2414 Truss Specs 01292014 Page 1 of 24
Job � Truss TrussType qty Ply MORFORD MEADOWS LOTS
SJ401507 A1 GABLE 1 1
Jo6 Refer2nrP lnMiona❑
The Truss Co./Tn-County Truss,Sumner,Burlington,Pasco,WA/Eugene,OR,TSE Run:7.430 s Jul 25 2013 Print:7.430 s Jul 25 2013 MiTek Industries,Inc. Wed Jan 29 17:15:52 2014 Page 1
I D:zfX4fohsN4Jsiy7h rKbAaryRTHr-5 BjQfPGBEY hsw25 WHZAC WACMfDODiAjOGVxvXDzq P8r
-i-6-0 17-6-0 35-0-0 36Fi-0
. 1-6-0 17f-0 17-6-0 1-6-0
16
6.00 12 - 14 �� Scale=1:71.0
13 18
12 19
20
11 _p_ 21
10 22 3x4�
3x4� 9 S 1 3 23
� 8 24
25
5 6 9 S 0 z S 4 S 5 26 27
2$ST23
4 6 � 8 S 6S 7S 8
�T1 3 4 5 S 9 S Q S ' 29
S 2
r� 2 30
01 31 Iq
0
3x4= 42 41 40 39 38 37 36 35 34 33 32 3x4=
55 54 53 52 51 50 49 48 47 46 45 44 43
5x5=
35-0-0
35-0-0
Plate Offsets(X Y):[16:0-2-0 Edge] [41:0-2-8 0-3-0]
TOADING(ps250 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRiP
(Roof Sno�r-25.0) Plates Increase 1.15 TC 0.15 VeR(LL) 0.01 31 n/r 120 MT20 185/148
TCDL g.0 Lumber Increase 1.15 BC 0.07 Vert(TL) 0.00 31 n/r 90
BCLL D.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 30 n/a n/a
BCDL 7.0 Code IRC2012lfP12007 (Matrix) Weight 227 Ib FT=16%
LUMBER BRACING
TOP CHORD 2x4 HF No2 TOP CHORD Strudural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHCRD 2x4 HF No2 BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF Stud'Except' WEBS 1 Row at midpt 15-44,17-43,18-42
ST12,ST10,ST11,ST13,ST14:2x4 HF No2 MiTek recommends that Stabilizers and required cross bracing be installed
durin truss erection in accordance with Stabilizer Installation uide.
REACTIONS All bearings 35-0-0.
(Ib)- Max Horz2=114(LC 14)
Max Uplift All uplift 100 Ib or less at joint(s)2,55,54,53,52,51,50,49,48,47,46,45,42,41,40,39,38,37,36,35,34,
30,33,32
Max Grav All reactions 250 Ib or less at joint(s)2,44,43,55,54,53,52,51,50,49,48,47,46,45,42,41,40,39,38,37,
36,35,34,30,33,32
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES (14)
1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)VQRC2012)=87mph;TCDL=4.Bpsf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enGOSed;MWFRS(envelope)gable
end zone;cantilever 12ft 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 Standard Industry Gable End Details as
applicable,or consult qualifed building designer as per ANSIlTPI 1.
3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs nonconcurrent with other live
loads.
6)All plates are 2x4 MT20 unless otherwise indicated.
7)Gable requires continuous bottom chord bearing.
8)Gable studs spaced at 1-4-0 oc.
9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit belween the bottom
chord and any other members.
11)Provide mechanical connection(by others)of truss ro beanng plate capable of withstanding 100 Ib uplift at joint(s)2,55,54,53,52,51,50,49,48,47,46,45,
42,41,40,39,38,37,36,35,34,30,33,32.
12)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIITPI 1.
13)"Semi-rigid