING 2.0.0 7-61
Plates Increase 1 15 CSI DEFL in (loc) I/deft Lid
(Roof Snow=25.0) TC 0.70 Vert(LL) -0.10 12-14 >999 240 PLATES GRIP
TCDL 7.0 Lumber Increase 1.15 BC 0.65MT20
BCLL 0.0 Rep Stress Incr YES Vert(TL) 0.18 12-14 >999 180 185/144
BCDL 10.0 Code IBC2003/TPI2002 WB 0.93 Horz(TL) 0.08 11 n/a n/a
(Matrix)
LUMBER Weight:140 lb
TOP CHORD 2 X 4 DF No.2 *Except* X BRACING
3-6 2 X 6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-1 oc purlins, except
TOP CHORD 2 X 4 DF No.2
WEBS 2 X 3 SPF Stud *Except* BOT CHORD end verticals.
5-15 2 X 4 HF Std,5-12 2 X 4 HF Std,1-16 2 X 6 DF No.2 Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5-15,5.12 8.11
9-11 2 X 6 DF No.2
REACTIONS (lb/size) 16=1261/0-5-8,11=1379/0-5-8
Max Horz16=-106(load case 5)
Max Uplift16=-19(load case 6),11=-61(load case 8)
Max Grav16=1571(load case 2),11=1746(load case 3)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-735/8,2-3=-2094/67,3-4=_148/0,3-17=-1800/115,5-17=-1800/115,5-18=-1780/110,6-18=-1780/110,6-7=-148/0,
BOT CHORD 15-16=096/16738,14 15=-8- 079 2024,9-10= /13-14=7 9/2024612-13=-79/2024,11-12=-2/1691
WEBS 2-15=-51/233,3-15=0/544,5-15=-879/102,5-14=0/224,5-12=-889/102,6-12=0/546,8-12=-52/239,2-16=-1529/67,
8-11=-1669/74
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
5)Provide adequate drainage to prevent water ponding. 4
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
WARNING Ver. design ' r,„ ,> 2 005
JY 9 parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MII-
September 6 2
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component.
Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 7777 Greenback Lane -is for lateral supportSude 109 r_�m
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 I Citrus Heights.CA,95610 ..
Safetyrtion,Information control,
nlabia from Truss
Plate Institute 583 and bracing,'Onofrio consult
ANSI/1711
WI 53719.
/ Quality Criteria,DSB-89 and BCSII Building Component
MiTekm
r.
r
4 -d0b — Truss
� Truss Type --- Qty Ply Polygon-Canterbury Woods-Tri-plex
509190 B3 CAL HIP ----- ------ I
11 1 R1839393
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 II
6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:11 2005 Page 1
1 3-9-12 i 7-6-1 i 11-11-11 13-512 14-11-13
3-9-12 3-8-4 I i I 19-5-7 i 23-1-12 26-11-8
128
4510 1-6-1 1-6-1I
4-5-10 3-8-4 3-9-12 1-6-06-0
1.5x4 II
91.554 11
6
Scale=1:56.0
4 10
'
7.00 12 555
2 •• 11 358= 2 • 11 555 O
3 21 7 22 1 11
3x4 i 1r
11
2 3x4
12
3x4 11
1 N
3x4 I I �
>v
13
i L mem11. N14
20 19 Id
356— 3x8= 19 17 16 15
1.5x4 11 354= 3x8=
3x6=
7-6-1 i 13-5-12 19-57
7-6-1 I i 27-6-1 1
5-11-11 5-11-11
LOADING(psf) 761
TCLL 25.0 SPACING 2-0-0 CSI DEFL
(Roof Snow=25.0) Plates Increase 1.15 TC 0.50 in (lot) I/deft Ud PLATES GRIP
TCDL 7.0 Lumber Increase 1.15 BC 0.58 Vert(LL) -0.08 16-18 >999 240 MT20 185/144
BCLL 0.0 Rep Stress Incr YES Vert(TL) 0.16 16-18 >999 180
Code IBC2003/TPI2002 0'89 Horz(TL) 0.06 15 n/a n/a
BCDL 10.0 (Matrix)
LUMBER Weight:150 lb
TOP CHORD 2 X 4 DF No.2 "Except' BRACING
TOP CHORD
3-11 2 X 6 DF No.2 Snruvtutal wood sheathing directly applied or 43-7 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 3 SPF Stud *Except*
7-19 2 X 4 HF Std,7-16 2 X 4 HF Std,1-20 2 X 6 DF No.2
13-152X6 DFNo.2
REACTIONS (lb/size) 20=1146/0.5-8,15=1264/0.5-8
Max Horz20=-152(load case 5)
Max Uplift20=-4(load case 7),15=-50(load case 8)
Max Grav20=1372(load case 2),15=1547(load case 3)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-664/2,2-3=-1765/26,3-4=-117/60,4-6=-33/0,3-5=-1486/104,5-21=-1486/104,7-21=-1486/104,7-22=-1466/99,
8-22=-1466/99,8-11=-1466/99,9-10=-33/0,10.11=-117/60,11-12=-1740/20,12-13=-487/0,13-14=0/99,1-20=-495/21,
13-15=-581/48
BOT CHORD 19-20=-51/1493,18-19=0/1657,17-18=0/1657,16-17=0/1657,15-16=0/1445
WEBS 2-19=-18/164,3-19=0/500,7-19=-743/102,7-18=0/223,7-16=-753/102,11-16=0/502,12-16=-20/170,2-20=-1286/33,
12-15=-1426/63,4-5=-205/56,8-10=-205/56
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1,33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
,_r ,,
3)Unbalanced snow loads have been considered for this design. `;
4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
5)Provide adequate drainage to prevent water
6)This truss has been designed for a 10.0 psf bottom cchord live load nonconcurrent with any other live loads.
7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection,
8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
9)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
(.
:::./.[;:P=.,,1Il 1 ii(1,;, E .
September 2 005
A WARNING Verify 9 parameters
rify der n and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane _
Design valid for use only with MiTek 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 Suite 1099hts,CA,95610- _ ��
iiTirio
ierector s for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Citrus Heights,
fabricafion�glual fylcontrol,,storage,delivnent bracing of the overall structure is the ery,erection and bracing,consult responsibilityANSi/TPI1 Qualify Cing riteria.D58 89 andesigner.For rBCS11 Building ng Component
Safety Information available from Truss Plate Institute,583 D'Onotrio Drive Madison,WI 53719.
— MiTekm
c
J '-Job Truss Truss Type --- --
Qty Ply Polygon-Canterbury Woods-Tri-plex -
509190 84 COMMON
4 1 R18393937
BMC West-Sherwood,Sherwood,Or. 97140 ---- Job Reference(optional)
6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:13 2005 Page 1
66-6 I 13-5-12 20.5-2
666 I I 2611-8
6-11-6 611-6
4x5 II 6-6-6
Scale=1:60.5
3
124x4
7.00 12
4x4 i
2 O
f 4
3x4� "/ •;
1 35x40
/
.., \
,D 9 R d
3x6= 6
3x4= 6
3x4=3x4=
3x6=
8-10-2
8-10-2 I 18-1-6 I 2611-8
9-3-3
LOADING(psf) 8-10-2
TCLL 25.0 SPACING 2-0-0 CSI DEFL
(Roof Snow-25.0) Plates Increase 1.15 TC 0.63 in (lI/deft Ud PLATES GRIP
TCDL 7.0 Lumber Increase 1.15 Verf(LL) 7-9-0.11 7-9 >999 240 MT20 185/144
RepBC 0.53 Vert(TL) -0.31 7-9 >999 180
BCLL 0.0 Stress Incr YES WB 0.39 Horz(TL) 0.05 6 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix)
LUMBER Weight:128 lb
TOP CHORD 2 X 4 DF No.2 BRACING
BOT CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, except
WEBS 2 X 4 HF Std 'Except* end verticals.
2-9 2 X 3 SPF Stud,4-7 2 X 3 SPF Stud,1-10 2 X 6 DF No.2 BOT CHORD 1Rigid tling directly applied or 10-0-0 oc bracing.
5-6 2 X 6 DF No.2 WEBS 1 Row at midpt 2-10,4-6
REACTIONS (lb/size) 10=1113/0-5-8,6=1113/0-5-8
Max Horz10=-162(load case 5)
Max Uplift10=-4(load case 7),6=-4(load case 8)
Max Grav10=1279(load case 2),6=1279(load case 3)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-866/52,2-3=-1515/66,3-4=-1515/66,4-5=-866/52,1-100-651/57,5-6=-651/57
BOT CHORD 9-10=-32/1400,8-9=0/899,7-8=0/899,6-7=0/1400
WEBS 2-9=-512/125,3-9=-21/713,3-7=-21/713,4-7=-512/125,2-10=-946/3,4-6=-946/3
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
,fi
LOAD CASE(S) Standard
•'' i
"I/7
y1..
September 2 005
WARNING Verify design ..... ,;:- .3 U .# 4.:k ,.R.,, :_a4 ep(
parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB-74 _ .:.---g, 6
Design valid for use only with MiTek connectors.This design is based only upon parameters shows-,and is for an individual building component. i v
7473 BEFORE USE. 7777 Greenback Lane
III
Applicability of design parvidual rs and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Suite 109ghts,CA,95610 .....--
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Citrus Heights,
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/TPI1 Quality Criteria,DSB-89 and BCSII Building Component ���
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
ill
^f Job Truss —
Truss Type -- y
509190 B5 HIP CAL -- .-_— �QtPly Polygon-Canterbury Woods-Tri-plex --R18393938�-
I 1 J
BMC West--Sherwood,Sherwood,Or. 97140 1
— — Job Reference o.tional
6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:15 2005 Page 1
5-5-12 11-7-4 11-11 11 14-11-13 1 •4
5-5-1221-512 26-11-8
6-1-8 0-4-7 3-0-2 0-4-7
6-1-8
5-5-12
5x8=
4x8=
Scale=1:53.3
3
4
%g--7
7.00 12
6x10 i
�,• 6x10
\''''I ,
z� , m
3x5------
1
-41 1 .411 I: `4 3x5��
i\._.. A
E7 11 0
13 12 11 Y1 jd
5x6= 10 9 8
3x4= 3x8= 7
5-5-123x4= 5x6=
11-7-4 15-4-4
5-5-1221-5-12 26-11-8
6-1-8 3-9-0
Plate Offsets X,Y: 3:0-4-0,0-1-2, 4:0-4-0,0-1-2, :0-3-0,0-3-4, 13:0-3-0,0-3-4, 17:0-1-11,0-0-8, 20:0-1-11,0-0-8, 27:0-0-11,0-2-8, 30:0 12
-0-11,0-2-8
LOADING(psf)
TCLL 25.0 SPACING 2-0-0 CSI
(Roof Snow=25.0) Plates Increase 1.15 DEFL in (lac) I/deft Ud PLATES
Increase 1.15 TC 0.69 Vert(LL) -0.10 11-12 >999 240 GRIP
TCDL 70) LumberBC 1.00 Vert(TL) -0.1911-12 >999 180 MT20 185/144
BCLL 0.0 Rep Stress Incr YES WB 0.79
BCDL 10.0 Code IBC2003/TPI2002 Horz(TL) 0.06 7 n/a n/a
(Matrix)
LUMBER Weight:177 lb
TOP CHORD 2 X 4 DF No.2 BRACING
TOP CHORD
BOT CHORD 2 X 4 DF No.2 Snruvtutal wood sheathing directly applied or 3-1-7 oc purlins, except
WEBS 2 X 4 HF Std 'Except' end verticals.
2-11 2 X 3 SPF Stud,5-10 2 X 3 SPF Stud,1-13 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing.
6-7 2 X 6 DF No.2 WEBS 1 Row at midpt 2-11,5-10,2-13,5-7
OTHERS 2 X 4 HF Std
REACTIONS (lb/size) 13=1113/0-5-8,7=1113/0-5-8
Max Horz13=-141(load case 16)
Max Uplift13=-1347(load case 19),7=-1347(load case 22)
Max Grav13=2694(load case 12),7=2694(load case 13)
FORCES (Pb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-1155/624,2-3=-2860/1441,3-4=-1464/402,4-5=-2861/1440,5-6=-1156/623,1-13=-792/303,6-7=-793/303
BOT CHORD 12-13=-1890/3387,11-12=-1023/2420,10-11=-358/1477,9-10=-254/2104,8-9=-954/2419,7-8=-1820/3387
WEBS 2-12=0/227,2-11=-796/383,3-11=-132/497,3-10=-579/583,4-10=-96/497,5-10=-795/384,5-8=0/226,2-13=-3089/1784,
5-7=-3088/1782
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal the face),see MiTek"Standard Gable
End Detail" r tw;
to
3)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
4)Unbalanced snow loads have been considered for this design. I
5)Provide adequate drainage to prevent water `'', r ,
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, ✓
7)All plates are 1.5x4 MT20 unless otherwise indicated.
r_'r L r
8)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
9)Gable studs spaced at 2-0-0 oc.
10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSITTPI 1. ", ,;(
11)This truss has been designed for a total drag load of 165 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to C✓
26-11-8 for 165.0 plf.
v
r �.
LOAD CASE(S)Standard
I /V FIR ), DArE 1 1 I
l
September 2 005
6,2
,/, WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD 7473 BEFORE USE. 7777 Greenback Lane _
Design valid for use only with MiTek 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
Heights CA,95610MUI���
is for lateral supportSuite Greenback
11,1
l temporary bracing to insure
11.1
erector.Additional permanent bracing oweb f theyoverall strus only. cture
re is the responsibility of the building bdesigner.For gility during enerall guidtance regarding of the Citrus
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI TP11 �.�
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719,
/ Qualify Criteria,DSB-89 and BCSII Building Component
MiTek®
"Job ----- Truss Truss Type _ _---- - - _
Qty Ply Polygon-Canterbury Woods-Tri-plex
509190 BLK1 FLAT R1839394
69 1
BMC West—Sherwood,Sherwood,Or. 97140 - Job Reference(optional)
6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:17 2005 Page 1
1 3x4= 2 1.5x4
1-10-6
1-10-6
Scale=1:9.5
•
4 11.1'
11.5x4 II 1-10-6
3x4
LOADING(psf) 1-10-6
TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
(Roof Snow=25.0) Plates Increase 1.15 TC 0.05 Vert(LL) -0.00 4 >999 240
TCDL 7.0 ILumber Increase 1.15 BC 0.03 Vert(TL) -0.00 4 >999 180 MT20 197/144
BCLL 0.0 Rep Stressncr YES
Code 3/TPI20 S WB 0.01 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 (Matrix) Weight-8 lb
LUMBER
TOP CHORD 2 X 4 DF No.2 BRACING
BOT CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except
WEBS 2 X 3 SPF Stud end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 4=70/0-5-8,3=70/0-5-8
Max Horz4=-29(load case 3)
Max Uplift4=-14(load case 3),3=-14(load case 4)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-4=-53/22,1-2=-6/10,2-3=-53/11
BOT CHORD 3-4=-21/23
WEBS 1-3=-18/18
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)Provide adequate drainage to prevent water ponding,
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
1 ,;‘„::-.
,l.,
September 2 005
— yy y
WARNING Verify " . ,.,4 ...�r� G,.�` .�. .9 ; ."; "xi V 2
b, r{/y desrgn parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE Mff-7473 BEFORE USE. r. b
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 7777 Greenback Lane
Applicability of design paramenters and prop, Suite 109
is for lateral supportP ers incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 1...
erector. Additonal permanent bracing of hheroverall structurnal temporary e is the responsibility of the building to insure bdesigner ity during
For general al gu the
regarding of the
fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/7911 Quality Criteria,DSB-89 and BC511 Building Component ���
Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719 MiTe kr
,� 'Job
Tr
uss
1509190 Truss Type-------__.__ _
Cl
COMMON I-a Ply Polygon_ rbta en en u ry Woods nT
l
R183939
BMC West--Sherwood,Sherwood,Or. 97140 6 Pex —----___
1
Job Reference 41�
6.t00sSe °ibonal J
-1-6-0 P 17 2004 MiTek Industries,Inc. Fri Sep 23 11.53'18 2005 page 1
56-5
11-5-10
1-510
56-5 1 -,.
5-11-5 17-4-15
0-6-6
4x4= 5-4-15
3x6 II
Scale-
1:48.6
4++5
ii
7.00 12
3x4
3
eliKAI
ni
3x4 11
2
1 kri... \
g w
3x6=7=
7 ��
3x4= 6
LOADING 7�'t 3x4 11
TCLL (Psi 7-61 12-0-0
25.0 SPACING 4 s1s 15-53
(Roof Snow=25.0) Plates Increase 2-0-0 CSI
3-5-3
TCDL 7.0 Lumber Increase 1 15 Vert(LL)
L
BCLL 1.15 TC 0.71 VertLL In (loc) I/deft L/d
BCDL 0.0 Rep Inc' YES BC 0.32 ( ) 0.04 7-8 >ggg 240 p
10.0 Code IB Stress lncrrP12 ES02 WB 0.46 Vert(TL) _0.14 7-8 MT2�S GRIP
LUMBER (Matrix) Horz(TL) p.01 >971 180 185/144
TOP CHORD 2 n/a n/a
BOT CHORD 2 X 4 DF No.2
BRACING Weight 66 lb
WEBS 2 X 3 SPF F No.2
TOP CHORD
4-7 2 X 4 Stud *Except*
Structural
HF Std,2-8 2 X 6 DF wood sheathing directly applied or 6-
N°.2,5 6 2 X 4 DF BOT CHORD end verticals. 0-0 oc purlins, except
No.2-G Rigid ceiling directlyapplied or 10-0-0 oc bracing.
REACTIONS (lb/size) 6- 5-6
/oad' s8e 67/0 5-8
Max Horz8=2118
Max Uplift6=-52(load case
Max Grav6=638(load case 6),8a862(loa case 7)
FORCES ) 862(load case 2)
TOP CHORD Maximum Compression/Maximum Tension
TBOP CHORD 1-2=0/99,2-3_-412/40,3-4=-556/60,4-5=-334/77,2_ -_
WEBS 7-8=-99/572,6-7=-48/68
3.7=_ 8-546/69,5-6=-571/51
496/99,4-7=-37/583,3-8=-389/57
NOTES
1)Wind:ASCE 7-98;90m
right exposed Ph;h=25ft;TCDL=4.2 5-f
P ed;end; vertical left and right p ;BCDL=S.Opsf;Category
2)TCLL:ASCE 7-en; vertical
0 ght exposed;Lumber D plate It;Exp B; =1.33.enclosed;MWF
p.
3)Unbalanced snow loads havesbeen roof snow);ExpyOL=1.33 gip pOL_ RS interior zone;cantilever left and
4)This truss has been designed for 2.0 timesrfl�atfro this deo g 5Ex0 -1.33.
5)This truss has been designed for a 10.0
6)This truss has requiree plate ins psf bottom psfad nnooverhangs non-concurrentanyt with otlive with other live I
inspection per the Tooth CountMethodwhen this truss is chosen for
7)A plate rating reduction of 20%has been a loads.
8)This truss is designed other loads.
in accordance applied for the green lumber members. quality assurance ins
with the 2003 International Building inspection.
LOAD CASE(S)Standard Code section 2306.1 and referenced standard ANSI/TPI 1.
1,
`yt..
'''y'•, ( ,
:�
# • CN DACE
/..,;Y WARNING ` ;y C.x. !,,to.,.:,;-,i6
}„ 6
Verify design parameters �
Design valid for use only and READ NOTEs
i --'` -
APplicabili y anth MiTek connectors.This design ES ON THIS AND IN ,'.,v;, "' - ' September 26 2
is for lateral s G design with niers and gn is based Crl INCLUDED show REFER b il "' ' 005
erector.
Applicability
of es pport oindividual we proper incorporation ofy upon parameters show ENCS FACE MIl74T3 BEFORE[tracing
b members only, Additional temporary component isresponsibilityto sun and is for an individual building
fabrication, permanent bracing of the overall structure is the responsibility of building 7777 Greenback Lane to„.
SafetyInform quality control,storage,delivery, bracing}o insure building
di n designer- ra truss designer _
garding
Information available from Truss Plate Insfituife 5g3 andbracing. p nsibility of the N during construction is the res o shown Citrus Height
��_��
9 consult ANSI/11'11 building designer.For P nsibi o f s.CA,95610
----- Qualify general guidance re
o the
--- Onofno Drive,Madison W b'Criteria,DSB-89 and d BCSI1 Building Component
----- 153719.
Mirk
--I
Truss II Truss Type
4
I Qty Ply Polygon-Canterbury Woods-Tri-plex
. 1509190 C2 i COMMON R18393942
�1
BMC West--Sherwood,Sherwood,Or. 97140 2 Job Reference(optional)
6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:20 2005 Page 1
5-8-0
I — 1 11-5-10 1F-0-10 17-3-4
5-8-0 5-9-10 0-6-6 534
4x8=
Scale=1:48.6
4 5
/\'
7.0012
4x8G
3
'•
' 11
r:-
2
;2
1
_7
=. 4x4 _.
5x12= 7 ��
6
4x4— 3x10 II
4x6=
i 5-8-0 I 11-5-10 1p-0.0
17-3-4
5-8-0 5-9-10 0-6-6
Plate Offsets(X,Y): [1:0-0-2,0-2-0] 53 4
LOADING(psf)
TCLL 25.0 6-7 SPACING 2-0 0
Plates Increase 1.15 CSI DEFL in (1I/deft Ud PLATES GRIP
(Roof Snow=25.0) TC 0.57 Vert(LL) -0.10 6-7 >999 240
TCDL 7.0 Lumber Increase 1.15 BC 0.62MT20 185/148
BCLL 0.0 Rep Stress Incr NOVert(TL) -0.23 6-7 >600 180
Code IBC2003/TPI2002 WB 0.51 Horz(TL) 0.03 6 n/a n/a
BCDL 10.0
LUMBER (Matrix)
Weight:147 lb
TOP CHORD 2 X 4 DF No.2 BRACING
BOT CHORD 2 X 6 DF 2400F 1.7E TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc purlins, except
WEBS 2 X 4 DF No.2 G*Except* end verticals.
3-6 2
4 X 4 HFo Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
SLIDER Left 2 X 6 DF No.2 3-3-2 WEBS 1 Row at midpt 3-6,4-6
REACTIONS (lb/size) 1=4182/0-5-8,6=4207/0-5-8
Max Horz 1=226(load case 17)
Max Upliftl=-1480(load case 19),6=-348(load case 18)
Max Grav1=5617(load case 12),6=4428(load case 11)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-6881/2362,2-3=-6188/1818,3-4=-1363/1154,4-5=0/26,4-6=-262/64
BOT CHORD 1-7=-2069/5738,6-7=-1062/4803
WEBS 3-7=-291/4315,3-6=-4730/485
NOTES
1)2-ply truss to be connected together with 10d Common(.148"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 0-7-0 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 .=;x',t
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. ` , E1-.1,4;:r
4)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
5)Unbalanced snow loads have been considered for this design.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
8)A plate rating reduction of 20%has been applied for the green lumber members.
9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,'
10)This truss has been designed for a total drag load of 165 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-0-0
for 165.0 plf.
11)Girder carnes tie-in span(s):32-9-0 from 0-0-0 to 12-0-0 •-,
c294 3teAgSt2andard r'+
September 2 005
WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-�74;4';
�� m, f c 6
Design valid for use only with MiTek connectors.This deliy 7473 BEFORE USE. 7777 Greenback Lane �r_m
30:
Applicability of design paramenters and proper incorporation of component is responsibiparameterlityhof buildingown,and des osiigner an r�anot truss designer.Brividual building acing shown Suite 109g s CA 95610
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Citrus Heights,
the
fabrication.quality l permanent ntat ogre,delivof the overall structure ery,erection and bracing,cresponsibility
oee if sibiANSI/Mil Quality Criterng ia,DSB-89 andgeneral
BCSl1 Building Component
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
MiTek®
'Job ----
LTruss Type
.. Truss type ---
I Qty Ply Polygon-Canterbury Woods-Tri-plex
'i509190
COMMON 1 R1839394
BMC West--Sherwood,Sherwood,Or. Job Reference(optional)
6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:20 2005 Page 2
LOAD CASE(S) Standard
1)Snow:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(pit)
Vert:1-6=-656(F=-636),1-4=-64,4-5=-64
A
WARNING Verify designparameters .::;,:' •.,'�..:•'� v'r"�:'i .�,�-:., ,:•..
fy 9 and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. /y 7777 Greenback Lane _
Design valid for use only with MiTek 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 Heights.CA,95610 ®
is For lateral suSuite 109
erector. Additional permanent bracing orf the overall strrubers only. dcturre is the responsibilityitional of the building to insure bdesigner.For geility during neral al guidfance regardingity of the Citrus Hei _
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII
II 111
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719,
Quality Criteria,DSB-89 and BCSII Building Component
- ---------- ---------------- -------------------------_____ MiTek
m
s
IJob Truss
Truss Type-- ------------
Qty Ply Polygon-CanterburyWoods-Tri-plex
----------
509190 CGE1
•{ 1
DUAL RIDGE GABLE 1 R18393943
BMC West--Sherwood,Sherwood,Or. 97140 -- -- I Job Reference(optional)
6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:21 2005 Page 1
-1-6-0 5-5-10
11-5-10
1-6-0 5-5-10 22-11-4 i 24-5-4
6-0
6-0-0
4x4= 11-5-10 1-6-0
Scale=1:54.3
6
1.5x4 II
n 1.5x4 II
1.5x4 II 5
7.00 12 1.5x4 II
3x8 i 4 8
3 1.5x4 II
9
.'14 26 1.5x4 II
4
3x8 i 10 3x8
1.5x4 II
2 3x5 II 11
11 3x5 I12
2 •• III 1111
-,,ed* 13Id
2x4 II 21 •20•.••1918.• ••♦•17•• ••••16••• ••••15•••23
22
14
3x6 1.5x4-� 1.5x4 II 3x4=
3x5 II 1.5x4 II 1.5x4 II 3x4
5-5-10 1.5x4 H 2x4 I
5-510 22-11-4
LOADING(psf) 17-5-10
TCLL 25.0 SPACING 2-0-0
(Roof Snow=25.0) Plates Increase 1.15 TCI DEFL 0.47 in (loc) 1/deft Lid PLATES GRIP
TCDL 7.0 Lumber Increase 1.15 Vert(LL) 0.03 21-22 >9999 124080 MT20 197/144
BC 0.28 Vert(TL) 0.08 21-22 >999 180
BCLL 0.0 Rep Stress[nor YES WB 0.33
BCDL 10.0 Code IBC2003/TPI2002 Horz(TL) 0.01 15 n/a n/a
(Matrix)
LUMBER
Weight 123 lb
TOP CHORD 2 X 4 DF No.2 BRACING
BOT CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
WEBS 2 X 3 SPF Stud *Except* end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except:
3-21 2 X 6 DF No.2,2-23 2 X 6 DF No.2,12-14 2 X 6 DF No.2
10-0-0 oc bracing:21-22.
JOINTS 1 Brace at Jt(s):25,26
REACTIONS (lb/size) 23=661/0-5-8,21=504/12-0-0,20=84/12-0-0,18=173/12-0-0,17=164/12-0-0,16=179/12-0-0,15=11/12-0-0,
14=334/12-0-0
Max Horz23=180(load case 6)
Max Uplift23=-138(load case 7),20=-68(load case 8),18=-44(load case 8),17=-47(load case 8),16=-47(load case 8),
15=-86(load case 9),14=-69(load case 6)
Max Grav23=935(load case 2),21=612(load case 2),20=170(load case 3),18=244(load case 3),17=229(load case 3),
16=248(load case 3),15=79(load case 4),14=379(load case 3)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/99,2-3=-906/93,3-4=-261/87,4-5=-180/100,5-6=-151/119,6-7=-135/119,7-8=-145/103,8-9=-152/78,9-10=-151/63,
10-11=-150/67,11-12=-152/71,12-13=0/99,2-23=-879/162,12-14=-358/70
BOT CHORD 22-23=-163/239,21-22=-111/666,20-210-56/143,19-20=-56/143,18-19=-56/143,17-18=-56/143,16-17=-56/143,
15-16=-56/143,14-15=-173/102
WEBS 3-26=-581/116,25-26=-604/124,24-25=-672/148,21-24=-701/122,6-24=-89/0,7-20=-202/54,5-25=-137/48,3-22=0/226,
8-18=-191/70,9-17=-193/65,10-16=-204/69,11-150-131/46,4-26=-45/16,2-22=0/432,12-15=-64/193
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and ,;
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. e
7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
I6
,,:z.L.,,,,,',:',',„:;:,,,,,,/17,:;:)., ,,,,,,
t v
( `il!s D A7 E 06 ',.:v.;.,;:"6 i
x ...,;
September 2 005
�1 WARNING Verify des ..�:IF.fr, u tt .;:.i ., TT-T---.T.•,C,�
6. rifH gn Parameters and READ NOTES ON THIS AND INCLUDED MITES"REFERENCE PAGE MII-7473 ,K 3,:I
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component.
BEFORE USE. 7777 Greenback Lane _
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Heights,CA,95610 —
isforlateralsu Suite 109
nal
erector. Addifiopnarl permanent bracing of theroverall strs only. ucture is the responsib
ility of the building to insure bdl designer For geity during neral al gulidtance regarding of the Citrus Hei
rr
fabrication,quality control,storage,delivery,erection and bracing consult ANSI/79I1 Quality Criteria,DSB-89 and BCSII Building Component
Safety Information available from Truss Plate Institute,583 D'Onofro Drive,Madison,WI 53119.
iTek
f
1 ,'Job-__.-
Truss ---__
Truss Type --- - --- -----
Oty Ply Polygon-Canterbury Woods Tri-plex
D1 CAL HIP 1 1
- ----_.._---
*1 R1839394
1509190
BMC West--Sherwood,Sherwood,Or. 97140 --- - Job Reference ..tional)
6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:23 2005 Page 1
-1-8-0 3-9-12
7-6-1 7-111-:1
1$0 I 3-9-12 i - 3-8-4 13-1-13 113-7-17 17-3-12 21-1-8
0.5-0 5-2-2 0-5-10 3-8-4 i - I
3-9-12
5x5 M10 Scale=1:43.7
6x10 MI120H=
5 13
6
On ihs.
7.001-1-21- �;
1.5x4 MII20�
11.11111111
1.5x4 MII20W
n 4
M LI
�,� 7
ui
3 •
4
N
84114111*, N
i 2 o- 9
1
Ia
8x8 M1120 II
l0
12 14 15 11 16 10
4x8 M1120-W 3x8 M1120= 8x8 MI120 II
4x6 M1120=3x4 M1120=
4x8 MII20
I '0.1 13-7-7
7-6-1 I 21-1-8
6-1-7
Plate Offsets(X,Y): [2:0-4-15,0-0-10],[6:0-5-0.0-1-2],[9:0-4-15,o-0.10] 7-6-1
LOADING(psf)
SPACING 2-0-0 CSI DEFL
TCLL 25.0
(Roof Plates Increase 1.15 in (loc) I/deft Ud
TCDL Snow=2 7a TC 0.95 Vert(LL) -0.09 10-12 >999 240 MI12OTGRIP
ber Increase 1.15 BC 0.68 Vert(TL) -0.17 10-12 >999 180 MII2185/144
BCLL 0.0Rep Stress Incr NO WB 0.25 Horz(TL) 0.06 9 n/a n/a MII20H 139/108
BCDL 10.0 Code IBC2003fTP12002 (Matrix)
LUMBER
Weight 118 lb
TOP CHORD 2 X 4 DF No.2 *Except* BRACING
5-6 2 X 6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-4 oc purlins.
BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 3 SPF Stud *Except*
6-12 2 X 4 HF Std
SLIDER Left 2 X 6 DF No.2 2-2-4,Right 2 X 6 DF No.2 2-2-4
REACTIONS (lb/size) 9=1993/0-5-8,2=2096/0-5-8
Max Horz2=93(load case 6)
Max Uplift9=-173(load case 8),2=-213(load case 7)
Max Grav9=2234(load case 3),2=2386(load case 2)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/44,2-3=-3328/363,3-4=-3219/374,4-5=-3173/401,5-13=-2772/383,6-13=-2772/383,6-7=-3191/408,7-8=-3247/383,
8-9=-3352/371
BOT CHORD 2-12=-341/2648,12-14=-336/2783,14-15=-336/2783,11-15=-336/2783,11-16=-336/2783,10.160-336/2783,
9-10=-264/2680
WEBS 4-12=-134/399,5-12=0/394,6-12=-207/199,6-10=0/396,7-10=-135/392
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. "+•' t
3)Unbalanced snow loads have been considered for this design. r,
v1,
4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. `
5)Provide adequate drainage to prevent water ponding.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,76r'i ,'-:-,
7)All plates are MT20 plates unless otherwise indicated.
8)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSIfTPI 1.
10)Girder carries hip end with 8-0-0 end setback.
11)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)555lb down and 221Ib up at (� ?J,
13-4-8,and 555lb down and 221lb up at 7-9-0 on top chord. The design/selection of such special connection device(s)is the
responsibility of others.
12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
Continued on page 2 r s r;_*�
September 2 005
r'�, WARNING Verify design
z �,-�z.. � �.�r'����Y.:1?; � 3�c s�� .:�nj� �•
paramet s and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MHBEFORE
„v,. \•
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building componsent 7777 Greenback Lane
11
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Suite 1099h15.CA.95610- ���
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Citrus Heights. rYl ._
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding i
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component
Safety Information available from Truss Plate Institute.583 D'Onofria Drive,Madison,WI 53719.
MiTek
Job --.--- Tr
Truss --------------------- _
Truss Type - ------
Oty Ply Polygon-Canterbury Woods-Tri-plex
509190 -----
• CAL HIP 1 R18393944
1
BMC West--Sherwood,Sherwood,Or. 97140 -- ---- Job Reference(optional)
6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:23 2005 Page 2
LOAD CASE(S) Standard
1)Snow:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-5=-64,5-6=-153,6-9=-64,2-9=-48(F=-28)
Concentrated Loads(Ib)
Vert:5=-555 6=-555
WARNING Verify ST7 `,.:YjR ck
�4 rj jy desrgn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building omponent 7777 Greenback Lane
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Suite 1099hts,CA,95610 g
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Citrus Heights,
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/IP11 Quality Criteria,DSB-89 and BCSI1 Building Component
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
------------ MiTekm
: . IM-'iJob Truss :Truss Type � -�---509190 D1A Qty PIY Polygon-Canterbury Woods-Tri-plex
'1 -CAL HIP !11R1839394
BMCWest--Sherwood,Sherwood,Or. 97140
Job Reference ••tional
6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:24 2005 Page 1
3-447-0. 12-8-5 9 7-6-3 1 1- 53-44 3-8-4 0.5-10 5-2-2 0-510 16-10-0 �n-Rn- 2i
3-8-4 3-9-12 1-6-0
8x8 M1120=
Scale=1:43.4
8x8 MI120=4
' 14 5
7.00 12 ,`1.5x43M1120Q I' .1.1111111111111111111.0� 1.5x4 M1120-6
�\2iwanM. N1 � 78IdMil
h
8x10 M1120 II
13 15 12 16 11 10IMO5x10 M1120c 3x4 M1120= 8x8 M1120 11
8x8 M1120= 4x6 M1120=3x4 M1120=
4x10 M1120,,.7-0-9
13-1-15
7-0.920.8-0
Plate Offsets X,Y: 1:0-4-0,0-0-2, 4:0-4-11.0-2-2, 5:0-4-11.0-2-2, 8:0-4-15.0-0-10' 12:0-4-0.0-4-8
7-6-1
LOADING(psf)
ITCLL 25.0SPACING 2-0-0 DEFL in(Roof Snow=25.0) Plates Increase 1.15 TC0.94 (1e) I/deft Ud PLATES GRIP
TCDL 7.0 Lumber Increase 1.15 Vert(LL) 0.11 12 >999 240
BC 0.98 Vert(TL) 0.22 12 >999 180 MII20 197/144
BCLL p.p Rep Stress Incr NO WB 0.85
BCDL 10.0 Code IBC2003/TPI2002 Horz(TL) 0.07 8 n/a n/a
(Matrix)
LUMBERWeight:118 1b
TOP CHORD 2 X 4 DF 2400F 1.7E *Except* BRACING
45 2 X 6 DF No.2,5-9 2 X 4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied or 1-11-10 oc purlins.
BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 3 SPF Stud
SLIDER Left 2 X 8 DF No.2-G 2-2-4,Right 2 X 6 DF No.2 2-2-4
REACTIONS (lb/size) 1=2345/0-5-8,8=2045/0-5-8
Max Horz1=-93(load case 5)
Max Upliftl=-177(load case 6),8=-199(load case 8)
Max Grav1=2829(load case 2),8=2561(load case 3)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-4013/359,2-3=-3894/358,3-4=-4041/406,4-14=-3855/365,5-14=-3855/365,5-6=-3648/346,6-7=-3651/320,
7-8=-3764/314,8-9=0/44
BOT CHORD 1-13=-318/3089,13-150-385/3555,12-15=-385/3555,12-160-275/3198,11-16=-275/3198,10-11=-275/3198,
8-10=-218/2987
WEBS 3-13=-157/783,4-13=-218/237,5-12=-154/1404,5-10=-173/160,6-10=-112/496,4-12=-42/912
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33,
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)Unbalanced snow loads have been considered for this design,
4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
5)Provide adequate drainage to prevent water ponding. 'i%
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. sy ;,
)
7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspecton.i
8)A plate rating reduction of 20%has been applied for the green lumber members.
9)This truss is designed in accordance with the 2003 International Building Code section 2306,1 and referenced standard ANSI/TPI 1.
10)Girder carries hip end with 8-0-0 end setback.
11)Special hanger(s)or other connection device(s)shall be provided sufficient to support
7-7-5 on top chord,and 16761b down and 981b up at 10-1-8 on bottom chord. The des gn/election of such sped(s) cial conneti221Ib up on device(s) P 7
is the responsibility of others.
12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). O 4.
CtQ9111� 36(�9gt2andard fa
-`r r T I)I,i {),41 TE 6 .. lf",
September 26,2005
�,�il WARN/NG Vert designparameters '` '• ' m""""
!g and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB 7473 BEFORE USE. 7777 Greenback Lane _
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. < 6
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Heights,CA,95610 - - ®
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
Suite 109
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Citrus Hei
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 i
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive Madison.WI 53719.
Qualify Criteria,DSB-89 and BCSII Building Component
MiTeka
'l Job Truss -----
Truss Type ---
'Qty Ply �Polygon-Canterbury Woods-Tri-plex --- -��_-1
509190 DIA ICAL HIP1 R18393945
BMC West--Sherwood,Sherwood,Or. 97140 1 - --- Job Reference(optional)
6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:24 2005 Page 2
LOAD CASE(S) Standard
1)Snow:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-4=-64,4-5=-153,5-9=-64,1-16=-48(F=-28),8-16=-20
Concentrated Loads(Ib)
Vert:4=-555 12=-1200(F)
• E . ,..:: �i;. ,, ua. sic ...Ma .�..w,,.9
�aY'i �i „.,., ���"k". ;fir _ � ' ..,�.�,i. •�
WARNING Verifydes[ E •,- .. �... .. -B,,. .
a g parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII 7493 BEFORE USE. 7777 Greenback Lane ��
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Sure 109
A licabiliill
pp ity of design paramenters and proper incorporation of component b responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theow
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingIIMMI
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component
Safety Information available Irons Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. MiTek*
'Job ---- -
Truss — - Tru
Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex - --7
509190 D2 CAL HIP R1839394
1 1
BMC West—Sherwood,Sherwood,Or. 97140 --- _. Job Reference o•tional)
6.100 s Sep 17 2004 MiTek Industries.Inc. Fri Sep 23 11:53:25 2005 Page 1
-1-6-0 i 39-12
3-312 1 7-6-1 9-11-11 1 11-1-13 1 13-7-7 17-3-12 21-
1-6-0 3-8-4 2-510 5 1-2-2 7 2-5-10 1 3-63-4 1 1-8 1
3312
5x5 i X Scale=1:39.4
58//
4 15 16 6
7.00,1713- 1,
3x4 i •r
g 3x4 J
r 8
4 r
2x4 11 Vi
2
3x4 11
■
c1 ga_
Y _Y1
14
►I
2
13 12 11MI
3x6=
3x8= 3x4= 3x4= 10
3x6=
I 7-6-1 137-7
7-6-1 1 6-1-7 1 21-1-8 1
LOADING(psf) 7-6-1
SPACING 2-0-0 CSI DEFL
TCLL 25.0
(Roof Snow=25.0) Plates Increase 1.15 TC 0.70in (loc) I/deft L/d PLATES GRIP
TCDL 7.0 Lumber Increase 1.15 BC 0.43 Vert(LL) -0.05 11-13 >999 240 MT20 185/144
BCLL 0.p Rep Stress Incr YESVert(TL) 0.11 10-11 >999 180
Code IBC2003/TPI2002 WB 0.70 Horz(TL) 0.04 10 n/a n/a
BCDL 10.0 (Matrix)
LUMBER Weight:108 lb
TOP CHORD 2 X 4 DF No.2 *Except* X BRACING
4-6 2 X 6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-2 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
6-132X4HFStd,2-142X6OFNo.2,9-102X6OFNo.2
REACTIONS (lb/size) 14=1135/0-5-8,10=1015/0-5-8
Max Horz14=106(load case 6)
Max Upliftl4=-65(load case 7),10=-19(load case 8)
Max Grav14=1345(load case 2),10=1169(load case 3)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/99,2-3=-437/0,3-4=-1396/56,4-5=-148/0,4-15=-1174/117,15-16=-1174/117,6-16=-1174/117,6-7=-148/0,
66/26
BOT CHORD 13-14=473/1186,12-17/54, 613/0/1187,19, 1-12=0/153, 187 0-1le 6/1231
WEBS 3-13=-51/180,4-13=-80/252,6-13=-345/335,6-11=0/231,8-11=-51/153,3-14=-1148/79,8-10=-1003/60
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33,
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp,
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other
5)Provide adequate drainage to prevent water ponding. live loads. „
6)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection,
8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard ( ;-
/I _..11 DATEi£E 7,.-r _-
g % :- . ;
September 2C 005
aril WARNING Verify der ,. x.,T,,:>1 if. ^:i ep` 6 2
design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT 7473 BEFORE USE. 7777 Greenback Lane �r'-'°°'W...''''''''
wr
is
i,
Design valid for use only with MiTek connectors This design is based only upon parameters shown,and is for an individual building component.
Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Suite 1099h15,CA,9561011401
__
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Citrus Hei
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/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719
MiTekm
Job
Truss '--- ----
I
Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex - ---
;509190 D2A :CAL HIP R18393947
1 1
BMC West--Sherwood,Sherwood,Or. 97140 — Job Reference(optional)
6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:26 2005 Page 1
I 34 l 7-0-9 _ { 9-6-3 I 10-8-5 I 13-1-15 I 16-10-4 20-8-0
3-8-44-4 2-5-10 4 1-2-2 6 2-5-10 3-8-4 I _I 22 2 0
3-9-12 1-6-0
5x5 i X Scale=1:39.0
5x8//
7.00 r1T 3 15 16
5
0 AI
3x4 i
2 3x4-,
n 7
3x4 II w
1
_ 2x4
8
�- __ �� .....
Y•
1_,,,h, iN
W21
[7 9 Id
14 ►�
13 12 11 M.
3x6= 3x4=
3x8= 3x4= 10
3x6=
7-0-9
13-1-15
7-0-9 20-8-0
6-1-7
LOADING(psf) 7-6-1
TCLL 25.0 SPACING 2-0-0 CSI DEFL
Plates Increase 1.15 in (loc) I/deft PLATES GRIP
(Roof Snow=25.0) TC 0.70 Vert(LL) -0.04 11-13 >999 240 MT20 185/144
TCDL 7.0
Repber Increase 1.15 BC 0.42 Vert(TL) -0.11 10-11 >999 180
BCLL 0.0 Stress Incr YES WB 0.69 Horz(TL) 0.04 10 n/a n/a
BCDL 10.0
LUMBER Code IBC2003/TPI2002 (Matrix)
Weight:107 lb
TOP CHORD 2 X 4 DF No.2 *Except BRACING
3-5 2 X 6 DF No.2 X TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 3 SPF Stud *Except*
5-132X4 HF Std,1-14 2 X 6 DF No.2,8-10 2 X 6 DF No.2
REACTIONS (lb/size) 14=999/0-5-8,10=1112/0-5-8
Max Horz 14=-109(load case 5)
Max Uplift14=-18(load case 7),10=-65(load case 8)
Max Grav14=1141(load case 2),10=1329(load case 3)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-401/12,2-3=-1334/55,3-4=-148/0,3-15=-1120/121,15-16=-1120/121,5-16=-1120/121,5-6=-148/0,5-7=-1368/56,
7-8=-434/0,8-9=0/99,1-14=-340/24,8-10=-550/54
BOT CHORD 13-14=-63/1067,12-13=0/1145,11-12=0/1145,10-11=0/1166
WEBS 2-13=-45/219,3-13=-109/225,5-13=-359/306,5-11=0/233,7-11=-52/175,2-14=-1080/49,7-10=-1126/78
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
5)Provide adequate drainage to prevent water ponding,
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
8)This truss is designed in accordance with the 2003 International Building Code section 2306,1 and referenced standard ANSI/TPI 1. �
LOAD CASE(S) Standard 1 r 6 t,
{ tri 5'
r , . .3 , ...
September ember 2 005
w ._�, . Y A <, - f e t
/I WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MII 7473 BEFORE USE. `mac s- --
Design valid for use only with MiTek connectors This design is based only upon parameters shown,and is for an individual building component. _ 7777 Greenback Lane ���
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Suite 1099 f
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Citrus Heights,CA,95610- r
fabrication,quality ty control,storage,ant ge,delivery,erection and bracing consulof the overall structure is the t
NS%TPI7 Quaity of the lity Criteria,DSB-89 anding designer.For rBCSI1 Building Component I �
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. w'�+��
Job Truss --- ---- _
- ------- ----------
_ Truss Type -
Qty I Ply Polygon-Canterbury Woods-Tri-plex
509190 D3 COMMON R1839394:
3 1
BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional)
6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:28 2005 Page 1
-1-6-0I 5-0-14 I 10-6-12 16-0-10
1-40 5414 5-5-14 I I 21-1-8 -- 1
5-5-14 5-0-14
4x5 11
Scale=1:49.4
4
ii
7.00 12
3x4-;"--
3 3 /34:45
mil
r
3x4 1
4k 3x4
�1 2F� 6
II
Alm
11 �� d
10 P...":4
9 S
3x6=
3x4= 3x4=3x4= 7
3x6=
6-10.13 I 14-2-11
6-10-13 ( 21-1-8
i 7-3-14
6-10-13
LOADING(psf)
TCLL 25.0 SPACING 2-0-0 CSI DEFL
Plates Increase 1.15 in (lot) I/deft Lid PLATES GRIP
(Roof Snow 25.0) Lumber Increase 1.15 TC 0.39 Vert(LL) -0.05 8-10 >999 240 MT20 185/144
TCDL 7,0 RepBC 0.45 Vert(TL) -0.15 8-10 >999 180
BCLL 0.0 Stress Incr YES WB 0.90 Horz(TL) 0.03 7 n/a n/a
BCDL 10.0
LUMBER Code IBC2003/TPI2002 (Matrix)
Weight 99 lb
TOP CHORD 2 X 4 DF No.2 BRACING
BOT CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-11 oc purlins, except
WEBS 2 X 3 SPF Stud *Except* end verticals.
4-10 2 X 4 HF Std,4-8 2 X 4 HF Std,2-11 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
6-72X6OFNo.2
REACTIONS (lb/size) 11=983/0-5-8,7=863/0-5-8
Max Horz11=143(load case 6)
Max Upliftl 1=-48(load case 7),7=-3(load case 8)
Max Grav11=1173(load case 2),7=996(load case 3)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/99,2-3=-442/21,3-4=-1117/47,4-5=-1143/53,5-6=-615/38,2-11=-565/69,6-7=-479/42
BOT CHORD 10-11=-17/1011,9-10=0/679,8-9=0/679,7-8=0/1044
WEBS 3-10=-349/93,4-10=-11/497,4-8=-17/523,5-8=-372/98,3-11=-905/20,5-7=-756/0
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)Unbalanced snow loads have been considered for this design.
5)This truss has 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
6)This truss requires plate en ginspection per ned for a Othe Tooth Count Method psf bottom chord live when this truss rris t with
for lquer ality ve loads.
inspection.
7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard I
K\s\ ' i .."/"."1
� rx
September 2 005
II-741...., 6 2
,� WARNING Verify design parametersand READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mff-7473 BEFORE USE. 7777 Greenback Lane
Design valid for use only - •^ ��,e1
with Mitek connectors. design is based only upon parameters shown,and is for an individual building component. Suite 109 !!
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights.CA,95610 -
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
fabrication�qulal tylcontrol,storaganent racing e,delivof the ery erection structure is the and bracing, on��t responsibility
Qualof the liing ity Criteria DSB 89 andrBCSII Building ComponentMI 111
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. I
iTek6i
Truss ----
509190
Truss Type-----
Et Ot -_._..
ROOF TRUSS y Ply Polygon-Canterbury
BMC West--Sherwood, Woods-Tri-plex -----
She wood,Or. 97140 --_—_ 2 1
�--
R18393951
Job Reference o tional
1-6'0 6.100 s Sep 17 2004 MiTek Industries,Inc. FT§;7;H:1:53.31 23 11:53:31 2005 page 1
1$p 7-9-0
7-9-0
7-9-0 15-6-0
— 1
--I - 0
6-
4x6 II 1-6-0
Scale=1:34 1
3■■
dm
7,0012
•
2
3x8=
6 ` 5 Id
1.5x4 I I IM
3x8=
Plate Offsets X,Y: 7-9-0
1ss o
,0-0.6, 4:0-8 1,0.0.6
LOADING(psf) 7-9-0
2:0-8-1
TCLL 25.0 SPACING
(Roof Snow=25.0) Plates Increase 2-0-0 CSI
TCDL 1.15 DEFL in loc
BCLL 7.0 Lumber Increase 1.15 TC 0.71 Vert(LL) -0.13 ( ) I/defl Lid 40
0.0 RepStress Incr BC 0.56 2-6 >772 240 PLATES GRIP
BCDL YES WB 0.19 Vert(TL) -0.23 2-6 >772 180 MT20
10.0 Code IB ss IncrrP12002 (Matrix) Horz(TL) 0.02 4 n/a 197/144
LUMBER n/a
TOP CHORD 2 X 4 DF No.2
BOT CHORD 2 X 4 DF No.2 BRACING Weight:54 lb
WEBS 2 X 3 SPF Stud TOP CHORD
BOT CHORD Structural wood sheathing directly applied orra 4-9_13 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 2=742/0-5-8,4=742/0-5-8
Max Horz2=84(load case 6)
Max Uplift2=-50(load case 7),4=-50(load case 8)
Max Grav2=902(load case 2),4=902(load case 3)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/85,2-3=-840/19,3-4=-840/18,4-5=0/85
BOT CHORD 2-6=0/616,4-6=0/616
WEBS 3-6=0/349
NOTES
1)Wind:ASCE 7-98;90mphexposed .h=25ft;TCDL=4.2psf;BCDL=5.0
P end vertical left and right exposed;Lumber DOL Category II;Ex
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof Exp B;enclosed;MWFRS interior zone;
3)Unbalanced snow loads have nsnow); 1.33 plate grip DOL=1.33. cantilever left and
been considered for this designy .
4)4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)This truss requires plate ins 9 concurrent with other live loads.
7)This truss is designed in accordance r the Tooth Count Method when this truss is chosen for quality assurance ins
with the 2003 International Building Code section 2306.1 and referenced standard ANSIlrPI 1.
LOAD CASEis) Standard pend AN �,
x
` st"
V
y 1 p F rl 7 l'
1 WARNING verify "" r 7
"d'rg parameters ..4' September26,2005
De�gn valitl for use onl and READ NOTES � t �`
Y design
connector Rs design is bas dT S AND INCLUDEDS_- 'SCE
Applicability o(design paramenters and ro MITES REFER ��-Y` �'
is for lateral for use of individual web p per This deora}ion of coo N Upon parameters shown,REFERENCE PAGE MD-7473 ng compFORE USE. '
erector. Additional members only. oortent is res and us for on individual desire 7777 Greenback Laney ,�,y. '*5rx"''+-"
fabrication,quality control,of i individual
of the Additional temporabracing tohe buil of building designer-not}runs Besieger.g a ling shown Citrus Heights,CA,g�
fabric tion Information available storage,
Truss Institute,coverall structuren bracing cn e, t AN i/the building designer,For Sutle 1p9 ��
ge,deli e insure stability during construction is the res lli}
--- ----- Plate erection and bracing,consult ANSI/Till ------ p 10
Quality general guidance regardingY of the
-- - Madison.WI 53719�Criteria,DSB-89 and BCSII Building aent
311 i
III I
MiTekm
-- -------------
It
I °b Truss - --r runs Ty--
iTruss Type
—7Qty Ply Polygon-Canterbury Woods-Tri-plex
509190 E2 --
(ROOF TRUSS 8 R1839395
BMC West--Sherwood,Sherwood,Or. 97140 -- ------ 1
_—. Job Reference o.tional
6.100 s Sep 17 2004 MiTek Industries.Inc. Fri Sep 23 11:53:32 2005 Page 1
-1-6-0
7-9-0
1-6-0
7-9-0
15-6-0
7-9-0
4x6 11
Scale=1:33.1
3
Fil
111116hhihn.
7.00 12
2
d
'4-
4
1 Y
IIIM
1�
v
3x10= d
5 =,
1.5x4 H 3x10=
7-9-0
7-9-0
15-6-0
7-9-0
Plate Offsets X,Y: 2:0-10-1,0-0-14, 4:0-10-1,0-0-14
LOADING(psf) ____________
TCLL 25.0 SPACING 2-0-0 CSI
(Roof Snow=25.0) Plates Increase 1,15 DEFL in (loc) I/dell Ud PLATES GRIP
TCDL 7.0 Lumber Increase 1.15 BC 0.70.75 Vert(LL) -0.17 4-5 >640 240 MT20
BCLL 0.0 (Matrix)
Rep Stress Incr YESVert(TL) 0.28 4-5 >640 180 197/144
BCDL Code IBC2003lTPI2002 WB 0.19 Horz(TL) 0.02 4 n/a n/a
10.0
LUMBER Weight:52 lb
TOP CHORD 2 X 4 DF No.2 BRACING
BOT CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc purlins.
WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 4=625/0-5-8,2=749/0-5-8
Max Horz2=95(load case 6)
Max Uplift4=-3(load case 8),2=-50(load case 7)
Max Grav4=724(load case 3),2=904(load case 2)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/85,2-3=-849/28,3-4=-862/19
BOT CHORD 2-5=0/632,4-5=0/632
WEBS 3-5=0/351
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25,0 psf(flat roof snow);Exp B;Fully Exp.
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)This truss requires plate inspecon per the Tooth Count Meth
assurancepyx
7)This truss is designed in acco dance with e 2 03 nter ational Buildingwhenls Code section 2306.1 andtruss chosen fortreferenced stands dIANSI/TPI 1.
I
LOAD CASE(S) Standard
,w" 1
L-
c,
3
„,x,. 9 :_; ;.
September 2 005
g
/>�,0 WARNING Verify design ,.,:, �'� *.'�.".'' ,.k�*.k# l'',,`",*,� ..
h✓ 9 parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII7473 BEFORE USE.
„ 7777sGreenback Lane
Design valid for use only wit,MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. G �
L
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown
Suite 109 ���
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Citrus Heights,CA,95610
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI PIl
Safety Information available from Truss Plate Institute 583 D'Onofrio Drive.Madison,WI 53719.
/T Quality Criteria,DSB-89 and BCSI1 Budding Component
MiTek6
I Job Truss ----
Truss Type -----
509190 I Qty Polygon-Canterbury Woods-Tri-plex
ROOF TRUSS I ----
2 R1839395
EGEt
Sherwood,Or. 97140 ----__
Job Reference o.tional
BMC West--Sherwood
6.100 s Sep 172004 MiTek Industries,In
c. Fri Sep 23 11:53:33 2005 Page 1
160
7-9-0
1-6-0 -- -} 15-6-0
7-9-0
17-0-0
7-9-0 - --I
454= 1-6-0
Scale,1:34.1
6
1.554 II "11
1.554 II
7.00 Pi-
1.554
7
1.5x4 I
Y
4 1.5x4 I
1.554 II
8
1111 Y
3 1.554 II
Y 9
2)166,
'y Yill
.
1,
1 ':O❖❖:❖:• IIIII 10
"�•iO•i:�.•.❖.•.'.'i i❖.❖ii%iii'�•�•����:❖:••• .'•�D•Dw❖•❖••••r r y
" '" ••••••Oiiiiiii09ii0 iiiii�ii•_••-•_
"...".... ....•....:•.."."..."•"."•.•�•"."."•�•"•"."..•"•"•"..•.•.:•••00.•i•••:i i•%%.•iii•••Oi•Oi•OOi'O•.�•�O:iii•`i i•O i i•J.i ii•O'i i`
354= ° •".•••._4::" eo i•� •.,i•,•�•i❖-•�••g; ,i .
1.5x4 1.554 I � """•""��""""•"•'•"�'
1.5x4 I I 1.554 II
1.554 11.5x4 II 3x4=
1.5x4 I I
15-6-0
LOADING(psf) 15-6-0
TCLL 25,0 SPACING 2_ _
(Roof Snow=25.0) Plates Increase -0 5 CSI DEFL in (loc) 1/deft L/d
TCDL 7.0 Lumber Increase 1.15 TC 0.30 Vert(LL) -0.02 11 PLATES GRIP
BCLL 0.0 Rep Stress Incr YES BC 0.14 Vert(TL) -0.03 11 n/r 120 MT20 185/148
BCDL Code IBC2003/TPI2002 WB 0.05 (TL) 0.00 10 n/r 90
LUMBER 10 0 (Matrix) Horzn/a n/a
TOP CHORD 2 X 4 DF No.2 Weight:69 lb
BOT CHORD 2 X 4 DF No.2 BRACING
OTHERS TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
2 X 4 DF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 2=215/15-6-0,10=215/15-6-0,15=148/15-6-0,16=164/15-6-0,17=181/15-6-0,18=113/15-6-0,14=164/15-6-0,
13=181/15-6-0,12=113/15-6-0
Max Horz2=109(load case 6)
Max Uplift2=-61(load case 7),10=-78(load case 8),16=-42(load case 7),17=-57(load case 7),18=-40(load case 9),
14=-41(load case 8),13=-57(load case 8),12=-40(load case 9)
Max Grav2=312(load case 2),10=312(load case 3),15=148(load case 1),16=239(load case 2),17=252(load case 2),
18=151(load case 2),14=239(load case 3),13=252(load case 3),12=151(load case 3)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/83,2-3=-87/73,3-4=-64/66,4-5=-68/77,5-6=-72/97 6-7=_
BOT CHORD 2-18=-13/84,17-18=-13/84,16-17=-13/84,15-16=-13/84,14-15=-13/84,13-14=-13/84912-13=-13/84,10-12=-13/84
WEBS 6-15=-107/0,5-16=-202/63,4-17=-203/72,3-18=- 62/34, 1/10=-75/31,10.11=0183
151/44,7-14=-202/62,8-13=-203/72,9-12=-151/44
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2) 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"
3)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
yr,
8)Gable requires continuous bottom chord bearing. `' ",-�'}�,
9)Gable studs spaced at 2-0-0 oc. r
10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. J I
LOAD CASE(S) Standard
`,.7.,
September 26,2005
WARNING V .� L,:.,�k ik L su F,u j A _
Design for use only design
Ivpur connectors.and RADhis NOTES
ON basedTo THIS AND INCLUDED MITER REFERENCEPAGE� x '?74,
Applicability of design paramenters and proper incorporation of component is responsibility of building designer O MII7473 BEFORE USE 'c ",95 f�` e„:�h,;fi", .+1 a�r:<.
is for lateral support y uponparameters shown,and is for an individual building component. 7777 Greenback Lane
pport of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Suite 109 ��•
OO
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication,qualify control,storage,delivery truss designer Bracing shown Citrus Heights,CA,95610
Safety Information available from Truss Plate etet Institute 583 D'Onofrio Drive,Madison,WI 53719.
bracing,and consult ANSI/TPII qualify Criteria,DSB-89 and BCSII Building Component
Ila
MiTek
;Job Truss - ----
Truss Type -----
Qty Ply Polygon-Canterbury Woods-Tri-plex
R18393954
509190 F1 - ,
COMMON
2 1
Job Reference
BMC West--Sherwood,Sherwood,Or. 97140 - 6.100 s Sep 17 004 MiTek Industries,Inc. Fri Sep 23 11:53:34 2005 Page
I -1-6-0 I - 6-9-0 1
13-6-
1-6-0 6-9-0 _..l 6-9-0 _..-- 15-0-0
6-9-0
4x4= 1-6-0
Scale=1:32.5
3
/i1
.00 FY
•
3)
10
3x10
2 Q
ie.
4
�wr. co
OM rr. M 5 0
11.M. Y
3x4 I 7 ��
3x8=
3x4 II
6-9-0
13-6-0
LOADING(psf) 6-9-0
6-9-0
SPACING 2-0-0 CSI DEFL
TCLL 25.0
(Roof Snow=25.0)
Lumber Increase 1.15 BC 0.25 Plates Increase 1.15 TC 0.63 in (lI/deft Ud PLATES GRIP
TCDL 7.0 Vert(LL) 6-7-0.02 6-7 >999 240 MT20 197/144
BCLL 0.0 (Matrix)
Rep Stress Incr YES Vert(TL) 0.06 6-7 >999 180
Code IBC2003/TPI2002 WB 0.19 Horz(TL) 0.01 6 n/a n/a
BCDL 10.0
LUMBER Weight:60 lb
TOP CHORD 2 X 4 DF No.2 BRACING
BOT CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
WEBS 2 X 3 SPF Stud *Except* end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
2-8 2 X 6 DF No.2,4-6 2 X 6 DF No.2
REACTIONS (lb/size) 8=658/0-5-8,6=658/0-5-8
Max HorzB=-88(load case 5)
Max Uplift8=-48(Ioad case 7),6=-48(load case 8)
Max Grav8=807(load case 2),6=807(load case 3)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/99,2-3=-635/23,3-4=-635/24,4-5=0/99,2-8=-743/81,4-6=-743/81
BOT CHORD 7-8=-95/449,6-7=-29/449
WEBS 3-7=0/250,2-7=-80/317,4-7=-88/317
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads,
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. r.r
7)This truss is designed in accordance with the 2003 International Building Code section 2306,1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard +r=`
v
Y ' P#
-\\,:,,,,,,,'"- r 5 ttv y
�: x ..: .,.,,
September 2 005
"+ WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI!7473 BEFORE USE. 7777 GreenbackLaneV 2
Design valid for use only wth MiTek connector.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 Suite 1099his,CA,95610- mmomm4111
� -,.
is for lateral
support
Additional permanent web of the s only. Additional temporary bracing to insure stability during construction is the responsibillity of the Citrus Heights,
pporof individualweb members overall Addlt
fabrication,quality control,storage,delivery,erection and bracing,consult structure is the responsibility
building designer.For general guidance regarding
Safety Information available from Truss Plate Ins}duce,583 D'Onofrio Drive,Madison,WI 53719.
II
Quality Criteria,DSB-89 and BCSIt Building Component
------------ MiTek�
---------
Job Truss Truss Type -- ----
Qty Ply Polygon-Canterbury Woods-Tri-plex --
509190 F2 ROOF TRUSS 8 1 818393955
BMC West—Sherwood,Sherwood,Or. 97140 - Job Reference(optional)
6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:35 2005 Page 1
-1-6-0I 6-9-0
1-6-0 13-6-0
I
6-9-0
6-9-0
4x4= Scale=1:31.6
3
PI
rillit
7.00 HT
4x10 i
4x10
2'- 4
fw1 `C;1 Iwsumo Pw1 a
r d
3x4 I3x8=
3x4 II
6-9-0 13-6-0
6-9-0
6-9-0
LOADING(psf)
TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP
(Roof Snow 25.0) Plates Increase 1.15 TC 0.63 Vert(LL) -0.02 5-6 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.06 5-6 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.01 5 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix)
Weight:58 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2 X 4 DF No.2
WEBS 2 X 3 SPF Stud *Except* end verticals.
2-7 2 X 6 DF No.2,4-5 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (lb/size) 7=666/0-5-8,5=540/0-5-8
Max Horz7=102(load case 6)
Max Uplift7=-48(load case 7),5=-1(load case 8)
Max Grav7=809(load case 2),5=628(load case 3)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/99,2-3=-638/28,3-4=-655/24,2-7=-745/81,4-5=-566/35
BOT CHORD 6-7=-107/449,5-6=-40/614
WEBS 3-6=0/252,2-6=-82/339,4-6=-200/296
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)Unbalanced snow loads have been considered for this design,
4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. rt
1� � I •
LOAD CASE(S) Standard ,
.X 1':01',1 Di.,7E }r}
September 2 005
ept 6 2
,. WARNING Verifydesign . ; R
a.�._ gn parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MD-7473 BEFORE USE. Greenback
Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for an individual building component. 7777 Lane
Suite 109
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610
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 Criteria,DSB-89 and BCSi1 Building Component
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. ,A'���m
r J_
N. Job Truss
Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
509190 F3 MONO CAL HIP 2 1 R18393956
BMC West--Sherwood,Sherwood,Or. 97140 -- Job Reference(optional)
6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:36 2005 Page 1
1 -1-6-0 1 7-7-12 7- 1- 1 13-6-0
1-6-0 7-7-12 0-3-15 5-6-5
5x8= Scale=1:35.0
3x4 II
3
4
ooitil ill In'
7.00
. n 12
r
N
4x10;-
2
2
toil
Y
MIeill
IliM
M.6
3x4 II 4x4=
3x4=
I
7-7-12 i 13-6-0
7-7-12
5-10-4
Plate Offsets(X,Y): [3:0-4-0,0-1-2],[4:Edge,0-2-8]
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP
TCLL 25.0
Plates Increase 1.15 TC 0.81 VertLL -0.04 6-7 >999 240 MT20 185/144
(Roof Snow 25.0) Lumber Increase 1.15 BC 0.32 Vert(TL) -0.11 6-7 >999 180
BCLDL 0.0 7.0
Rep Stress InaYES WB 0.64 Horz(TL) 0.01 5 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:67 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
3-5 2 X 4 HF Std,2-7 2 X 6 DF No.2,2-6 2 X 4 HF Std
REACTIONS (lb/size) 5=546/0-5-8,7=671/0-5-8
Max Horz7=130(load case 6)
Max Uplift5=-29(load case 6),7=-52(Ioad case 7)
Max Grav5=592(load case 3),7=851(load case 2)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/99,2-3=-673/18,3-4=-27/43,4-5=-257/56,2-7=-780/92
BOT CHORD 6-7=-106/630,5-6=-50/424
WEBS 3-6=0/289,3-5=-552/35,2-6=-213/220
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
5)Provide adequate drainage to prevent water ponding ,t -,
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. -',' `C¢ /y (:'.r
8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard "
(tz,
K\\,,,,..
September 26,2005
.: ... -£. .. ' � '; . .' „
R�'.�l WAWARNINGVerify des design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MII-7493 BEFORE USE 7777 Greenback Lane ...®
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610- 1 i
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the i
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/TPII Quality Criteria,DSB-89 and BCSII Building Component M ITekX
Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719.
r Job Truss Truss Type Qty Ply• Polygon-Canterbury Woods-Tri-plex
R18393957
509190 F3A
'MONO CAL HIP 2 1
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 - 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:37 2005 Page 1
-1-6-01 7-7-12 1 9-11-11 1 13-6-0
1-6-0 7-7-12 2-3-15 4 3-6-5
5x8\\ Scale=1:37.1
X
2x4 II
3 9 5
7.00 12 �W y
r
rI ry
YS
3x10 iiiii411116.2d11be im.
Cill
eill
MI
Iral
8 7 6
3x4 11 4x4=
3x4=
7-7-12 1 13-6-0
7-7-12
5-10-4
TCLL LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP
(Roof Snow 25.0) Plates Increase 1.15 TC 0.71 Vert(LL) -0.04 7-8 >999 240 MT20 185/144
TCDL 7.0 Lumber Increase 1.15 BC 0.32 Vert(TL) -0.11 7-8 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.01 6 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:70 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 X TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
3-6 2 X 4 HF Std,2-8 2 X 6 DF No.2,2-7 2 X 4 HF Std
REACTIONS (lb/size) 6=639/0-5-8,8=720/0-5-8
Max Horz8=145(load case 6)
Max Uplift6=-47(load case 7),8=-50(load case 7)
Max Grav6=655(load case 2),8=989(load case 2)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/99,2-3=-934/20,3-4=-140/0,3-9=-22/44,5-9=-22/44,5-6=-230/60,2-8=-914/90
BOT CHORD 7-8=-116/566,6-7=-59/655
WEBS 3-7=0/286,3-6=-857/84,2-7=-125/357
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads,
5)Provide adequate drainage to prevent water ponding.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , n ,i
7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard .,
September 26,2005
E ,; .,m,: -,,w,6,,„„,;: :: i ., torr,„.'; j 4 :\ ... ,%-0 ;y3tr ' .'s;Ptly .7i ..
,..!I WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MD-7473 BEFORE USE. 7777 Greenback Lane ��®
Design valid for use only with MiTek connectors This design is based only upon parameters shown,and is for an individual budding component. Suite 109
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights.CA,95610 rrrr
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the IIV
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/TPI1 Quality Criteria,DSB-89 and BCSIl Building Component M iTekm
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
4 1
Job 'Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
509190 F36 MONO CAL H2 1
IP R18393R1839395
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:39 2005 Page 1
-1-6-0 I 7-7-12 I 11-11-11 I 13-6-0 I
1-6-0 7-7-12 4-3-15 1-6-5
1.5x4 I I Scale:1/4"=1'
6
4
r
5x8\\
• 4I 2x4 II
7.00 12
3 • 11 7
ilMIMILIMMI
- 1•, Y
r
A
" 3x10 i
2
IFIR
Rrot
10
9 8
3x4 I I 4x4= 3x4=
7-7-12 I 13-6-0
7-7-12
5-10-4
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
(Roof
TCLL 25.0 Plates Increase 1.15 TC 0.70 VertLL -0.04 9-10 >999 240 MT20 185/144
TCDLSnow 2�00) Lumber Increase 1.15 BC 0.32 Vert(TL) -0.11 9-10 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.01 8 n/a n/a
BCDL 10.0 Code IBC2003rTPI2002 (Matrix) Weight 75 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 3 SPF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
3-8 2 X 4 HF Std,2-10 2 X 6 DF No.2,2-9 2 X 4 HF Std
REACTIONS (lb/size) 8=570/0-5-8,10=674/0-5-8
Max Horz10=168(load case 6)
Max Uplift8=-61(load case 7),10=-34(load case 7)
Max Grav8=798(load case 2),10=957(Ioad case 2)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/99,2-3=-878/0,3-4=-132/45,4-6=-25/0,3-5=-24/40,5-11=-24/40,7-11=-24/40,7-8=-236/49,2-10=-881/74
BOT CHORD 9-10=-137/557,8-9=-49/607
WEBS 3-9=0/289,3-8=-779/60,2-9=-55/167,4-5=-163/44
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
5)Provide adequate drainage to prevent water ponding.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 1
7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. "A
8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ry '
9)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. ' ' Y ,t,*,
LOAD CASE(S) Standard 1 -?'„,:,,,i,'1.
y ..tea ;;;,,,r.'
September 26,2005
E . .> ,E ., .. mt:-
WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB-7473 BEFORE USE. 7777 Greenback Lane
1M11�®
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the avail
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/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component MiTek
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
r
r Job Truss Truss Type Qty i Ply Polygon-Canterbury Woods-Tri-plex
509190 F3C ROOF TRUSS 2 I 1 R1839395•
BMC West—Sherwood,Sherwood,Or. 97140 Job Reference(optional)
6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:5340 2005 Page 1
I-1-6-0 I 6-9-0 I 13-6-0 13-110(15
1-6-0 6-9-0 6-9-0 0-4-15
3x4 II Scale=1:54.9
5
4
C
7.00 12
3x4 i
�1
0
m
m
3x8 i
2
!1 N
Owl
wo
oMi
8 7 6
3x4 II 3x4= 3x5=
6-9-0 13-6-0
6-9-0 6-9-0
LOADING(psf)
TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
(Roof Snow 25.0) Plates Increase 1.15 TC 0.61 Vert(LL) -0.04 6-7 >999 240 MT20 185/144
TCDL 7.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.09 6-7 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.01 6 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:70 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 4 HF Std *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
3-7 2 X 3 SPF Stud,2-8 2 X 6 DF No.2,2-7 2 X 3 SPF Stud WEBS 1 Row at midpt 4-6
REACTIONS (lb/size) 6=583/0-5-8,8=663/0-5-8
Max Horz8=216(load case 4)
Max Uplift6=-60(load case 5),8=-42(load case 5)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/99,2-3=-627/5,3-4=-137/72,4-5=-39/0,4-6=-218/57,2-8=-596/77
BOT CHORD 7-8=-173/276,6-7=-62/453
WEBS 3-7=0/272,3-6=-529/75,2-7=-32/203
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard i,O -
`". {F - sy
i
t a
1 E4/P ri',ON DA-E. 06-:1'1.-.1;`r 1
September 26,2005
Iy WARNING Verifydesign
g parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN-7473 BEFORE USE.
7777 Greenback Lane ���
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component Suite 109
1111 l
Applicability of design paramenfers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 --
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/TPI1 Quality Criteria,OSB-89 and BCSI1 Building Component
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,.Madison,WI 53719. M iT@k'
r
0 -Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
R1839396.
509190 F3D ROOF TRUSS 2 1
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:41 2005 Page 1
I-1-6-0 I 6-9-0 13-6-0 I 15-10-15
1-6-0 6-9-0 6-9-0 2-4-15 6
7.00 12 3x4 II Scale=1:56,0
5
r
3x4
3x4
4
i1
3
i� o
�t m
a5
3x8
2
.1 N
9 8 7
3x4 II 3x4= 3x6=
6-9-0i 13-6-0
6-9-0 6-9-0
TCLL 2
LOADING(psf)5 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP
(Roof Snow 25.0) Plates Increase 1.15 TC 0.90 Vert(LL) -0,04 7-8 >999 240 MT20 185/144
TCDL 7.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.10 7-8 >999 180
BCLL 0.0 Rep Stress'nor YES WB 0.64 Horz(TL) 0.01 7 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:74 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 4 HF Std *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
3-8 2 X 3 SPF Stud,2-9 2 X 6 DF No.2,2-8 2 X 3 SPF Stud WEBS 1 Row at midpt 5-7
REACTIONS (lb/size) 7=728/0-5-8,9=646/0-5-8
Max Horz9=229(load case 4)
Max Uplift7=-145(load case 5),9=-7(load case 5)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/99,2-3=-596/0,3-4=-108/27,4-5=-88/101,5-6=-154/0,5-7=-407/150,2-9=-582/45
BOT CHORD 8-9=-183/287,7-8=-61/424
WEBS 3-8=0/275,3-7=-510/69,2-8=-14/138
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
fi
y7,,
. , ,
- --\\\\,. ,,,,,,,,„:, '-`1::,',"G;DN ,,-0,,
3.
September 26,2005
40A. ;.itt€r.: .,, ',SW, .v •,:.\s.€ 51135 ,vm... .a. ,:',ORW, .>,t3......
'.wad WARNING design degn parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE Mf7-7473 BEFORE USE. 7777 Greenback Lane —�m
Design valid for use only with MiTek connectors,This design is based only upon parameters shown,and is for an individual building component. Suite 109
illi
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610
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/TPII Quality Criteria,DSB-89 and BCSI1 Building Component M,,,
ek°'
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
0 Job -----1Truss Truss Type Qty Polygon-Canterbury Woods-Tri-plex
509190 Ply F4 MONO TRUSS 1 R18393961
�2 Job Reference(optional)
BMC West Sherwood,Sherwood,Or. 97140 -
6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:42 2005 Page 1
I
4-3-4 i 8-8-2 I 13-6-0 1 15-5-8 1
4-3-4 4-4-14 4-9-14 1-11-8 6
3x4 I I (o Scale=1:55.0
, d
5
C
7.00 ri.2
Bx6i
4
Its
c
1.5x4\\ ,i,
.� d
3
V
2
1
44111166
MN
5x12= 8 7
4x8 W 8x8= 4x5=
6-5-11 13-6-0
6-5-11
7-0-5
Plate Offsets(X,Y): [1:0-0-2,0-2-0],[8:0-4-0,0-4-12]
—
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP
(Roof
TCLL 25.0
Plates Increase 1.15 TC 0.53 VertLL -0.13 7-8 >999 240 MT20 197/144
TCDLSnow=2�0) Lumber Increase 1.15 BC 0.67 Vert(TL) -0.30 7-8 >525 180
.0
BCLL 0.0 Rep Stress Inc- NO WB 0.91 Horz(TL) -0.05 6 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:170 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-15 oc purlins, except
BOT CHORD 2 X 6 DF 2400F 1.7E end verticals.
WEBS 2 X 4 DF No.2 G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
3-8 2 X 3 SPF Stud,4-7 2 X 3 SPF Stud WEBS 1 Row at midpt 5-7,4-7
SLIDER Left 2 X 6 DF No.2 2-5-11
REACTIONS (lb/size) 1=4010/0-5-8,6=66/0-1-8,7=4084/0-5-8
Max Horz1=219(load case 12)
Max Uplift1=-1626(load case 14),6=-37(load case 15),7=-355(load case 13)
Max Grav1=5429(load case 9),6=69(load case 8),7=4148(load case 8)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-6784/2595,2-3=-6313/2177,3-4=-5736/1774,4-5=-1019/895,5-6=-38/28,5-7=-199/77
BOT CHORD 1-8=-2218/5678,7-8=-1146/3048
WEBS 3-8=-318/240,4-8=-466/4647,4-7=-3122/337
NOTES
1)2-ply truss to be connected together with 10d Common(.148"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 0-9-0 oc.
Webs connected as follows:2 X 3-1 row at 0-9-0 oc,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. d'' , 'A'
3)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and ^ ' r y >',',,
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 4,
4)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. .
Pf
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7)A plate rating reduction of 20%has been applied for the green lumber members.
8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6.
9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)6. u ( j'
10)This truss is designed in accordance with the 2003 International Building Code section 23061 and referenced standard ANSI/TPI 1. `
11)This truss has been designed for a total drag load of 165 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 13-6-0
for 165.0 plf. �4 ter'
12)Girder carries tie-in span(s):27-0-0 from 0-0-0 to 13-6-0 ..
Continued on page 2
September 26,2005
a WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB-7473 BEFORE USE. 7777 Greenback Lane r•NNE
®
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Sure 109
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights CA,956105............_
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/TPII Quality Criteria,DSB-89 and BCSI1 Building Component MiTek•
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
.:
Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
509190 F4 MONO TRUSS 1 R18393961
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 )
6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:42 2005 Page 2
LOAD CASE(S) Standard
1)Snow:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-7=-542(F=-522),1-5=-64,5-6=-64
CE A s 473 BEFORE
WARNING Verify design
-,� rwjy gn parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MII-74�3 BUSE. 7777 Greenback Lane IN
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights.CA,95610
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/TPII Quality Criteria,DSB-89 and BCSI1 Building Component MiTek
Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison,WI 53719.
Job I Truss Truss Type Qty Ply Polygon-Canterbury Woods-Triplex
R18393962
1509190 F4A MONO TRUSS 1 1
_ Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11.53:44 2005 Page 1
4-3-4i 8-8-2 l 13-6-0 i 15-5-8
4-3-4 4-4-14 4-9-14 1-11-8 6
Scale=1:55.0
3x4 II l4
0
5
E
7.0012
4x5 i
4,
m
'1.5x4\\ .A
11 m
3
t. r
2
1
m
— r
''''ll 4x10- E=MIMMIMIlmmea
ii
8x8 11 8 7
6x6= 4x4=
6-5-11 13-6-0 i
6-5-11 7-0-5
Plate Offsets(X,Y): [1:0-5-0,0-0-6]
TCLL LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/del Ud PLATES GRIP
(Roof Snow 25.0) Plates Increase 1.15 TC 0.78 Vert(LL) -0.09 7-8 >999 240 MT20 185/144
TCDL 7.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.18 7-8 >873 180
BCLL 0.0 Rep Stress!nor NO WB 0.78 Horz(TL) -0.05 6 n/a n/a
BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:81 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-6 oc purlins, except
BOT CHORD 2 X 6 DF No.2 end verticals.
WEBS 2 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 5-4-0 oc bracing.
5-7 2 X 4 HF Std WEBS 1 Row at midpt 5-7,4-7
SLIDER Left 2 X 6 DF No.2 2-5-11
REACTIONS (lb/size) 1=1367/0-5-8,6=43/0-1-8,7=1472/0-5-8
Max Horz 1=219(load case 4)
Max Uplift1=-1460(load case 14),6=-36(load case 15),7=-192(load case 13)
Max Grav1=2786(load case 9),6=45(load case 8),7=1536(load case 8)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-3977/2420,2-3=-3476/2000,3-4=-2894/1597,4-5=-968/892,5-6=-49/16,5-7=-231/79
BOT CHORD 1-8=-2065/3244,7-8=-1134/1757
WEBS 3-8=-356/245,4-8=-266/1493,4-7=-1172/213
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. E w
5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6.
6)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)6. c(,'
7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 4,,
8)This truss has been designed for a total drag load of 165 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 13-6-0 1 r,: .
for 165.0 plf.
9)Girder carries tie-in span(s):8-0-0 from 0-0-0 to 13-6-0
10)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 ; ' ';�_`
1)Snow:Lumber Increase=1.15,Plate Increase=1.15
..w
Continued on page 2 M.-..
:kr k,,
i) [i ..E_',1..--<-„, ��
September 26,2005
won: i -;,,m,.. z
/,,,,, WARNING Verify designparameters and READ NOTES ON THIS AND INCLUDED MITRE REFERENCE PAGE MD-7473 BEFORE USE 7777 Greenback Lane -gym
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Sure 109
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 _
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ±1
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/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component MiTek`
Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719.
Iiif w
Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
R1839396
509190 F4A MONO TRUSS 1 1
Job Reference(optional) _
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11.53.44 2005 Page 2
LOAD CASE(S) Standard
Uniform Loads(plf)
Vert:1-7=-143(F=-123),1-5=-64,5-6=-64
S£'17M m., R,tna._ .m.t; 1. 1 ;'z ,,,mt, '.... ' ., , ..,,,-.%-;;t:-.. ,AWar, .. .. ,'9 € 4 'i: F P, =1Y 1,
f{d WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. 7777 Greenback Lane 1114111111111,6Design valid for use only vmth Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109
Applicability of design aramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610
PP 9 P P P P P P ty 9 9 9 9
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 11
1111111111
regarding
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/TPII Quality Criteria,DSB-89 and BCSI1 Building Component MiTek®
Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719.
Job - -------- --
Truss Truss Type Qty Ply i Polygon-Canterbury Woods-Tri-plex
509190 FGE1 ROOF TRUSS 2 11 818393963
___ Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:45 2005 Page 1
-1-6-0 6-9-0 I 13-6-0
1-6-0i 150.0
6-9-0 6-9-0
1-6-0
4x4= Scale=1:32.5
6
1.5x4 II diil
1.5x4 II
7.00 12 5 7
1,5x4 II II I
1.5x4 I I
q 8
• 1.5x4 I I i
3x4 1.5x4 II
3 93x4 1I
10
P• Y
�`m 0 0 0 0 0 I 11 11 d
::•:**•'•'•••••'•'•'•••'•'•••'•••'•'•'.❖.❖.'.•.O•••O•❖**:•••:•:+*❖.❖•:•**❖.❖**:•••❖ *:.:•O•O.OS•••d.0•.**:•••❖. d
358= 1.5x4 I I 1.5x4 II 1.5x4 I I 1.5x4 II 1.5x4 I I 3x8=
13-6-0
I
13-6-0
LOADING(psi") SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
(Roof
TCLL 25.0 Plates Increase 1.15 TC 0.39 VertLL -0.04 10-11 n/r 120 MT20 185/148
TCDLSnow 2 7 0 Lumber Increase 1.15 BC 0.11 Vert(TL) -0.05 10-11 n/r 90
BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 12 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:65 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2 X 4 HF Std
REACTIONS (lb/size) 18=214/13-6-0,12=214/13-6-0,15=223/13-6-0,16=177/13-6-0,17=151/13-6-0,14=177/13-6-0,13=151/13-6-0
Max Horz18=116(load case 6)
Max Uplift18=-59(load case 7),12=-69(load case 8),16=-44(load case 7),17=-55(load case 6),14=-45(load case 8),
13=-48(load case 5)
Max Grav18=354(load case 2),12=354(load case 3),15=229(load case 9),16=262(load case 2),17=182(load case 2),
14=262(load case 3),13=182(load case 3)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/99,2-3=-55/192,3-4=-61/175,4-5=-24/190,5-6=-7/180,6-7=-7/180,7-8=-9/190,8-9=-44/175,9-10=-51/192,
10-11=0/99,2-18=-153/83,10-12=-153/79
BOT CHORD 17-18=-154/99,16-17=-154/99,15-16=-154/99,14-15=-154/99,13-14=-154/99,12-13=-154/99
WEBS 6-15=-192/0,5-16=-214/64,4-17=-168/70,3-18=-221/44,7-14=-214/64,8-13=-168/68,9-12=-221/34
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2) 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"
!-
3)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. , ` `
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. �_ `f ';'4.,.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection, )'
8)Gable requires continuous bottom chord bearing.
9)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
10)Gable studs spaced at 2-0-0 oc.
11)This truss is designed in accordance with the 2003 International Building Code section 2306,1 and referenced standard ANSI/TPI 1. ''',,, ,-
LOAD CASE(S) Standard (;
xA
I , ll 11 rO'E , ',i----
September
iSeptember 26,2005
a WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIT-7473 BEFORE USE. 7777 Greenback Lane � .•
Design valid for use only with MiTek connectors,This design is based only upon parameters shown,and is for an individual building component. Suite 109
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 - -r
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the II IIIowl
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/TPI1 Qualify Criteria,DSB-89 and BCSII Building Component MiTek®
Safely Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719.
Job ------------- ---Cl
Truss Truss Type
509190 Ory Ply Polygon-Canterbury Woods-Tri-plex
ROOF TRUSS
BMC We d,Sherwood1 1 P18393964I
Or. 97140 ---- --_—_ Job Reference 0•lionel
6.100 s Sep 172004 MiTek Industries,Inc. Fri Sep 23 11:53:46 2005 Page 1
I—_ -150 5-510
1-60 10.11-4
5510 12-54
5-5-10
454= 1-6-0
Scale=1:27.5
3
Prl
7.00 12
— 11////iiiiiiiiiiiiihibb
•
3x8
2 ' 1,8
� 4
-we � Ir
►,
111 2x4 II ...... M 5 d
7 toll
3x10=
55-10 2x4 I I
55-10 10.11-4
LOADING(psf) 5510
TCLL 25.0 SPACING 2-0-0
(Roof Snow 25.0)
Plates rease -0 0 CSI DEFL in (loc) 1/deft lid
TCDL 7.0 Lumber Increase 1.15 TC 0.42 Vert(LL) -0.01 7-8 >999PLATES GRIP
BCLL 0.0 Rep Stress'nor YES BC 0.16 Vert(TL) 0.03 7-86 240 MT20
WB 0.15 >999 180 197/144
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Horz(TL) 0.00 6 n/a n/a
LUMBER
TOP CHORD 2 X 4 DF No.2 Weight:50 lb
BOT CHORD 2 X 4 DF No.2 BRACING
WEBS 2 X 3 SPF Stud *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-8 2 X 6 DF No.2,4-6 2 X 6 DF No.2 BOT CHORD end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (lb/size) 8=551/0-5-8,6=551/0-5-8
Max Horzf=-74(load case 5)
Max Uplift8=-48(load case 7),6=-48(load case 8)
Max Grav8=686(load case 2),6=686(load case 3)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/99,2-3=-486/18,3-4=-486/19,4-5=0/99,2-8=-632/74,4-6=-632/74
BOT CHORD 7-8=-83/240,6-7=-83/240
WEBS 3-7=0/189,2-7=-51/245,4-7=-57/245
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2 sf;BCDL-
xp B;enc
right exposed;end vertical left and right exp sed;Lumber DOL=1 33gory platelgrip DOL=1 I33ed;MWFRS interior zone;cantilever left and
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
5)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) t�' _
Standard �;-� ,',5,,,
..�'t.`' r v; r
l s
1 ( •
,r
,.-meq, .,..
,/t I} C4.I, b� ',A',.
k
.r:, Se tem er 26,2005
WARNING Ven x .r0
Verify design Param t rs and READ NOTESh W,-',-,-:: `'' " '
Design valid for use onlconnectors y ON THIS AND INCLUDED MITER REFERENCE PAGE MII- f u-
DesigApplicabilityvalid
for
design ly with eters and proper Fri design or c bot compased onent Is responsibility of building delsa
shown, 7473 BEFORE USE. 7777 Greenback Lane
is for lateral support of individual web members only. Additional temporary bracang foeinsrure abilify during�onsldruMonlisbuilding
ihe res component
erector. Additional permanent bracing Cr the overall structure is the responsibility of the building designer.For general guidance regardingSutle 109 '��®
Mil
fabrication,qualify control,storage,delivery,erection and bracing,consult g "Incgner-not}runs designer.Bracing shown Citrus Heights,CA,95610���
Safety Information available from truss Plate Institute.583 D'Onofrio Drive,Madison WI 53719. p billity of the
ANSI/WI7 3719. Criteria,DSB-89 and BCSII Building Compoent
MiTekm
Job Truss _ ----
Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex - -
509190 G2 ROOF TRUSS 4 1 R18393965
BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional)
6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:48 2005 Page 1
-1-6-0I 5-5-10
1-6-0 I 10-11-4
5-5-10
5-5-10
4x4= Scale=1:26.5
3
:4111111:or
.00 12
3x10
2(
I1,
w
IMI -! O
!A 6
5
3x4 II 3x10=
3x4 H
5-5-10 10-11-4
5-5-10
5-5-10
LOADING(psf) SPACING 2-0-0 CSI
TCLL 25.0 DEFL in (loc) 1/deft Ud PLATES GRIP
(Roof Snow 25.0) Plates Increase 1.15 TC 0.43 Vert(LL) -0.02 5-6 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.05 6-7 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.00 5 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:48 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-9-3 oc purlins, except
BOT CHORD 2 X 4 DF No.2 G end verticals.
WEBS 2 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
2-7 2 X 6 DF No.2,4-5 2 X 6 DF No.2
REACTIONS (lb/size) 7=560/0-5-8,5=431/Mechanical
Max Horz7=88(load case 19)
Max Uplift7=-667(load case 20),5=-620(load case 23)
Max Grav7=1307(load case 13),5=1122(load case 14)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/99,2-3=-1495/1007,3-4=-1514/1001,2-7=-1243/683,4-5=-1062/637
BOT CHORD 6-7=-809/969,5-6=-752/1134
WEBS 3-6=0/191,2-6=-788/1005,4-6=-822/959
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7)A plate rating reduction of 20%has been applied for the green lumber members. -IR(-
8)Refer to girder(s)for truss to truss connections.
9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. /
,+'
.' Y ,7
10)This truss has been designed for a total drag load of 165 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to
10-11-4 for 165.0 plf.
LOAD CASE(S) Standard
‘;'.':,:',:'''=..-;.,:' ,,A> ' f
IE.X (f Wi.)., PATE, ,t f -C,J
September 26,2005
., l.„ , ,,E,;,,, .TYk.;. 4... P 51W • vu 555 ,v ,c .s5:; 5:.WV,'t5`.c. ''8'.;,.. : 'I ,a.:
WARNING Veri design ' . OR ;" 1',:::1:1- .,. ��e :t, >a �'
�.,. Parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MIL7473BEFORE USE. '7777 Greenback Lane .gym
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA.95610-
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the i
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/TPII Quality Criteria,D5B-89 and BCSII Building Component
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison.WI 53719. M iTekm
t _
I Job --- --- -------__
';Truss Truss Type Qty I Ply Polygon-Canterbury Woods-Tri-plex
509190 iG3 R1839396
MONO TRUSS 1
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 2311:53:49 2005 Page 1
3-5-5 - i 7-0-5 10-11-4 i
3-5-5 3-6-15 3-10-15
1.5x4 II Scale=1:45.1
6
5
P
7.00 PT 6x6'i
4
1.5x4\\
1.4
1.1
3
'4
2
1 0100
1 111 Y
R F1
5.10 11
8 7
4x4 7- 8x8= 4x4=
5-2-13I 10-11-4
5-2-13
5-8-7
Plate Offsets(X,Y): [1:0-5-0,0-3-2],[8:0-4-0,0-4-4]
LOADING(psf) SPACING 2-0-0 CSI
TCLL 25.0 DEFL in (loc) 1/deft Ud PLATES GRIP
(Roof Snow 25.0) Plates Increase 1.15 TC 0.46 Vert(LL) -0.06 7-8 >999 240 MT20 185/144
TCDL 7.0 Lumber Increase 1.15 BC 0.86 Vert(TL) -0.13 7-8 >955 180
BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.01 7 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:124 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2 X 6 DF No.2 end verticals.
WEBS 2 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
4-8 2 X 4 HF Std WEBS 1 Row at midpt 5-7
SLIDER Left 2 X 6 DF No.2 1-11-12
REACTIONS (lb/size) 1=3209/0-5-8,7=3224/0-5-8
Max Horz1=166(load case 4)
Max Uplift1=-176(load case 5),7=-208(load case 4)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-3401/187,2-3=-3374/204,3-4=-3299/212,4-5=-91/60,5-6=-7/0,5-7=-111/27
BOT CHORD 1-8=-215/2854,7-8=-133/1551
WEBS 3-8=-49/57,4-8=-211/3492,4-7=-2435/188
NOTES
1)2-ply truss to be connected together with 10d Common(.148"x3")Nails as follows:
Top chords connected as follows:2 X 4-1 row at 0-9-0 oc,2 X 3-1 row at 0-9-0 oc.
Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc.
Webs connected as follows:2 X 3-1 row at 0-9-0 oc,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. F ';•
3)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and .1�," ,N_ <'
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. '"' Y %`, '; ,.
4)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i s 47 1 76:,,I,Pi"
6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection,
7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
8)Girder carries tie-in span(s):27-0-0 from 0-0-0 to 10-11-4
LOAD CASE(S) Standard
1)Snow:Lumber Increase=1.15,Plate Increase=1.15K‘,„\\N„
*
r ,' 'i '
Continued on page 2
IF l i D.,-,-E 1t Et, .-
September 26,2005
Evv :I:v t::ti v ...<i;:: . , s ,i, ,..lar ,,,-,? yvy ...may .i\ i„
�'�y WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL 7473 BEFORE USE. 7777 Greenback Lane e
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109
111
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610
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 regarding111
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component M ffekm
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
R18393R1839396509190
G3 MONO TRUSS 1
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11 53:49 2005 Page 2
LOAD CASE(S) Standard
Uniform Loads(plf)
Vert:1-7=-535(F=-515),1-5=-64,5-6=-64
- xMr. ... 9 `c f•;• ..;
e{s\ WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL7473BEFORE USE. 777777 Greenback LaneMAU
Design valid for use only with Mack connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610
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/T9I1 Quality Criteria,DSB-89 and BCSI1 Building Component M iTekm
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719,
-c
I
Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
R18393967
509190 GEG ROOF TRUSS 2 1
__ Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 2311:53:502005 Page 1
{ -1-6-0 I 55-10 I -- 10-11-4 I 12-5-4 1
1-6-0 5-5-10 5-5-10 1-6-0
4x4= Scale=1:27.5
5
1.5x4 I I
1.5x4 II
7.00 ' 6
4
1.5x4 II
i
1.5x4 11
3 7
3x4 I I
il ` 3x4
2 8
ii:.O•.'.❖i.:❖iiiiiiiiiiiiiii0O•iiiii..iiiiii..iii. iiiiiiii..iiiiii..iiiii'iii iiiiii..iiiiiiiii❖
•c4444 4:•X c4 44:dPsoO4+:4c 4:c c•�c 4:c c 4 c c c•+••4*:•::•���c�c:+:•:•:•:••c:c:c:c:c c i i•.
2x4 II 1.5x4 II 1.5x4 I I 1.5x4 II 1.5x4 II 1.5x4 I I•• 2x4
I 10-11-4
10-11-4
TCLL OADING(Psf)
250 SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP
(Roof Snow 25.0) Plates Increase 1.15 TC 0.39 Vert(LL) -0.03 9 n/r 120 MT20 185/148
TCDL 7.0 Lumber Increase 1.15 BC 0.11 Vert(TL) -0.04 9 n/r 90
BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 10 n/a n/a
BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:52 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except
BOT CHORD 2 X 4 DF No.2 G end verticals.
WEBS 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2X4HFStd
REACTIONS (lb/size) 18-r178/10-11-4,10=178/10-11-4,13=212/10-11-4,14=185/10-11-4,15=82/10-11-4,12=185/10-11-4,
11=82/10-11-4
Max Horz16=-98(load case 5)
Max Uplift16=-53(load case 7),10=-67(load case 8),14=-48(load case 7),15=-50(load case 6),12=-49(load case 8),
11=-44(load case 9)
Max Grav16=305(Ioad case 2),10=305(load case 3),13=212(load case 1),14=270(Ioad case 2),15=82(load case 1),
12=270(load case 3),11=82(Ioad case 1)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/99,2-3=-59/103,3-4=-30/137,4-5=-8/128,5-6=-8/128,6-7=-12/137,7-8=-38/103,8-9=0/99,2-16=-252/60,
8-10=-252/70
BOT CHORD 15-16=-109/87,14-15=-109/87,13-14=-109/87,12-13=-109/87,11-12=-109/87,10-11=-109/87
WEBS 5-13=-175/0,4-14=-221/69,3-15=-97/46,6-12=-221/69,7-11=-97/43
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2) 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 ,. (4
-
End Detail"
3)TCLL:ASCE 7-98;Pf=25,0 psf(flat roof snow);Exp B;Fully Exp, ti 1 , z
.:; ,1e
4)Unbalanced snow loads have been considered for this design,
5)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads, '-' cs, `^,
6)This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads.
7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
8)Gable requires continuous bottom chord bearing.
9)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). Kt,s,\,,
10)Gable studs spaced at 2-0-0 oc.
11)A plate rating reduction of 20%has been applied for the green lumber members.
12)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. , r,..
LOAD CASE(S) Standard
..X t)E; c,.:,—E 06-3C ,J
September 26,2005
ill z , 3;
��, ;1 � � � ��W;V ,tea o r-: r :A-. rte.. �. ,..._ .m yr, ,...,,,er ��- . �k. m��, , — ��.,
"as WARNING Verifydesign7777 Greenback Lane
g parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mft-7473 BEFORE USE. �®
6`Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 1 e
Applicability of design aramenters and proper incor oration of component is responsibility of buiIdin designer-not truss desi ner.Bracing shown Citrus Heights,CA,95610
PP N 9 P p P P P P Y 9 9 9 9
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/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component m
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. M ITek
•
i.
Job
Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
R1839396a1
509190 1H1 COMMON 1
., - 2 Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11.53:51 2005 Page 1
430 -_- 8-6-0 Ii
4-3-0 4-3-0
4x8 I I Scale=1:22.3
3
7,00 F1T "
A2 4
111111. *
1 5
Pa g iii
II
i Ili '72
II o
4x6 i 4x6
,/ 7 6 8 il2
4x8 II 3x10// 3x10\\ 4x8 II
I 3-2-4 i 5-3-12 8-6-0
3-2-4 2-1-8 3-2-4
Plate Offsets(X,Y): [1:0-3-2,0-2-7],[5:0-4-15,0-2-2]
LOADING(psf)
TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP
Plates Increase 1.15 TC 0.78 VertLL -0.04 5-6 >999 240 MT20 185/148
TCDLSnow=2 O Lumber Increase 1.15 BC 0.91 Vert(TL) -0.08 5-6 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(TL) 0.01 5 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:99 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 5-6-4 oc purlins.
3-5 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2 X 6 DF No.2
WEBS 2 X 4 HF Std *Except*
3-6 2 X 4 DF No.2-G
SLIDER Left 2 X 6 DF No.2 2-5-4,Right 2 X 6 DF No.2 2-5-4
REACTIONS (lb/size) 1=1353/0-5-8,5=2722/0-5-8
Max Horz1=-55(load case 5)
Max Upliftl=-37(load case 7),5=-88(load case 8)
Max Grav1=1802(load case 2),5=3713(load case 3)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-2804/55,2-3=-2703/65,3-4=-4524/112,4-5=-4623/100
BOT CHORD 1-7=-30/2221,6-7=-38/2198,6-8=-64/3720,5-8=-64/3720
WEBS 3-7=-13/102,3-6=-84/4176
NOTES
1)2-ply truss to be connected together with 10d Common(.148"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 6-3 rows at 0-4-0 oc.
Webs connected as follows:2 X 4-1 row at 0-9-0 oc.
ri
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. ..1 < = , .` 4
3)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and 41._
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 1
4)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
5)Unbalanced snow loads have been considered for this design.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
�8)A plate rating reduction of 20%has been applied for the green lumber members. g W _<'�fC E
9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,,-a "�
10)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)32831b down and 86Ib up at ,,
5-3-12,and 1412lb down and 37Ib up at 7-3-12 on bottom chord. The design/selection of such special connection device(s)is the ' , , t3'
responsibility of others.
Continued on page 2 .....,v
r RAT C' .-rE 16 *t
September 26,2005
s .'5- ah: M1P. T' ';,..4%,-"--',AM, E,,,..;: ,,,a1'',,,,,,,,W :;:5 7 :s .,, litM,ii ...EX;, ii:".ri' ...€ rte;... V ,111Mv<...iv ,81%1 .
/I WARNINGVerify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11dII-7473 BEFORE USE. 7777 Greenback Lane —....
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �I
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/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component M iTekm
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
• Job Truss -
Truss Type qty Ply Polygon-Canterbury Woods-Tri-plex
509190 H1 COMMON 1 R18393968
BMC West--Sherwood,Sherwood,Or. 97140 -- Job Reference(optional)
6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:51 2005 Page 2
LOAD CASE(S) Standard
1)Snow:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-5=-20,1-3=-64,3-5=-64
Concentrated Loads(Ib)
Vert:6=-2350(F)8=-1011(F)
ice. m: *Amu6A,,IAAARr,- A mf,-Alr , ./ ��ita,.. : '' AAAA:: ,.
_' .. - 93At,.. ... . Ate,::
a WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITERMD
REFERENCE PAGE -7473 BEFORE USE. 7777 Greenback Lane
St
,4>2.,,,
esign valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component. Suite 109 R
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 r
is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingII
fabrication,qualify control,storage,delivery.erection and bracing,consult ANSI/TPIt Quality Criteria,DSB-89 and BCSII Building Component M iTek®
Sate Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
I Job I Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
R1839396•
509190 H2 COMMON 1 1
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:52 2005 Page 1
I
4-3-0 I 8-6-0
I
4-3-0 4-3-0
4x4— Scale=1:22.3
3 I
7.00 12 rte,
4
2
1 5
.10011111111
I II
MA-_ 4x4
=, axa� �_
3x8 II �
r ,
2x4 II 3x8 II
I 4-3-0 I 8-6-0 I
4-3-0 4-3-0
Plate Offsets(X,Y): [1:0-3-8,0-2-14],[5:0-4-7,0-2-14]
TCLL LOADING(psf) SPACING 2-0-0 CSI DEFL in (loo) I/deft Ud PLATES GRIP
(Roof Snow=25.0) Plates Increase 1.15 TC 0.38 Vert(LL) 0.01 5-6 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.40 Vert(TL) -0.03 5-6 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(TL) 0.01 5 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:44 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 3 SPF Stud
SLIDER Left 2 X 6 DF No.2 2-5-4,Right 2 X 6 DF No.2 2-5-4
REACTIONS (lb/size) 1=852/0-5-8,5=852/0-5-8
Max Horz 1=55(load case 6)
Max Upliftl=-32(load case 7),5=-32(load case 8)
Max Grav1=905(load case 2),5=905(load case 3)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-923/33,2-3=-852/42,3-4=-852/42,4-5=-922/33
BOT CHORD 1-6=-6/699,5-6=-6/699
WEBS 3-6=0/700
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ;.\- ' `.1?, 4,
6)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. `
7)Girder carries tie-in span(s):8-0-0 from 0-0-0 to 8-6-0
q-. X,r a ''''
8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 4
LOAD GASE(S) Standard
11,Snow:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-5=-136(F=-116),1-3=-64,3-5=-64
r
C:'PRA- ON [r iL:t)1 r.. t: t
September 26,2005
€ 3f ,. -mr4.,:,,,N.4, , &,,,m.. ,,„,,,,,,,,,i,,,,4„, h� .,.,...1,,,,„ ..a 7 \.355 v1, „maw,
", %i'. .. .E r.., "ft
., i .. , ... ,:> ..
<<�� WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-74 73 BEFORE USE. 7777 Greenback Lane �.
Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. Cure 109 �1/
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights CA,95610
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 1111
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/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component MiTek®
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
Niiiiiiii [,
•
r ,
,. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex I
509190 HGE ROOF TRUSS 2 1
R1839397�
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:53 2005 Page 1
H -1-6-0 I 4-3-0 I 8-6-0 I 10-0-0
1-6-0 4-3-0
4-3-0 1-6-0
4x4= Scale=1:22.9
4
7.00 12 1.5x4 II
1.5x4 II
3 5
•
3x4 II3x4 II
2 6
i —
m
7 d
•••0.000•.04❖.•••••••.D❖.000•.0•.SOD•.00004•.00OD4•.SODDDD•.O••❖.S••••••O•
:: :•:•i•:•*:••.'.'i❖.'.O•.'i :•.'W:'.'.•i0:+:•.O'i.'.'.'.O i:'.❖•W.'.'.•i•.':i•i44.:'i i0•i'i•. 44•:'i'i'i:•:
•2x4 I-•-__•-_---__--•-L5x4 IL1.5x411
_♦___•---_-_••-•_ .=•_•_•-__-•--_=•=•1.5x4 II•♦____----__•-•-•=2x4
8-6-0 I
8-6-0
L
TOADING(psf)50 SPACING 2-0-0 CSI DEFL in (loc) I/deft lid PLATES GRIP
(Roof Snow 25.0) Plates Increase 1.15 TC 0.39 Vert(LL) -0.03 7 n/r 120 MT20 185/148
TCDL 7.0 Lumber Increase 1.15 BC 0.09 Vert(TL) -0.04 7 n/r 90
BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 8 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:39 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2 X 4 HF Std
REACTIONS (lb/size) 12=186/8-6-0,8=186/8-6-0,10=236/8-6-0,11=145/8-6-0,9=145/8-6-0
Max Horz 12=82(load case 6)
Max Upliftl2=-70(load case 7),8=-77(load case 8),11=-42(load case 6),9=-36(load case 5)
Max Grav12=307(load case 2),8=307(load case 3),10=247(load case 9),11=189(load case 2),9=189(load case 3)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/99,2-3=-38/157,3-4=-6/170,4-5=-6/170,5-6=-26/157,6-7=0/99,2-12=-266/80,6-8=-266/85
BOT CHORD 11-12=-140/81,10-11=-140/81,9-10=-140/81,8-9=-140/81
WEBS 4-10=-198/5,3-11=-174/60,5-9=-174/58
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2) 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"
3)TOLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads, '_'} ,,,
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
8)Gable requires continuous bottom chord bearing. e4
9)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). ''
10)Gable studs spaced at 2-0-0 oc. 1 }_
11)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Ksissss\ . '
-1 P 1 " or..! Cr, E '11 j
September 26,2005
,ww, ,A ,0 , ..: .. mo',AW M; r s ,4.,,,,,,,,,v .,. i W:{ ,... .ski SMP.. 0 M.,,
(:2 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane ��•
Design valid for use only with MiTek connectors,This design is based only upon parameters shown,and is for an individual building component.
Suite 109
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights.CA,95610-- _
is for otsupport + �
of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility 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/TPI1 Quality Criteria.OSB-89 and 8CSI1 Building Component M iTekm
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
1
Job I Truss Truss Type Qty Ply I Polygon-Canterbury Woods-Tri-plex
R18393971
509190 JA1 ROOF TRUSS 3 1
_._ Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11.53:54 2005 Page 1
I -2-1-4 I - 2-0-0 I 2-9-6
2-1-4 2-0-0 0-946
oioioiiiioioi
;;r Scale=1:14.8
r
3 b
5.00 12 .-.-.-.-•-•-
3x4
2 ,/ i
.p-N400i,. N
N
11111°'.411413.. 111111'Illill
6'/ ,�
15x4 H 2-0-0 3x4=r 2-9-6 1
2-0-0 0-9-6
Plate Offsets(X,Y): [5:Edge,0-1-8]
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.00 6 >999 240 MT20 197/144
(Roof Snow=25.0) Lumber Increase 1.15 BC 0.04 VertTL -0.00 5-6 >999 180
BCLDL 0.0 7.0
Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 4 n/a n/a
BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:13 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 6=304/0-5-8,4=19/Mechanical,5=19/0-5-8,3=-6/0-5-8
Max Horz6=73(load case 5)
Max Uplift6=-51(load case 5),4=-5(load case 5),5=-34(load case 5),3=-133(load case 7)
Max Grav6=434(load case 7),4=19(load case 1),5=38(load case 2),3=21(load case 5)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 2-6=-415/60,1-2=0/97,2-3=-63/4,3-4=-6/6
BOT CHORD 5-6=-63/0
WEBS 2-5=-0/77
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6)Refer to girder(s)for truss to truss connections. r ;=e
7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3.
8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ` S%�` '/,,I,
LOAD CASE(S) Standard PFK\s\s, ,
r7,,
P,
p;
September 26,2005
m ;Q::k.10,, 7(4,,',%-, ,, ',,-.0-',' 1;ter ai4,1, .,1,41X,-... tom... ,;mow. f ne ,,:i omuw8 ,,, ..
AFI Ts WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MD-7473 BEFORE USE. 7777 Greenback Lane , t min
®
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Curie 109
Citrus Heights,CA,95610APPlicabilitY of design paramenters and proper incorporation of component is responsibility of buildingdesigner-not truss designer.Bracingshown ----
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the a
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/T9I1 Quality Criteria,DSB-89 and BCSI1 Building Component M iTek`
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
_ Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tn-plex
R1839397
509190 JA2 ROOF TRUSS 2 1
L __ Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53.55 2005 Page 1
-2-1-4 2-0-0 5-6-15 1
2-1-4 2-0-0 3-6-15 4
Scale=1:20.1
ds
5.00 12
3
_ 3x4
m
2 -, A
Milli1,11-
II
M- X4.
115x4 II 2-0-0 3x4
2-0-0
Plate Offsets(X,Y): [5:Edge,0-1-8]
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.00 6 >999 240 MT20 197/144
(Roof Snow=25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 5-6 >999 180
TCDL 7.0 Rep Stress Incr YES WB 0.06 Horz(TL)
TL) -0.00 4 n/a n/a
BCDL 10.0BCLL 0.0
Code IBC2003/TP12002 (Matrix) Weight:17 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 6=304/0-5-8,4=109/Mechanical,5=19/0-5-8,3=84/0-5-8
Max Horz6=98(load case 5)
Max Uplift6=-24(load case 3),4=-29(load case 5),5=-51(load case 5),3=-113(load case 7)
Max Grav6=433(Ioad case 7),4=109(load case 1),5=38(load case 2),3=84(load case 1)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 2-6=-414/33,1-2=0/97,2-3=-63/0,3-4=-33/33
BOT CHORD 5-6=-88/0
WEBS 2-5=-0/107
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6)Refer to girder(s)for truss to truss connections. '''e..
7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 1',.
8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 ", < °'w �'
LOAD CASE(S) Standard ,r i 6 P F 'r
v6.
1...,L.,,,-;;_,,,,,, -.
September 26,2005
,,,p, ,r•, , , Awa r. MIEN,.. .., AP:,:.4i, - • ..i 4 E, m,..1. e : t.. €a Wit., .
y WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE 7777 Greenback Lane or.
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109
A Citrus Heights,CA,95610 II
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 11
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/TP11 Quality Criteria,DSB-89 and BCSII Building Component M 7ekl°
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
-
I Job _ ---_—_--- - - _ -
Truss Truss Type 7-Qty Ply Polygon-Canterbury Woods-Tri-plex
R18393973
1509190 JA3 ROOF TRUSS 2 1
• -_-__...-. ___ _ Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11 53:56 2005 Page 1
-2-1-4 I 6-0-0
2-1-4
6-0-0
3
Scale=1'22.4
5.00171-2-
3x4
.00 123x4
2
e
rX
5� \!
1.5x4 I I 3x4=
6-0-0 I
6-0-0
LOADING(psf)
TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP
(Roof Snow=25.0) Plates Increase 1.15 TC 0.63 Vert(LL) -0.06 4-5 >999 240 MT20 197/144
TCDL 7,0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.16 4-5 >446 180
BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:26 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 5=409/0-5-8,3=154/Mechanical,4=59/0-5-8
Max Horz5=102(load case 5)
Max Uplift5=-46(load case 5),3=-34(load case 5)
Max Grav5=409(load case 1),3=154(load case 1),4=118(load case 2)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 2-5=-350/76,1-2=0/97,2-3=-80/45
BOT CHORD 4-5=-92/0
WEBS 2-4=0/94
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6)Refer to girder(s)for truss to truss connections.
7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,fir ,
LOAD CASE(S) Standard g;
3: 'y' .fir. .✓?
54 c
A3 t
X41
I -XPIPiC
CrE rl-
September 26,2005
344
WARNING Verify designnppra- meters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MD�74�73 BEFORE 'we g � Greenback
-* � USE. 7777 GrLane •
II�Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 =um
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
111 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/TPl1 Quality Criteria,DSB-89 and BCSI1 Building Component M r r■
ake
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719.
Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
R1839397,
509190 JA4 MONO TRUSS 3 1
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:57 2005 Page 1
-2-1-4 6-0-0
2-1-46-0-0
1.5x4 I I Scale=1:25.0
3
5.00 12
3x4
2
r
IOM
*NI Ora
1.5x4 II 3x4=
6-0-0
6-0-0
TCLLOADING(psf)5 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP
(Roof Snow=25.0) Plates Increase 1.15 TC 0.75 Vert(LL) -0.14 4-5 >505 240 MT20 185/144
TCDL 7-0 Lumber Increase 1.15 BC 0.78 Vert(TL) -0.36 4-5 >191 180
BCLL 0.0 Rep Stress[nor NO WB 0.04 Horz(TL) -0.00 4 n/a n/a
BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:29 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2 X 4 DF 1800F 1.6E end verticals.
WEBS 2 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
2-5 2 X 4 HF Std
REACTIONS (lb/size) 5=644/0-5-8,4=443/0-5-8
Max Horz5=102(load case 4)
Max Uplift5=-75(load case 5),4=-23(load case 4)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/99,2-3=-82/46,3-4=-156/35,2-5=-356/95
BOT CHORD 4-5=-93/6
WEBS 2-4=0/77
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1.
7)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)Snow:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:4-5=-100(F=-80),1-2=-64,2-3=-64 `
K\\\\'' -'jf7
September 26,2005
#v .'i •i' e., own ;:,fir •_ ... Iz �n a313 ::.. .. .,1" I _ £. • ... ••
a WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL 7473 BEFORE USE. 7777 Greenback Lane r�
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109
Applicability of design paramenfers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610..
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 11
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/TPII Quality Criteria,DSB-89 and BCSI1 Building Component MiTek®
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719.
.. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Triplex
509190 JAS ROOF TRUSS 6 1 R18393975
BMC West--Sherwood,Sherwood,Or. 97140 - Job Reference(optional)
6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:58 2005 Page 1
-2-1-4 6-0-0
2-1-4 6-0-0 l
3
Scale=1:22.4
•••,
5.005-2-
3x4
2
ir
N r.
-, ►i,
1.5x4 II 3x4=
6-0-0
6-0-0
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP
TCLL 25.0
Plates Increase 1.15 TC 0.65 Vert(LL) -0.06 4-5 >999 240 MT20 185/144
(Roof Snow 25.0) Lumber Increase 1.15 BC 0.36 Vert(TL) -0.15 4-5 >456 180
TCDL 7.0 Rep Stress'nor YES WB 0.05 Horz(TL) -0.00 3 n/a n/a
BCLL 0.0 Code IBC2003/TPI2002
BCDL 10.0 (Matrix) Weight:26 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 4 HF Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
2-4 2 X 3 SPF Stud
REACTIONS (lb/size) 3=151/Mechanical,5=411/0-5-8,4=59/0-5-8
Max Horz5=103(load case 5)
Max Uplift3=-33(load case 5),5=-47(load case 5)
Max Grav3=151(load case 1),5=411(load case 1),4=117(load case 2)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/99,2-3=-80/44,2-5=-353/77
BOT CHORD 4-5=-92/0
WEBS 2-4=-0/95
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6)Refer to girder(s)for truss to truss connections.
7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
ti r
LOAD CASE(S) Standard 6 (,)
5766 PE
'(I,:''',.. . :;'=',,,,____-,...y
`;Y C € ul i ,E r
September 26,2005
faksala t{.. am..
WARNING Verify deign parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-9473 BEFORE USE. 7777 Greenback Lane tee®
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the res pansibillity of the 1
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardinga is
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component M iTele%
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
Job Truss -�- _--- -- __
Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
509190 JA6 ROOF TRUSS 11 1 R1839397:
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or, 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:53:59 2005 Page 1
-2-1-4 3-2-0
2-1-4 3-2-0
3
Scale=1:15.5
5.00 pff
3x4
2
1111111;41114.. 11111.1„.
11.5x4 I I 3-2-0 3x4
3-2-0
Plate Offsets(X,Y): [4:Edge,0-1-8]
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP
(Roof
TCLL 25.0 Plates Increase 1.15 TC 0.65 VertLL -0.00 4-5 >999 240 MT20 185/144
TCDLSnow 2 O Lumber Increase 1.15 BC 0.10 Vert(TL) -0.01 4-5 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:16 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-0 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals,
WEBS 2 X 4 HF Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
2-4 2 X 3 SPF Stud
REACTIONS (lb/size) 3=31/Mechanical,5=321/0-5-8,4=30/0-5-8
Max Horz5=77(load case 5)
Max Uplift3=-84(load case 7),5=-54(load case 5),4=-14(load case 5)
Max Grav3=31(load case 1),5=409(load case 7),4=60(load case 2)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/99,2-3=-57/5,2-5=-379/69
BOT CHORD 4-5=-67/0
WEBS 2-4=-0/73
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. (}
6)Refer to girder(s)for truss to truss connections. ',y
7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard 'r''
f�.
September 26,2005
.; •i .... • ��.... ;<..., •
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN 7473 BEFORE USE. 7777 Greenback Lane 1=1,10
111 Design valid for use only Hath MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109
ms
Applicability of design commenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610
is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the I
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/T911 Quality Criteria,DSB-89 and BCSIl Building Component M iTek°
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
a
Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
R18393977
509190 JA7 ROOF TRUSS 2 1
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:00 2005 Page 1
-2-1-4 2-0-0 I -5-0-0
2-1-4 2-0-0 3-0-0 3
Scale=1:19.0
5.00 12 ••••.
3x4
r 2
m
115x4 II 2-0-0 3x4 F 5-0-0
2-0-0 3-0-0
Plate Offsets(X,Y): [4:Edge,0-1-8]
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP
TCLL(Roof Snow 25.0) Plates Increase 1.15 TC 0.63 Vert(LL) -0.00 5 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 4-5 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:16 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 5=343/0-5-8,3=116/Mechanical,4=19/0-5-8
Max Horz5=93(load case 5)
Max Uplift5=-28(load case 5),3=-27(load case 7),4=-48(load case 5)
Max Grav5=363(load case 7),3=116(load case 1),4=38(load case 2)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 2-5=-344/37,1-2=0/97,2-3=-70/33
BOT CHORD 4-5=-83/0
WEBS 2-4=-0/101
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6)Refer to girder(s)for truss to truss connections.
7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
� y
1
September 26,2005
`�'..... { ... ...�.,:' a
.a' WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. 7777 Greenback Lane
A
-'D� Suite 109
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citrus Heights,CA.95610
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown rW1wM
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/TPII Quality Criteria,DSB-89 and BCSI1 Building Component MiTek6
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
Job ---- -._
Qty Ply
Truss Truss Type - --- --- ---
•
Polygon-Canterbury Woods-Tri-plex
' 509190 �JA9 ROOF TRUSS 1 1 R18393978
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:01 2005 Page 1
-2-1-4I 5-0-0
I
2-1-4 5-0-0
3
Scale=1:19.0
•
5.00 l -•••
3x4
ci 2
r
Old W.
OM
W.
1.5x4 II 5-0-0 3x4
5-0-0
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Lid PLATES GRIP
(Roof
TCLL 25.0 Plates Increase 1.15 TC 0.65 Vert LL -0.03 4-5 >999 240 MT20 185/144
TCDLSnow 2 0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.07 4-5 >800 180
BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:23lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 4 HF Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
2-4 2 X 3 SPF Stud
REACTIONS (lb/size) 3=113/Mechanical,5=375/0-5-8,4=49/0-5-8
Max Horz5=94(load case 5)
Max Uplift3=-30(load case 7),5=-49(load case 5)
Max Grav3=113(load case 1),5=399(load case 7),4=97(load case 2)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/99,2-3=-70/32,2-5=-351/73
BOT CHORD 4-5=-83/0
WEBS 2-4=-0/86
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6)Refer to girder(s)for truss to truss connections.
7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ' `
LOAD CASE(S) StandardK\s\• -
E
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September 26,2005
_M0,..;; f,,K * ;=moi „A., kk kk. ..
\v ?%
-b WARNING Verify designparameters and READ NOTES ON THIS AND INCLUDED MITES'REFERENCE PAGE MD-7473 BEFORE USE. 7777 Greenback Lane
���
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 rr
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the +1lommowo
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding1111
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl qualify Criteria,DSB-89 and BCSII Building Component M iTele
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
R18393979
509190 JB1 ROOF TRUSS 2 1
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 S Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:02 2005 Page 1
-1-6-0 2-9-14 8-0-0
1-6-0
2-9-14 5-2-2
Scale=1:15.4
3 1
ri
7.00 NT
3x5 t-
•
2
S5
o—
5♦ 4
1.5x4 II
4x6=
2-9-14 8-0-0
2-9-14
5-2-2
TCLL 2
LOADING(psf)5 0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP
(Roof Snow 25.0) Plates Increase 1.15 TC 0.36 Vert(LL) 0.00 5 "" 240 MT20 185/148
TCDL 7.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.30 4-5 >315 180
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:27 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3=43/Mechanical,5=298/0-5-8,4=79/Mechanical
Max Horz5=73(load case 4)
Max Uplift3=-46(load case 6),5=-24(load case 4)
Max Grav3=43(load case 1),5=346(load case 6),4=79(load case 1)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/95,2-3=-57/14,2-5=-268/64
BOT CHORD 4-5=-68/0
WEBS 2-4=-0/68
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5)Refer to girder(s)for truss to truss connections.
6)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
=4
-K\s„\,
Pi RAT o 30 1
R _y
aS-
s
September 26,2005
/I1 WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB 7473 BEFORE USE. 7777 Greenback Lane
Design valid for use only with Mink connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown
Citrus Heights,CA,95610 ammo
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/TPII Quality Criteria,DSB-89 and BCSII Building Component m
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. M ITek
- J Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-pies
R1839398.
.- 509190 JB10 ROOF TRUSS 2 1
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:03 2005 Page 1
-1-6-0 2-0-0I 5-11-11 i
1-6-0 2-0-0 3-11-11
3 v Scale=t22.3
r
7.00 riy
m
c5
'—#0-,
2
Io;
►a ►—i
1.5x4 II 2-0-0 384-
2-0-0
TCLLOADING(psf)50 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
(Roof Snow 25.0) Plates Increase 1.15 TC 0.47 Vert(LL) -0.00 5 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 4-5 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:16 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 5=317/0-5-8,3=166/Mechanical,4=19/0-5-8
Max Horz5=112(load case 5)
Max Uplift5=-21(load case 5),3=-49(load case 5),4=-26(load case 5)
Max Grav5=317(load case 1),3=166(load case 1),4=38(load case 2)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 2-5=-298/30,1-2=0/92,2-3=-98/65
BOT CHORD 4-5=-107/0
WEBS 2-4=-0/113
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MIA/FRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6)Refer to girder(s)for truss to truss connections.
7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r t F"° -,.
LOAD CASE(S) Standard
y
Ki\\,..„ , ..:. ,...17
„µ
.
y,Sf+ Z
September 26,2005
,, ,,,oht., 4'8 89. .',Ii”, ,.fes.,€ ,,, • , ,,,M,E4
f(y,• WARNING Verify designparameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane
Design valid tor g o use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610- R
is lateral support
of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the II II
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/T811 Quality Criteria,DSB-89 and BCSI1 Building Component MiTek`
Safety Information available from Truss Plate Institute,583 C'Onofrio Drive,Madison.WI 53719.
•
Job TrussTruss Type Qty Ply Polygon-Canterbury Woods-Tri-plex - -
R18393981
1509190 JB2 ROOF TRUSS 1 1
L Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:04 2005 Page 1
-1-6-0 3-11-11 8-0-0
1-6-0
3-11-11 4-0-5
3 -
Scale=1:17.0
7.00 riT
u
M
3x5
2
0-
I1
rm IM
o
=, 4
1.5x4 I I 3-11-11 8-0-0 4x6=�
3-11-11 4-0-5
TCLL LOADING(psf25 p SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
(Roof Snow 25.0) Plates Increase 1.15 TC 0.36 Vert(LL) 0.00 5 **** 240 MT20 185/148
TCDL 7.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.30 4-5 >315 180
BCLL 0.0 Rep Stress Ina' YES WB 0.04 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code IBC2003rTP12002 (Matrix) Weight:29 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3=91/Mechanical,5=323/0-5-8,4=79/Mechanical
Max Horz5=88(load case 4)
Max Uplift3=-23(load case 4),5=-20(load case 4)
Max Grav3=91(load case 1),5=334(Ioad case 6),4=79(load case 1)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/95,2-3=-70/34,2-5=-256/59
BOT CHORD 4-5=-83/0
WEBS 2-4=0/83
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TOLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5)Refer to girder(s)for truss to truss connections.
6)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard w;Ca
{
� I
( -X( [t„
September 26,2005
• - 7.€ :-__ '
*-a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MU-7493 BEFORE USE. 7777 Greenback Lane
nW
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 11191Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610
is for lateral support of individual web member only. Additional temporary bracing to insure stability during construction is the responsibillify of the
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding1111
fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component M Tek®
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
L
Job I Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
R18393982
509190 JB2A ROOF TRUSS 1 1
_ Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:05 2005 Page 1
3-6-3 7-6-8
3-6-3
4-0-5
2
Scale=1.17.0
7.00 Hy
3x5
1
Id
4*
3
.5x4 I I 3-6-3 I 7-8-8 4x6=i
3-6-3 4-0-5
LOADING(psf)
TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
(Roof Snow=25.0) Plates Increase 1.15 TC 0.17 Vert(LL) 0.00 4 "" 240 MT20 185/148
TCDL 7.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.24 3-4 >377 180
BCLL 0.0 Rep Stress'nor YES WB 0.02 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:25 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 2=101/Mechanical,4=174/0-5-8,3=74/Mechanical
Max Horz4=54(load case 4)
Max Uplift2=-32(load case 4)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-41/41,1-4=-101/3
BOT CHORD 3-4=-46/7
WEBS 1-3=-7/47
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
4)Refer to girder(s)for truss to truss connections.
5)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
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September 26,2005
mar _.. rx . . ..
WARNING ver7777 Greenback Lane
Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT 7473 BEFORE USE. ���
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Cit u 109
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610
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/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component M iTekm
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
F
•
- Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
R18393983
509190 JB3 ROOF TRUSS 1 1
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:06 2005 Page 1
-1-6-0 5-11-11
8-0-0
1-6-0 5-11-11
2-0.5
3
Scale:1/2"=1'
7-00r 12
3x5
2
;muos,
*Xi
*, 4
1.5x4 I I 4x6_
5-11-11 8-0-0
5-11-11 2-0-5
TCLL LOADING(psf)
5 p SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP
(Roof Snow 25.0) Plates Increase 1.15 TC 0.46 Vert(LL) 0.00 5 **** 240 MT20 185/148
TCDL 7.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.30 4-5 >315 180
BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:32 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3=164/Mechanical,5=379/0-5-8,4=79/Mechanical
Max Horz5=113(load case 4)
Max Uplift3=-48(load case 4),5=-19(load case 4)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/95,2-3=-98/64,2-5=-300/58
BOT CHORD 4-5=-108/0
WEBS 2-4=-0/108
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5)Refer to girder(s)for truss to truss connections.
6)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard /f-•:"
r..
1
( Y F [ '-E t} 06
September 26,2005
if n: n . :y %o1, Awn • goc, yrs: .;
L.„ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITRE REFERENCE PAGE MB-7473 BEFORE USE. 7777 Greenback Lane
IP
Suite
Suite 109
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citrus Heights,CA,95610--
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 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/TPII Quality Criteria,DSB-89 and BCSII Building Component
Safety Information available from Truss Plate Institute 583 D'Onofrio Drive,Madison,WI 53719. M ITek
- Job Truss Truss Type Oty Ply Polygon-Canterbury Woods-Tri-plex
R1839398
509190 JB3A ROOF TRUSS 1 1
Job Reference(optional) _
BMC West—Sherwood,Sherwood,Or, 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:07 2005 Page 1
�-
5-6-3 7-6-8
5-6-3 2-0-5
2
Scale:1/2"=1'
7.00 FIT
3x5
1111111111111111111111.111111111111111111111.....m......._i_._11!
►� Id
3
1.5x4 II 4x6=
5-6-3 7-6-8
5-6-3 2-0-5
TCLL LOADING(psf)
25 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
(Roof Snow=25.0) Plates Increase 1.15 TC 0.46 Vert(LL) 0.00 4 **** 240 MT20 185/148
TCDL 7,0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.24 3-4 >377 180
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:28 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 2=165/Mechanical,4=238/0-5-8,3=74/Mechanical
Max Horz4=79(load case 4)
Max Uplift2=-52(load case 4)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-66/66,1-4=-165/6
BOT CHORD 3-4=-72/8
WEBS 1-3=-8/72
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
4)Refer to girder(s)for truss to truss connections.
5)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
•[
F`1
c
0' [ ; F
September 26,2005
,baS/f?; .PfP• .4/: f,s .s4%44 41444 44'%11r44n,ryyy-'
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. 7777 Greenback Lane
Fes. Suite 109
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citrus Heights CA,95610 E�
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 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/TPII Quality Criteria,DSB-89 and BCSI1 Building Component MiTek®
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
i.
Job Truss Truss Type - Qty Ply Polygon-Canterbury Woods-Tri-plex
R18393985
_ 509190 JB4 ROOF TRUSS 1 1
Job Reference(optional)
BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:08 2005 Page 1
-1-6-0l 7-11-11 8-9-0
1-6-0 7-11-11 3 0-0-5
P Scale=1:30.5
7.00 NT
3x5 i
2
I, 4WN_ILINE__Iv
I1
IA
S tom: 6
0
_ 4
1.5x4 II 4x6=
I
7-11-11 81-0
7-11-11 0-0-5
TCLL 2
LOADING(psf)5 0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP
(Roof Snow 25.0) Plates Increase 1.15 TC 0.92 Vert(LL) 0.00 5 ""• 240 MT20 185/148
TCDL 7.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.30 4-5 >315 180
BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:35 lb
LUMBER BRACING
TOP CHORD 2 X 4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3=232/Mechanical,5=438/0-5-8,4=79/Mechanical
Max Horz5=138(load case 4)
Max Uplift3=-71(load case 4),5-20(load case 4)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/95,2-3=-104/92,2-5=-360/59
BOT CHORD 4-5=-133/0
WEBS 2-4=-0/133
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5)Refer to girder(s)for truss to truss connections.
6)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
i, 3 R�1
. s'
K\s\s„..„ '!. ..!
s1�
e) Ai
September 26,2005
,mpdmR,,, '14 . ,;i: .'�'i „ga „,:: .; ,.. .< "I€k,. .awv ,5,59.3, .49 ...fit �.....'i. \oE4.
7. rm
�y� WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. 7777 Greenback Lane
Design valid for use only with MiTek connectors,This design is based only upon parameters shown,and is for an individual building component. Suite 109
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 r
r
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingII
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1PI1 Qualify Criteria,DSB-89 and BCSII Building Component 4m
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. MITek
Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
R1839398
509190 JB4A ROOF TRUSS 1 1
_. Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:09 2005 Page 1
7-6-3 7-1-8
7-6-3
21143-5
Scale=1:30.2
7.00 12
3x5
1
IMINIMMIMmimimommimmimiw,; IM
Ifig d
3
1.5x4 II 4x6=
7-6-3 7d1-8
7-6-3 0-0-5
TOCLL ADING(psf25 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
(Roof Snow 25.0) Plates Increase 1.15 TC 0.90 Vert(LL) 0.00 4 "" 240 MT20 185/148
TCDL 7.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.24 3-4 >377 180
BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:32 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2X 4 HF Std
REACTIONS (lb/size) 2=229/Mechanical,4=302/0-5-8,3=74/Mechanical
Max Horz4=104(load case 4)
Max Uplift2=-73(load case 4)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-92/92,1-4=-229/9
BOT CHORD 3-4=-97/9
WEBS 1-3=-9/97
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TOLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
4)Refer to girder(s)for truss to truss connections.
5)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
P'.
so ,^
1 '
PI FAT. ) [t,^..F rl
September 26,2005
€l ".l ,! .I vls :" .> .f. _ .c�T..,,, ami.,, .S:•:",,
fa, WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. 7777 Greenback Lane mom
��
Design valid for use only with MiTek connectors.This desgn is based only upon parameters shown,and is for an individual building component. Suite 109
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 -- 11
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the rom
IIerector. 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/1Pit Quality Criteria,DSB-89 and BCSI1 Building Component MiTek®
Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719.
- •I Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tn-plex
R18393987
_ 509190 JB5 ROOF TRUSS 1 1
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:10 2005 Page 1
-1-6-0 8-0-0 9-11-11
1-6-0 8-0-0 1-11-11 4
`^ Scale=1:36.8
a
3
7.00 HY ►_�
•
•
rd
3x5
2
mor
h
►1
8 5
1.5x4 II 4x6=
8-0-0l 9-11-11 i
8-0-0 1-11-11
LOADING(psf)5 0 SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP
TCLL 2
(Roof Snow 25.0) Plates Increase 1.15 TC 0.93 Vert(LL) 0.00 6 **** 240 MT20 185/148
TCDL 7.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.30 5-6 >315 180
BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) -0.01 4 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:39 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 4=63/Mechanical,6=439/0-5-8,5=79/Mechanical,3=296/0-5-8
Max Horz6=163(load case 4)
Max Uplift4=-20(load case 4),6=-4(load case 4),3=-91(load case 4)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/95,2-3=-104/93,3-4=-25/25,2-6=-361/43
BOT CHORD 5-6=-158/0
WEBS 2-5=-0/158
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5)Refer to girder(s)for truss to truss connections.
6)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3.
7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard `, tf
1 P(-
l
EX C ON DATE ,1 ( !
September 26,2005
Iv, '^ ... � ••:. £r1 s .; • }:1' :f E • E • .. ::A , ",ii ,..Y,,,. ,
12.?„,, WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. 7777 Greenback Lane ���\
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citru 109
Citrur
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown s Heights,CA,95610
is for lateral support of individuol web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the I
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/TPII Quality Criteria,DSB-89 and BCSI1 Building Component M ITek6
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
Job Truss I Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
R1839398-
509190 JB5A ROOF TRUSS 1 1
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:10 2005 Page 1
7-6-8 9-6-3
7-6-8 1-11-11 3
Scale=1:36.6
..- d
7.00 12 2
•
3x5
1
mummimilmimmmummim
5 4
1.5x4 II 4x6-
7-6-8 9-6-3
7-6-8 1-11-11
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.90 Vert(LL) 0.00 5 "" 240 MT20 185/148
(Roof Snow 25.0) Lumber Increase 1.15 BC 0.40 Vert(TL) -0.24 4-5 >377 180
TCDL 7.0 Rep Stress Incr YES WB 0.05 Horz(TL)
TL) -0.00 3 n/a n/a
BCDL 10.0BCLL 0.0
Code IBC2003/TPI2002 (Matrix) Weight:35 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2X 4 HF Std
REACTIONS (lb/size) 3=63/Mechanical,5=303/0-5-8,4=74/Mechanical,2=293/0-5-8
Max Horz5=129(load case 4)
Max Uplift3=-20(load case 4),2=-93(load case 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-93/92,2-3=-25/25,1-5=-229/0
BOT CHORD 4-5=-122/10
WEBS 1-4=-10/123
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
4)Refer to girder(s)for truss to truss connections.
5)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2.
6)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
r c
1
is
P-,2"
` 4
;yl 1 CSA ;F
September 26,2005
3.1a.,, V14. •,51W .. .:v +),3,'9 a .; ;WNW �,YS; "iii. ...1.1
\s WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane
fi
Design valid for use only with MiTek connectors,This design is based only upon parameters shown,and is for an individual building component. Cure 109
Citrus Heights,CA,95610��
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown olommr Nor
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the MMUS
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding a4
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI1 Building Component M ITe4 T
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
i.
Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
R1839398
509190 JB6 ROOF TRUSS 2 1
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:11 2005 Page 1
-1-6-0 8-0-0I 11-11-11
1-6-0 8-0-0 3-11-11 4
.:1 r
v Scale=1:43.2
7.00112 3
►t
" r
cq
3x57-
2
,Ii
;, n
6 5
1.5x4 IF 4x6=
8-0-0
8-0-0
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.93 Vert(LL) 0.00 6 *5.5 240 MT20 185/148
(Roof Snow 25.0) Lumber Increase 1.15 BC 0.35 Vert(TL) -0.30 5-6 >315 180
TCDL 7.0 Rep Stress lncr YES WB 0.08 Horz(TL)
TL) -0.01 4 n/a n/a
BCDL 10.0BCLL 0.0
Code IBC20031TPI2002 (Matrix) Weight:42 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 4=127/Mechanical,6=439/0-5-8,5=79/Mechanical,3=360/0-5-8
Max Horz6=188(load case 4)
Max Uplift4=-41(load case 4),3=-112(load case 4)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/95,2-3=-126/93,3-4=-51/51,2-6=-361/26
BOT CHORD 5-6=-183/0
WEBS 2-5=-0/184
NOTES
1)Wind:ASCE 7-98;90mph,h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5)Refer to girder(s)for truss to truss connections.
6)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3.
7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
tT`
LOAD CASE(S) Standard °e
y.
'r
,iri
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-,>( I..) a DATE 11 I
September 26,2005
•a. '; ...ftme 1; ....r. .:;,..Yk : ^. . .;, , kAtfIi ., .,. .. .. a?M8?,;. , , .L.y. AS I€ .... '1lttfM ..; zi i,.,. �. M,r ��\..
F b a WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane ��m
Design valid for use only with MiTek connectors.This design is based only upon parameters shown and is for an individual building component. Suite 109
Citrus Heights,CA,95610
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 responsibillity of the 1
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding III
fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component m
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. MiTek*
•
Truss Type Qty 1 Ply Polygon-Canterbury Woods-Tri-plex
- Job
509190 JBTruss
7 ROOF TRUSS 1 1 R18393990
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11.-54:12 2005 Page 1
-1-6-0 8-0-0 12-0-0 13-4-11
1-6-0 8-0-0 4-0-0 1-4-18
Scale:1/4"=1
4 d
7.00 12
ll3
.t
0
3x5 i
2
,Ie
1 ril
7 6
1.5x4 I I 4x6=
8-0-0
8-0-0
TCLL 2
LOADING(psf)5 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP
(Roof
Plates Increase 1.15 TC 0.93 VertLL 0.00 7 "" 240 MT20 185/148
TCDLSnow 2 O Lumber Increase 1.15 BC 0.35 Vert(TL) -0.30 6-7 >315 180
BCLL 0.0 Rep Stress InaYES WB 0.09 Horz(TL) -0.01 5 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:44 lb
LUMBER BRACING
TOP CHORD 2 X 4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) 5=45/Mechanical,7=439/0-5-8,6=79/Mechanical,3=361/0-5-8,4=173/0-5-8
Max Horz7=206(Ioad case 4)
Max UpliftS=-14(Ioad case 4),3=-112(load case 4),4=-55(load case 4)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/95,2-3=-146/93,3-4=-56/52,4-5=-18/18,2-7=-361/15
BOT CHORD 6-7=-201/0
WEBS 2-6=-0/201
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5)Refer to girder(s)for truss to truss connections.
6)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4.
7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
r :>
LOAD CASE(S) Standard
v
XFIRE 06• ii
September 26,2005
T '.t, a1uW t � ''. � .:.;�. ,..r..:: .. :k. ,fir. ..;, ? ....;.. ,• - .:,a�(.�.
�,..
WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M!l-7473 BEFORE USE. 7777 Greenback Lane I ��
•� Suite 109
Design valid for use only with MiTek 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 Citrus Heights,CA,95610A�M41
mm
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Wain
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/TPII Quality Criteria,OSB-89 and BCSI1 Building Component 'Yw rreleb
Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. "'
•job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
R18393991
509190 JB8 ROOF TRUSS 2 1
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:13 2005 Page 1
-1-6-0 1-11-11 2-q-0
1-6-0 1-11-11 3 0-0-5
Scale=1:11.6
7.00
3x4
2
5=,
P sx4 IJ 1-11-11 lad
1-11-11
LOADING(psf)
TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ltd PLATES GRIP
(Roof Snow 25.0) Plates Increase 1.15 TC 0.34 Vert(LL) -0.00 5 >999 240 MT20 197/144
TCDL 7-0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 4-5 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:10 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 5=225/0-5-8,3=13/Mechanical,4=19/0-5-8
Max Horz5=64(load case 5)
Max Uplift5=-43(load case 5),3=-68(load case 7),4=-10(load case 5)
Max Grav5=295(load case 7),3=16(load case 3),4=38(load case 2)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 2-5=-276/53,1-2=0/92,2-3=-52/7
BOT CHORD 4-5=-59/0
WEBS 2-4=-0/62
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6)Refer to girder(s)for truss to truss connections.
7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. - 3
3-
LOAD CASE(S) Standard
` i r
-r 1 I f ,'!)I DA-E. 1Y ''''."'*,0(."1
September 26,2005
1... .:< .. ... ..1, .•w#�f,.,i.. .."t„>l:= .;,,,, rte'...,
4a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT-7473 BEFORE USE. 7777 Greenback Lane m
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component_ Sure 109
Applicabilityof design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracingshown Citrus Heights,CA,95610
9 P P P p P N 9 9 9 111110101011610
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/TPII Quality Criteria,058-89 and BCSi1 Building Component M iTekm
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719.
Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
_ 509190 JB9 ROOF TRUSS 2 1 R1839399
Job Reference(optional)
BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:14 2005 Page 1
-1-6-0 2-0-0 3-11-11 -H
1-6-0 2-0-0 1-11-11
4 S Scale=1:17.0
7.00 12
3
0-
3x4�i ►,
2NMI
1 L'■�`I
►� ►►�
°►A ►A
1.5x4 II 2-0-0 3x4=1
2-0-0
LOADING(psf)TC
SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP LL
(Roof Snow 25.0) Plates Increase 1.15 TC 0.34 Vert(LL) -0.00 6 >999 240 MT20 197/144
TCDL 7-0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 5-6 >999 180
BCLL 0.0 Rep Stress!nor YES WB 0.05 Horz(TL) -0.00 4 n/a n/a
BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:13 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 6=225/0-5-8,4=57/Mechanical,5=19/0-5-8,3=72/0-5-8
Max Horz6=87(load case 5)
Max Uplift6=-22(load case 5),4=-18(load case 5),5=-17(load case 5),3=-54(load case 7)
Max Grav6=294(load case 7),4=57(load case 1),5=38(load case 2),3=72(load case 1)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 2-6=-275/32,1-2=0/92,2-3=-52/8,3-4=-23/23
BOT CHORD 5-6=-82/0
WEBS 2-5=0/86
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6)Refer to girder(s)for truss to truss connections.
7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. )E ,
8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
042 .
y � }
:,'7`„KRAT ON C' '°E
September 26,2005
L„ WARNING-Verify design parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE MI!7473 BEFORE USE. 7777 Greenback Lane
16111410D Suite 109
Design valid for use only with MiTek connectors,This design is based only upon parameters shown,and is for on individual building component. Citrus Heights,CA,95610
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 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/1PI1 Quality Criteria,DSB-89 and BCSI1 Building Component MiTek®
Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719.
Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
509190 JC1 ROOF TRUSS 2 1 818393993
BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional)
6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:15 2005 Page 1
-1-6-0i 1-4-12
8-0-0
1-6-0 1-4-12 H
6-7-4
3 Scale=1:15.4
A
7.00 12 3x5 iD- i!'
2 __•._
m
z . Id
3x8= 4
1.5x4 II
1-4-12 I 8-0-0
1-4-12
6-7-4 I
LOADING(psf) SPACING 2-0-0 CSI
TCLL 25.0 DEFL in (loc) I/deft Ud PLATES GRIP
(Roof Snow=25.0) Plates Increase 1.15 TC 0.36 Vert(LL) 0.00 5 *' 240 MT20 185/148
TCDL 7.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.30 4-5 >315 180
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code IBC20031TPI2002 (Matrix) Weight:26 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-12 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3=-33/Mechanical,5=294/0-5-8,4=79/Mechanical
Max Horz5=68(load case 4)
Max Uplift3=-120(load case 6),5=-38(load case 4)
Max Grav3=29(load case 4),5=403(load case 6),4=79(load case 1)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/95,2-3=-69/14,2-5=-324/77
BOT CHORD 4-5=-58/0
WEBS 2-4=-0/59
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5)Refer to girder(s)for truss to truss connections.
6)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standarde. "1,,,
S
r /
/7.
✓it
i!
.
IS ('RAT lc1F11r ,'11 .
September 26,2005
.+: ,,,,,,w,/ , ,;ii ...�.. .:,,: 4 ,* %.. : .;-.=se_ ;ah. fir.., .AirE ,. .,v . 10, �t .. ., P M, .� ? :A?6 ,.�:.
WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITRE REFERENCE PAGE MII-7473 BEFORE USE. !
7777 Greenback Lane m
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 IP
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the ��
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding11
fabrication,quality control,storage,delivery erection and bracing,consult ANSI/TPII Qualify Criteria,DSB-89 and BCS11 Building Component ■
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. �d4m
- Job Truss Truss Type I Qty Ply Polygon-Canterbury Woods-Tri-plex
_ 509190 JC2 ROOF TRUSS 3 1
R18393994
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:16 2005 Page 1
-1-6-0 I 2-9-14 I8-0-0
1-6-0
2-9-14 5-2-2
3
Scale=1:17.0
7,00 riZ
3x5 i
2
ille
T.IC?
3x8=
4
.5x4 I I 2-9-14 I 8-0-0
2-9-14
5-2-2
TCLL LOADING(psf25 0 SPACING 2-0-0 CSI DEFL in (loc) 1/def Lid PLATES GRIP
(Roof Snow=25.0) Plates Increase 1.15 TC 0.36 Vert(LL) 0.00 5 "" 240 MT20 185/148
TCDL 7.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.30 4-5 >315 180
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code IBC2003/fP12002 (Matrix) Weight:28 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc purlins,.except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3=43/Mechanical,5=298/0-5-8,4=79/Mechanical
Max Horz5=84(load case 4)
Max Uplift3=-46(load case 6),5=-18(Ioad case 4)
Max Grav3=43(load case 1),5=346(load case 6),4=79(load case 1)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/95,2-3=-57/14,2-5=-268/57
BOT CHORD 4-5=-74/0
WEBS 2-4=-0/75
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5)Refer to girder(s)for truss to truss connections.
6)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
0 pi /
t
r
f
,,,,,,,,r)
S � .
September 26,2005
;nog t ,, ., .. . - :Mar .. r1.,,., Wa , ;; , -,.; .. ,.t. ,^'
W a .1 .
F _ WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MD-7473 BEFORE USE. 7777 Greenback Lane ���
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component.
Suite 109
Applicability of design parawenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown CRrus Heights,CA,95610— r=ii
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 regarding111 i
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 'Y'w '�i+Km
Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719.
Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
R18393995
_ 509190 JC3 ROOF TRUSS 2 1
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:17 2005 Page 1
-1-6-0 4-3-1I 5-0-0
1-6-0 4-3-1 0-8-15
3 Scale=1:20.9
7.00 FE
3x5
2
r
Io
1.5x4 I I
4-3-1 5-0-
I
431 0-8-15
LOADING(psf)
TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP
(Roof Snow 25.0) Plates Increase 1.15 TC 0.36 Vert(LL) -0.03 4-5 >999 240 MT20 185/144
TCDL 7.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.07 4-5 >800 180
BCLL 0.0 Rep Stress Incr YES WB 0.05 HOrz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight 21 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 4 HF Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
2-4 2 X 3 SPF Stud
REACTIONS (lb/size) 3=102/Mechanical,5=300/0-5-8,4=49/0-5-8
Max Horz5=102(load case 5)
Max Uplift3=-27(load case 5),5=-17(load case 5),4=-1(load case 5)
Max Grav3=102(load case 1),5=303(load case 7),4=97(Ioad case 2)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/95,2-3=-74/39,2-5=-255/41
BOT CHORD 4-5=-91/0
WEBS 2-4=-0/95
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6)Refer to girder(s)for truss to truss connections.
7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Y '"
LOAD CASE(S) Standard
1E, F. ~t..
Ofi DATE OE
fY k?r,.fi,�. rr✓rF�.�
September 26,2005
.. ,
and READ NOTES ON THIS AND ..CL E _ 11 1. g ...BEFORE Greenback
<<`� WARNING Verify design7777 GrLane
_ rijy parametersD INCLUDED MITEK REFERENCE PAGE MH 7973 USE. �� �
Design valid for use only math MiTek connectors.This design is based only upon parameters shown and is for an individual building component Suite 109
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights CA,95610 111
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the II
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingla
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T111 Quality Criteria,DSB-89 and BCSI1 Building Component m
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. M ITek
Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
R18393991
509190 JC4 ROOF TRUSS 18 1
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:18 2005 Page 1
-1-6-0 5-0-0
1-6-0 5-0-0
3 Scale=1:22.9
7.00 12
3x5
2
MOH
1.5x4 II 5-0-0 3x4-
5-0-0
TCLL LOADING(psf25 0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP
(Roof Snow 25.0) Plates Increase 1.15 TC 0.36 Vert(LL) -0.03 4-5 >999 240 MT20 185/144
TCDL 7.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.07 4-5 >800 180
BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code IBC20031TPI2002 (Matrix) Weight:22 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 4 HF Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
2-4 2 X 3 SPF Stud
REACTIONS (lb/size) 3=129/Mechanical,5=321/0-5-8,4=49/0-5-8
Max Horz5=111(load case 5)
Max Uplift3=-36(load case 5),5=-14(load case 5),4=-3(load case 5)
Max Grav3=129(load case 1),5=321(load case 1),4=97(load case 2)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/95,2-3=-84/50,2-5=-272/38
BOT CHORD 4-5=-101/0
WEBS 2-4=-0/105
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6)Refer to girder(s)for truss to truss connections. r
7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. {{, '
LOAD CASE(S) Standard
September 26,2005
WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL 7473 BEFORE USE. 7777 Greenback Lane
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610
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/TPII Qualify Criteria,DSB-89 and BCSI1 Building Component MiTek®
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719,
- Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
R18393997
509190 JC5 ROOF TRUSS 8 1
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:19 2005 Page 1
-1-6-0 4-0-0
I I
1-6-0 4-0-0
3 Scale=1:20.2
7.00 12
3x5 i
2 10
III II 1111 1111 1111
1I
N INN
1,5x4 II 4-0-0 3x4
4-0-0
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.36 Vert(LL) -0.01 4-5 >999 240 MT20 185/144
(Roof Snow 25.0) Lumber Increase 1.15 BC 0.16 Vert(TL) -0.03 4-5 >999 180
TCDL 7.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 3 n/a n/a
BCLL 0.0 Code IBC2003/TP12002
BCDL 10.0 (Matrix) Weight:19 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 4 HF Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
2-4 2 X 3 SPF Stud
REACTIONS (lb/size) 3=92/Mechanical,5=284/0-5-8,4=39/0-5-8
Max Horz5=99(load case 5)
Max Uplift3=-23(load case 5),5=-16(load case 5),4=-11(load case 5)
Max Grav3=92(load case 1),5=294(load case 7),4=77(load case 2)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/95,2-3=-70/35,2-5=-256/36
BOT CHORD 4-5=-88/0
WEBS 2-4=0/93
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6)Refer to girder(s)for truss to truss connections. ;
7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
1.W' �y,
1 r F E' t.5
,,,,,f7
,„ ,
.. ,, ,,,,,,,,:z..,: (4..,..6. .-,,,, ,af
IT-4717::,.7-67[',:,'1= rt . 4
September 26,2005
I&tM I`? 3.3.. ,i s .51010' n '''.."'P ... , ' ''', : ... E.rig ss: 4 gR ,. S •e •'.j . ;Aom:vgaganum
E I\ WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. 7777 Greenback Lane -
Suite 109 111411111111/
Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and Is for an individual building component. Citrus Heights,CA,95610 r.rrr !
Applicability of design paramenfers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown rrYrrN NM Mil
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the S S
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/TPIl Quality Criteria,DSB-89 and BCSI1 Building Component M iTek6
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
- Job Truss Truss Type Qty I Ply T Polygon-Canterbury Woods-Tri-plex
R1839399:
_ 509190 JCGE JACK 2 1
�Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:20 2005 Page 1
-1-6-0 2-0-0
1-6-0 2-0-0 3
Scale=1:14.8
7.00 12 44:
3x4
2
lummina
5"
15x4 II 2-0-0 3x4-T
2-0-0
Plate Offsets(X,Y): [4:Edge,0-1-8]
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.34 Vert(LL) -0.00 5 >999 240 MT20 197/144
(Roof Snow 25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 4-5 >999 180
TCDL 7.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 3 n/a n/a
BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight:11 lb
BCDL 10.0 g
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 5=225/0-5-8,3=15/Mechanical,4=19/0-5-8
Max Horz5=75(load case 5)
Max Uplifts=-17(Ioad case 5),3=-66(load case 7),4=-35(load case 5)
Max Grav5=294(load case 7),3=16(Ioad case 3),4=38(load case 2)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 2-5=-275/27,1-2=0/92,2-3=-52/7
BOT CHORD 4-5=-65/0
WEBS 2-4=0/79
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2) 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"
3)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7)Gable studs spaced at 2-0-0 oc. d,
8)Refer to girder(s)for truss to truss connections.
9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ['
LOAD CASE(S) Standard
,MTS`
a �
September 26,2005
>:5;3i ,,<, f .��.h ..4MW i;:, ;; Mau` .fir,,.... .•.., -, s. F .. ....,. `IV
a WARNING Verifydesign7777 Greenback Lane
/._..a parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT7473 BEFORE USE.
Suite 109
,W.
ter_
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citrus Heights,CA,95610 �11
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MINION
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 111,1111111111
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabricationquality control,storage,delivery,erection and bracing,consult ANSI/TPiT Quality Criteria,DSB-89 and BCSI1 Building Component 'Y.A i Tel'®
Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. "' R
IJob Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
1509190 JD1 R1839399
L ROOF TRUSS 2 1
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:21 2005 Page 1
-1-6-0 1-11-11 8-0-0
1-6-0 1-11-11 1
6-0-5
Scale=1:15.4
3
7.0012
3x5 i •••••-
2
41111.
4 Id
d
5
4
1.5x4 II
4x6=
1-11-11 I 8-0-0
1-11-11
6-0-5
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP
(Roof
TCLL 25.0 Plates Increase 1.15 TC 0.36 VertLL 0,00 5 **** 240 MT20 185/148
TCDLSnow=2 7 )
0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.30 4-5 >315 180
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight 26 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3=8/Mechanical,5=290/Mechanical,4=79/Mechanical
Max Horz5=65(load case 4)
Max Uplift3=-74(load case 6),5=-31(load case 4)
Max Grav3=16(load case 2),5=365(load case 6),4=79(load case 1)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/95,2-3=-53/7,2-5=-287/70
BOT CHORD 4-5=-60/0
WEBS 2-4=0/60
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5)Refer to girder(s)for truss to truss connections.
6)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
r r ,
LOAD CASE(S) Standard � ;t
1 IF
L-.
J
z +
I _xpl 0 , DATE, tlr 3 : ,
September 26,2005
#hoc .. ;: l i E. nen''. ':': ., „ �## " � f. =ice . ,
�.. :`#sw. t:3L ...
.'.
WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MR-7473 BEFORE USE. 7777 -.tic'Greenback Lane Iff
��
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ff
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/TPI1 Quality Criteria,DSB-89 and BCSIl Building Component MiTek®
Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719.
.., Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
R18394000
509190 JD1A ROOF TRUSS 1 1
1
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:22 2005 Page 1
I 1-11-11 l 8-0-0
1-11-11 6-0-5
2 Scale=1:13.0
7.00 FIZ .I
.4$:;:::;:;1
3x5 i
1
MI 11111.1.
d
4
3
1.554 II
1-11-11 8-0-0 4x6=
1-11-11 6-0-5
TCLL LOADING(psf)
25 0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP
(Roof Snow=25.0) Plates Increase 1.15 TC 0.06 Vert(LL) 0.00 4 "*" 240 MT20 185/148
TCDL 7.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.30 3-4 >315 180
BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:24 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 2=57/Mechanical,4=136/Mechanical,3=79/Mechanical
Max Horz4=32(load case 4)
Max Uplift2=-18(load case 4)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-23/23,1-4=-57/3
BOT CHORD 3-4=-27/4
WEBS 1-3=-4/27
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
4)Refer to girder(s)for truss to truss connections.
5)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
ri',e-
T
17
tet;,;,
September 26,2005
a>Ni"' a £"i.,.;i�tF�f ..� ate••.:4 • :,� ?':, !, c r fi�,P.S..; •*,�, c,
WAWARN/NGVeVerify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MIL 7473 BEFORE USE. 7777 Greenback Lane .. .. 121.. .. 121��
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1111
Suite 109
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the a
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding III
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI1 Building Component M iTEEkm
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
+ 1 Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
R18394001
509190 JD2 ROOF TRUSS 2 1
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:23 2005 Page 1
-1-6-0 3-11-11 8-0-0
1-6-0
3-11-11 4-0-5
3 .! Scale=1:17.0
7.00 riZ
3x5
2
vol
5
4
.5x4 I I 3-11-11 8-0-0 4x6=1
3-11-11 4-0-5
LOADING(psf)
TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
(Roof Snow 25.0) Plates Increase 1.15 TC 0.36 Vert(LL) 0.00 5 **** 240 MT20 185/148
TCDL 7.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.30 4-5 >315 180
BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:29 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3=91/Mechanical,5=323/Mechanical,4=79/Mechanical
Max Horz5=88(load case 4)
Max Uplift3=-23(load case 4),5=-20(load case 4)
Max Grav3=91(load case 1),5=334(load case 6),4=79(load case 1)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/95,2-3=-70/34,2-5=-256/59
BOT CHORD 4-5=-83/0
WEBS 2-4=-0/83
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5)Refer to girder(s)for truss to truss connections.
6)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard ,`•
f:
1
I
7,F
September 26,2005
;mo;. .... .. ...f�* ,.... - 'i. AMA :•.. .�. :. Vv
7777 Greenback Lane
parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mf1-7473 BEFORE USE. _..-•WARNING•Verify design
Suite 109
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component,
Citrus Heights,CA,95610
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown lir
is for lateral support of individual web members only.Additional temporary bracing M insure stability during construction a the responsibillity of the M
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/T111 Quality Criteria,098-89 and BCSI1 Building Component m
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. M ITek
Job Truss Truss Type Qty i Ply I Polygon-Canterbury Woods-Tri-plex
509190 JD2A ROOF TRUSS 1 1 R1839400.
(_ _I Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:24 2005 Page 1
i 3-11-11 1 8-0-0
3-11-11 4-0-5
2 1 Scale=1:17.0
7.00 HT 4pJ
it
M
3x5 i
1
nifittioi_u_i_e_i_Im.f.
d
4 3
11.554 I I 3-11-111 8-0-0 4x6=1
3-11-11 4-0-5
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.23 Vert(LL) 0.00 4 **** 240 MT20 185/148
(Roof Snow 25.0) Lumber Increase 1.15 BC 0.35 Vert(TL) -0.30 3-4 >315 180
TCDL 7.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 2 n/a n/a
BCLL 0.0 Code IBC2003/TP12002
BCDL 10.0 (Matrix) Weight:27 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 2=115/Mechanical,4=194/Mechanical,3=79/Mechanical
Max Horz4=55(load case 4)
Max Uplift2=-37(load case 4)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-46/46,1-4=-115/6
BOT CHORD 3-4=-50/5
WEBS 1-3=-5/50
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4,2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
4)Refer to girder(s)for truss to truss connections.
5)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
?E`w
,Li,s
1 I
"--'Pc;:-.1:,;:,,i.
'ate................. 9(
Exp RAPON PATE 06 30.06
September 26,2005
,,,,t, WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE 7777 Greenback Lane
11 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component Sage 109 M._
Applicablli of desi n aramenters and proper incorporation of component is responsibility of building desi ner-not truss designer.Bracing shown Citrus Heights,CA,95610 rr
N 9 P P P P P P 9 9 9 9woraftimowl omit.
is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the 11
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/TPII Quality Criteria,DSB-89 and BCSI1 Building Component M r■!rek.
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
1
•
Job 1 Truss Truss Type Qty Ply I Polygon-Canterbury Woods-Tri-plex
R18394003
_ 509190 JD3 ROOF TRUSS 2 1
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:24 2005 Page 1
I -1-6-0 5-11-11 8-0-0
1-6-0 5-11-11 2-0-5
3
Scale:1/2"=1'
7.00 Hy
3x5-
2
ppb � m
0
5 4
1.5x4 II 4x6=
5-11-11 8-0-0
5-11-11 2-0-5
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) 0.00 5 **** 240 MT20 185/148
(Roof Snow 25.0) Lumber Increase 1.15 BC 0.35 -0.30 4-5 >315 180
TCDL 7.0 Vert(TL)
BCLL 0-0 Rep Stress Incr YES WB 0.05 HOrz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:32 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3=164/Mechanical,5=379/Mechanical,4=79/Mechanical
Max Horz5=113(load case 4)
Max Uplift3=-48(load case 4),5=-19(load case 4)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/95,2-3=-98/64,2-5=-300/58
BOT CHORD 4-5=-108/0
WEBS 2-4=0/108
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5)Refer to girder(s)for truss to truss connections.
6)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
September 26,2005
,; ,.;. WrdD,V.,,:: _ ..ydEr,V,K,; ter;0
Lis, WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MCI-7473 BEFORE USE. 7777 Greenback Lane ���
t Design valid for use only with MiTek connectors,This design is based only upon parameters shown.and is for Jr individual building component. Sure 109
Applicability Citrus Heights,CA,95610
pplicability of design parameniers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown
oiro
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the a
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 111
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI)Quality Criteria.DSB-89 and BCSI1 Building Component M iTekm
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
A. Job Truss Truss Type Oty Ply Polygon-Canterbury Woods-Tri-plex
R1839400
_ 509190 JD3A ROOF TRUSS 1 1
Job Reference(optional) I
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:25 2005 Page 1
-_ 5-11-11 &0-0
5-11-11 2 2-0-5
Scale:1/2"=1'
••
2.001-1-2- -
3x5 i
1
-!
1k.!. Io ,
4 3
1.5x4 II 4x6=
I 5-11-11 8-0-0
5-11-11 2-0-5
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.55 Vert(LL) 0.00 4 '"" 240 MT20 185/148
(Roof Snow 25.0) Lumber Increase 1.15 BC 0.35 Vert(TL) -0.30 3-4 >315 180
TCDL 7.0 Rep Stress'nor YES WB 0.03 Horz(TL) -0.00 2 n/a n/a
BCLL 0.0 Code IBC2003/TPI2002
BCDL 10.0 (Matrix) Weight:30 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 2=179/Mechanical,4=258/Mechanical,3=79/Mechanical
Max Horz4=80(load case 4)
Max Uplift2=-57(load case 4)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-72/72,1-4=-179/10
BOT CHORD 3-4=-75/6
WEBS 1-3=-6/75
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
4)Refer to girder(s)for truss to truss connections.
5)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
" Rani:
\ (
c,
�. t5'766 P i
r.
_� r,. .is
to
rfi
[, :X a -�)N DATE, ii .�,da"`,
September 26,2005
WARNING Ven design parameters and READ NOTES ON THIS AND INCLUDED£ ..,g
- ,sr,,., :.••. �:....• - /Sty ..- >, 731„ t /S:L�, •.,.��� ...'
7777 Greenback Lane
only 9 Pa MITER REFERENCE PAGE MD-7473 ng BEFORE USE �U.�
"`""` Suite 109
Design valid for use with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. SuiteCitruHeights CA,95610
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 responsibillity of the ANNIE
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/TPI1 Quality Criteria,DSB-89 and BCSIt Building Component MiTek*
Safety Information available from Truss Plate Institute,583 D'Onofria Drive,Madison.WI 53719.
•
- Job I Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
i R18394005
509190 JD4 ROOF TRUSS 1 1
-- - -- _____ Job Reference(optional)
BMC West--Sherwood,Sherwood.Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:26 2005 Page 1
I -1-6-0 l 7-11-11 _ 8-0.0
1-6-0 7-11-11 3 0.110-5
i• Scale=1:30.5
7.0012
3x5-
2
c 1 .7.
I6
ill
d
5 4
1.5x4 II 4x6=
7-11-11 8-0.0
7-11-11 0-0-5
TCLL LOADING(psf)
25 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
(Roof Snow 25.0) Plates Increase 1.15 TC 0.92 Vert(LL) 0.00 5 "" 240 MT20 185/148
TCDL 7.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.30 4-5 >315 180
BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:35 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3=232/Mechanical,5=438/Mechanical,4=79/Mechanical
Max Horz5=138(load case 4)
Max Uplift3=-71(load case 4),5=-20(load case 4)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/95,2-3=-104/92,2-5=-360/59
BOT CHORD 4-5=-133/0
WEBS 2-4=-0/133
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5)Refer to girder(s)for truss to truss connections.
6)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard +,a
l i.' 's..i
I
y 'h3 .O:' ,,;
';Y1'€ Ft. 01',1 'F ',,,6.304',
September 26,2005
< WARNING-Verifydesign 7777 Greenback Lane ••�
,, g parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MIL7473 BEFORE USE. v ��
Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 -
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 regardingMI Illi
fabrication,quality control,storage.delivery,erection and bracing.consult ANSI/TPI1 quality Criteria,DSB-89 and BCSI1 Building Component MiTek®
Safety Information available from Truss Plate Institute,583 D'Onofriio Drive.Madison,WI 53719.
- Job I Truss Truss Type Qty 7 PI ! Polygon-Canterbury Woods-Tri- lex
j R18394006�
509190 JD4A ROOF TRUSS 2 1 I
_ I Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 - 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11 54:27 2005 Page 1
I
7-11-11 8-9_0
7-11-11 2 0-0-5
Scale=1:30.2
•••,•,...,:.:;.:
7.0012
3x5 i
1
40.00
se
I
d
4 3
1.5x4 I I 4x6=
I
7-11-11 81-0
7-11-11 0-0-5
TCLL LOADING(psf)
25 0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP
(Roof Snow=25.0) Plates Increase 1.15 TC 0.76 Vert(LL) 0.00 4 **** 240 MT20 185/148
TCDL 7.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.30 3-4 >315 180
BCLL 0.0 Rep Stress!nor YES WB 0.04 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:33 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied or 7-11-11 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 2=243/Mechanical,4=322/Mechanical,3=79/Mechanical
Max Horz4=105(load case 4)
Max Uplift2=-77(load case 4)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-98/98,1-4=-243/14
BOT CHORD 3-4=-100/7
WEBS 1-3=-7/101
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
4)Refer to girder(s)for truss to truss connections.
5)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
rT.
1 "'„`i..
%.i. R ,.rN ,,, v.
4„,,,„!,--,,n-fl'-'`
t .rI Yq ..l` PATE. -J6-'3C, '',=
September 26,2005
at�1m ^ . ... , m ms ..t g � .: .• f . ,01af,s;. „ i555•: r . r\.
,,,,. :. ''F f+ ... � ..'� .. 'xx. ,� ,saw, �,, w ... _... a.. .:'.'W.1u
moilit
1..?fl WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT7473BEFORE USE. 7777 Greenback Lane
Suite 109
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citrus Heights,CA,95610 -W
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 responsibillity of the
III
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,D5B-89 and BCSi1 Building Component ®
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. M'Tek
v 4
•
Job TrussTruss Type I Qty Ply Polygon-Canterbury Woods-Tri-plex
1509190 JOS ROOF TRUSS 2
8183940071
1
L_ Job Reference o•tional
BMC West--Sherwood,Sherwood,Or. 97140 /� 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54.28 2005 Page 1
4.9 CP
8-0-0 9-11-11
8-0-0 1-11-11 3
Scale=1:36.6
2
7.0012
v1
3x5
1
5 4
1.5x4 II 4x6
8-0-0
8-0-0
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud I PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.57 Vert(LL) 0.00 5 **** 240 MT20 185/148
(Roof
TCDLSnow 2�00) Lumber Increase 1.15 BC 0.45 Vert(TL) -0.30 4-5 >315 180
BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:36 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF 2400F 1.7E TOP CHORD Structural wood sheathing directly applied or 8-0-0 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3=63/Mechanical,5=323/Mechanical,4=79/Mechanical,2=307/0-5-8
Max Horz5=130(load case 4)
Max Uplift3=-20(load case 4),2=-98(load case 4)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-98/98,2-3=-25/25,1-5=-244/0
BOT CHORD 4-5=-125/8
WEBS 1-4=-8/126
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate Dip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
4)Refer to girder(s)for truss to truss connections.
5)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2.
6)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
fa•
A- }
S p F
F 4 f
jEV. 5
,N�drtl•.,1•-
-=xi Pjf-U.il,t PA-E r€1 E
September 26,2005
::-., '1,W' ,. € ":.t 70'1,1711' ..{. •a,K5 tA",,. -7,10M1,1401,
<,s WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. 7777 Greenback lane
Dps is 109
Design valid for use only vn}h MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1111111111111
Citrus Heights,CA,95610_
Applicability of design parand proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown
is for lateral support of indivvidualidual 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/TPIl Quality Criteria,DSB-89 and BCSI1 Building Component M iTek6
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
•
[Job Truss Truss Type Qty !;Ply Polygon-Canterbury Woods-Tri-plex - 1
R1839401
509190 JD6 ROOF TRUSS 12 , 1 J
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54.29 2005 Page 1
-1-6-0 .. 111-11 ._ 2-fl-0
1-6-0 1-11-11 3 0-0-5
Scale=1:11 6
7.00 12
3x4
2
410,
0.4
5,/ 4
(I sed II 1-11-11 'tea=2-9-0
1-11-11 0-0-5
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loe) 1/deft L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.34 Vert(LL) -0.00 5 >999 240 MT20 197/144
(Roof Snow=25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 4-5 >999 180
TCDL 7.0 Rep Stress Incr YES WB 0.03 Horz(TL)
TL) -0.00 3 n/a n/a
BCDL 10.0BCLL 0.0
Code IBC2003/TP12002 (Matrix) Weight:10 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 5=225/0-5-8,3=13/Mechanical,4=19/Mechanical
Max Horz5=64(load case 5)
Max Uplift5=-43(load case 5),3=-68(load case 7),4=-10(load case 5)
Max Grav5=295(load case 7),3=16(load case 3),4=38(load case 2)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 2-5=-276/53,1-2=0/92,2-3=-52/7
BOT CHORD 4-5=-59/0
WEBS 2-4=-0/62
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6)Refer to girder(s)for truss to truss connections.
7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. J/
LOAD CASE(S) Standard
C41
a
a
a.-
September 26,2005
,< k fix y::. • ' g..gg gNt. n:: K•::g ' Ragigag
E a WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mu 7473 BEFORE USE 7777 Greenback Lane ���
Suite 109
Design valid for use only With MiTek connectors,This design is based only upon parameters shown,and is for an individual building component. Citrus Heights,CA,95610
Applicability of design paramenters and proper incorporation of component b 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 responsibility of the 11
_--
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/TPI1 Quality Criteria,056-89 and BCSI1 Building Component Mire km
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719.
- iob Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
R1839400
509190 JD6A ROOF TRUSS 1 1
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:30 2005 Page 1
i 1-11-11 -_ 2-�-0
2
1-11-11 0-0-5
7.00 12 el Scale=1:11.6
%s
..4:;:;:;:;:;$
3x4 i
1
eOAIIIIIIIImmr._
11111111111111111ftm.—_ 11111111
Mm
4„ 3
I'sell II 1-11-11 3„4=2-1-0
1-11-11 0-0-5
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 4 >999 240 MT20 197/144
(Roof Snow=25.0) Lumber Increase 1.15 BC 0-04 Vert(TL) -0.00 3-4 >999 180
TCDL 7.0 Rep Stress'nor YES WB 0.02 Horz(TL) -0.00 2 n/a n/a
BCLL 0.0 Code IBC2003/TP12002
BCDL 10.0 (Matrix) Weight:8 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied 0110-0-0 oc bracing.
REACTIONS (lb/size) 4=77/0-5-8,2=58/Mechanical,3=19/Mechanical
Max Horz4=33(load case 5)
Max Uplift2=-19(load case 5)
Max Grav4=77(load case 1),2=58(load case 1),3=38(load case 2)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-4=-58/0,1-2=-24/24
BOT CHORD 3-4=-28/4
WEBS 1-3=-5/29
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5)Refer to girder(s)for truss to truss connections.
6)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard q'
1. ,(.
EMI! ON C.' jL. it .1,,,:,, i
September 26,2005
mai.gym. ,. ..onwrA •< 7416> r. , .
If
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mu 7473 BEFORE USE. 7777 Greenback Lane m
� - Sutte 109
Design valid for use only with MiTek connectors.This design is based only upon parameters shownand is for an individual building component Citrus Heights,CA,95610M
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 responsibillity of the
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/1P11 Quality Criteria,DSB-89 and BCSII Building Component MiTek®
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
Job Truss [Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
R1839401
509190 JD7 ROOF TRUSS12 1
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:31 2005 Page 1
-1-6-0I 2-0-0 3-11-11
1-6-0 2-0-0 1-11-11
4 i Scale=1:17.0
d
7.00 12
3
3x4
2
I kit.
1 �
`►/ Moi
11.5x4 II 2-0-0 3x4= 3-11-11
2-0-0 1-11-11
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.34 Vert(LL) -0.00 6 >999 240 MT20 197/144
(Roof Snow 25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 5-6 >999 180
TCDL 7.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 4 n/a n/a
BCLL 0.0 Code IBC2003/TPI2002
BCDL 10.0 (Matrix) Weight:13 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 6=225/0-5-8,4=57/Mechanical,5=19/0-5-8,3=72/0-5-8
Max Horz6=87(load case 5)
Max Uplift6=-22(load case 5),4=-18(load case 5),5=-17(load case 5),3=-54(load case 7)
Max Grav6=294(load case 7),4=57(load case 1),5=38(load case 2),3=72(load case 1)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 2-6=-275/32,1-2=0/92,2-3=-52/8,3-4=-23/23
BOT CHORD 5-6=-82/0
WEBS 2-5=-0/86
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6)Refer to girder(s)for truss to truss connections.
7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. ks
8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. s
LOAD CASE(S) StandardK\ss ,
H (, i`
_Xi 0rq DA7E063°,06s
September 26,2005
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MIL 7473 BEFORE USE. 7777 Greenback Lane
Suite 109
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citrus Heights,CA,95610
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 responsibility 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/T111 Quality Criteria,DSB-89 and BCSII Building Component MiTek*.
Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison.wl 53719.
•
Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
509190 JD7A ROOF TRUSS 1 1 R1839401I
Job Reference o.tional
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:32 2005 Page 1
1-6-8 3-6-3
1-6-8 1-11-11
3 Ai Scale=1:17.0
7.00112 a
d
2
3x4
me111111°..41111 11111J1111111._
►.r
11.5x4 II 1-6-8 3x4-- 3-6-3
1-6-8 1-11-11
Plate Offsets(X,Y): 14:Edge,0-1-81
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP
TCLL 25.0 plates Increase 1.15 TC 0.06 Vert(LL) -0.00 5 >999 240 MT20 197/144
(Roof Snow 25.0) Lumber Increase 1.15 .BC 0.02 Vert(TL) -0.00 5 >999 180
TCDL 7.0 Rep Stress lncr YES WB 0.03 Horz(TL) -0.00 3 n/a n/a
BCLL 0.0 Code IBC2003/TPI2002 ( )
BCDL 10.0 (Matrix) Weight:101b
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 5=59/0-5-8,3=57/Mechanical,4=14/0-5-8,2=102/0-5-8
Max Horz5=54(load case 5)
Max Uplift3=-18(load case 5),4=-22(load case 5),2=-32(load case 5)
Max Grav5=59(load case 1),3=57(load case 1),4=29(load case 2),2=102(load case 1)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-5=-45/0,1-2=-38/18,2-3=-23/23
BOT CHORD 4-5=-47/7
WEBS 1-4=-8/55
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5)Refer to girder(s)for truss to truss connections.
6)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. Lir r.
7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard ..
1 F
September 26,2005
f ..a 'r :::; <::: # #ii.*�:••
At .W'AAA,: .10, b'\•,i. .. t:-0 :ya-:. , ',A ?yy wow:,: 'i y. .,rK^s, E,•, ''..,.4t
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE Mu 7473 BEFORE USE. 7777 Greenback Lane
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109
Citrus Heights,CA,95610
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 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 Criteria,DSB-89 and BCSII Building Component M iTekm
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719.
Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Tri-plex
R18394012
509190 JD8 ROOF TRUSS 12 1
Thlob Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:33 2005 Page 1
-1-6-0 I _ 2-0-0 5-11-11 I
1-6-0 2-0-0 3-11-11
4.•• f
� Scale=1:22.3
d
7.00 F1-2-
3
rA
3x4 i
2
1.5x4 I I 2.0_0 3x4
2-0-0
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.34 Vert(LL) -0.00 6 >999 240 MT20 197/144
(Roof Snow 25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 5-6 >999 180
TCDL 7.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 4 n/a n/a
BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight:16 lb
BCDL 10.0
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except
BOT CHORD 2 X 4 OF No.2 end verticals.
WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 6=225/0-5-8,4=121/Mechanical,5=19/0-5-8,3=136/0-5-8
Max Horz6=112(load case 5)
Max Uplift4=-39(load case 5),5=-26(load case 5),3=-40(load case 7)
Max Grav6=294(load case 7),4=121(load case 1),5=38(load case 2),3=136(load case 1)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 2-6=-275/9,1-2=0/92,2-3=-59/9,3-4=-49/49
BOT CHORD 5-6=-107/0
WEBS 2-5=-0/113
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6)Refer to girder(s)for truss to truss connections.
7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. j
8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. cr,
LOAD CASE(S) Standard
ifij I .. Iat„
September 26,2005
`?, .... NNW' `E , �..
E°'^as WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. 7777 Greenback Lane
111/111111111/
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component. Citrus Heights,CA,
Applicability of design paramenfers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Wrrrrr Yrrrr
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the 11
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/TPI1 Quality Criteria,DSB-89 and BCSIl Building Component M iTekm
Safely Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
4
Uob Truss Truss Type Qty T ty Polygon-Canterbury Woods-Tri-plex
R18394013
509190 J08A ROOF TRUSS 1 1
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:34 2005 Page 1
1-6-8 5-6-3
1-6-8 3-11-11
3 A Scale=1:22,3
7.00 12
2
3x4 i c11,6
1 ►,
►. ►.
1.5x4 II 1.6_8 3x4- 5-6-3
1-6-8 3-11-11
Plate Offsets(X,Y): [4:Edge,0-1-8)
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.25 Vert(LL) -0.00 5 >999 240 MT20 197/144
(Roof Snow 25.0) Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 5 >999 180
TCDL 7.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 3 n/a n/a
BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight:13 lb
BCDL 10.0
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 5=59/0-5-8,3=121/Mechanical,4=14/0-5-8,2=166/0-5-8
Max Horz5=79(load case 5)
Max Uplift3=-39(load case 5),4=-37(load case 5),2=-53(load case 5)
Max Grav5=75(load case 5),3=121(load case 1),4=29(load case 2),2=166(load case 1)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-5=-68/0,1-2=-67/18,2-3=-49/49
BOT CHORD 4-5=-72/8
WEBS 1-4=-9/84
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5)Refer to girder(s)for truss to truss connections.
6)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2.
7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
K\+: ,
_,8 Ti'i Cr F.:.06-3C-061
September 26,2005
... .::zmmffi : 910110k1P1111 11,10,11:4,1,,111 -.. .. .,.... .4 .i=11951 7 .,VarAMO,.,r'
Z,q WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. 7777 Greenback Lane
Suite 109
'Design valid for use only with MiTek connectors.This design is based onlyu on parameters shown,and is for an individual building component.
Citrus Heights,CA.95610
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 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/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component MiTek®
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719,
R +
Job Truss Truss Type TOry Ply Polygon-Canterbury Woods-Tri-plex
R18394014
509190 JDG MONO TRUSS 1 1 Job Reference(optional)
BMC West-Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:35 2005 Page 1
3-9-15 8-0-0 10-0-7
3-9-15 4-2-1 2-0-7 5
Scale=1:36.8
1.5x4 1
4
7.00 HY
3x5
3
. � co
2
rap
4x4 G ��
3x8 II 7 6
3x6 II 4x4=
3-9-15I 8-0-0
3-9-15 4-2-1
Plate Offsets(X,Y): [1:0-3-8,0-2-14]
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.67 Vert(LL) -0.02 6-7 >999 240 MT20 197/144
(Roof Snow 25.0) Lumber Increase 1.15 BC 0.45 Vert(TL) -0.05 6-7 >999 180
TCDL 7.0 Rep Stress Incr NO WB 0.72 Horz(TL) 0.01 6 n/a n/a
BCLL 0.0 Code IBC2003ITPI2002 (Matrix) Weight:47 lb
BCDL 10.0
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-15 oc purlins, except
BOT CHORD 2 X 6 DF No.2 end verticals.
WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
SLIDER Left 2 X 6 DF No.2 2-2-6
REACTIONS (lb/size) 1=1021/0-5-8,6=1195/0-5-8
Max Horz1=138(load case 4)
Max Upliftl=-20(load case 6),6=-159(load case 5)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-1084/18,2-3=-1024/30,3-4=-71/83,4-5=-123/0,4-6=-353/114
BOT CHORD 1-7=-78/836,6-7=-78/836
WEBS 3-7=-8/930,3-6=-1004/78
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. „
7)Girder carries tie-in span(s):11-0-0 from 0-0-0 to 8-0-0 ,
8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). v'-
LOAD CASE(S) Standard )
1)Snow:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-6=-199(F=-179),1-4=-64,4-5=-64
� h F
-'r.0 ( ., of,,1 DATE Of
September 26,2005
R").,, ,fir' NE<WM ,
ziN, WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIL7473 BEFORE USE. 7777 Greenback Lane
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component.ponent
Heights,CA,95610Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown r
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/TPI1 quality Criteria,DSB-89 and BCSI1 Building Component M iTekr
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
At
Job Truss I Truss Type I Qty 1Ply Polygon-Canterbury Woods-Tri-plex
R18394015
509190 JGE MONO TRUSS 1 1
Job Reference(optional)
BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:54:36 2005 Page 1
-2-1-4 3-2-0 1.5x4 II
2-1-4 3-2-0 4
Scale=1:15.5
1.5x4 II
5.00 12 3
2x4
2
•�.OSA.O.•••.•.•...��••
11.554 II 3-2-0 1.5x4 II 1.5x1 II
3-2-0
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.65 Vert(LL) -0.12 1 n/r 120 MT20 185/144
(Roof Snow 25.0) Lumber Increase 1.15 BC 0.12 Vert(TL) -0.15 1-2 n/r 90
TCDL 7.0 Rep Stress lncr YES WB 0.08 Horz(TL) 0.00 5 n/a n/a
BCLL 0.0 Code IBC2003/TPI2002
BCDL 10.0 (Matrix) Weight:17 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-0 oc purlins, except
BOT CHORD 2 X 4 DF No.2 end verticals.
WEBS 2 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
2-7 2 X 4 HF Std
OTHERS 2 X 4 HF Std
REACTIONS (lb/size) 7=310/3-2-0,5=46/3-2-0,6=33/3-2-0
Max 1-lorz7=72(load case 4)
Max Uplift7=-71(load case 5),5=-3(load case 4),6=-149(load case 7)
Max Grav7=459(load case 7),5=46(load case 1),6=74(load case 2)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/99,2-3=-46/15,3-4=-11/31,4-5=-47/15,2-7=-410/93
BOT CHORD 6-7=-16/19,5-6=-16/19
WEBS 3-6=-21/160
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2) 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"
3)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.
4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads,
5)This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. '"4'` M1.,
6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7)Gable requires continuous bottom chord bearing.
8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
9)Gable studs spaced at 2-0-0 oc. P
10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1.
LOAD CASE(S) Standard
i
September 26,2005
<.le WARNING-Vert design 7777 Greenback Lane
Verify gn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT-7473 BEFORE USE. UN* •;
Sade 109
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citrus Heights,CA.95610
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown —r
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/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component m,,,ek®
Safety Information available from Truss Plate Institute,583 D'Onohio Drive,Madison,WI 53719.
Symbols Numbering System :, General Safety Notes
PLATE LOCATION AND ORIENTATION
1 3/" *Center plate on joint unless x,y Failure to Follow Could Cause Property
4 offsets are indicated. 6-4-8 Damage or Personal Injury
M dimensions shown in ft-in-sixteenths
Dimensions are in ft-in-sixteenths.
II qk Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g.
and securely seat. diagonal or X-bracing,is always required. See BCSI1.
2. Never exceed the design loading shown and never I
0-1/1i' 1 2 3 stack materials on inadequately braced trusses.
TOP CHORDS
31.V7RIE Provide copies of this truss design to the building
rop 4designer,erection supervisor,property owner and
poall other interested parties.
p 4. Cut members to bear tightly against each other.
For 4 x 2 orientation,locate O =
plates 0-'/i6:'from outside O bU 5. Place plates on each face of truss at each
edge of truss. c-s ce-� C5-6 O joint and embed fully. Knots and wane at joint
BOTTOM CHORDS locations are regulated by ANSI/TPI1.
*This symbol indicates the 8 7 6 5 6. Design assumes trusses will be suitablyprotected from
required direction of slots in the environment in accord with ANSI/P11.
connector plates.
7. Unless otherwise noted,moisture content of lumber
*Plate location details available in MiTek 20/20 shall not exceed 19%at time of fabrication.
software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted,this design is not applicable for
PLATE SIZE THE LEFT. use with fire retardant or preservative treated lumber.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the
The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to
4X
perpendicular to slots.Second
dimension is the length parallel camber for dead load deflection.
to slots. 10.Plate type,size,orientation and location dimensions
LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements.
11.Lumber used shall be of the species and size,and
ve Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T, I or Eliminator bracing
BOCA
96-31,95-43,96-20-1,96-67,84-32 in all respects,equal to or better than that
specified.
ICBO 4922,5243,5363,3907
if indicated. 12.Top chords must be sheathed or purlins provided at
spacing shown on design.
BEARING SBCCI 9667,9730,9604B,951 1,9432A
13.Bottom chords require lateral bracing at 10 ft.spacing,
II Indicates location where bearings I or less,if no ceiling is installed, unless otherwise noted.
(supports) occur. Icons vary but 14.Connections not shown are the responsibility of others.
4.00 reaction section indicates joint
number where bearings occur. ...�® 15.Do not cut or alter truss member or plate without prior
1...=-41 approval of a professional engineer.
Industry Standards: 16.Install and load vertically unless indicated otherwise.
ANSI/TPI1: National Design Specification for Metal MiTek®
Plate Connected Wood Truss Construction. ��\
DSB-89: Design Standard for Bracing.
BCSI1: Building Component Safety Information, :
4 Guide to Good Practice for Handling, V\IV
Installing &Bracing of Metal Plate
Connected Wood Trusses. MiTek Engineering Reference Sheet:MII.7473 ®2004 MiTek®
e" v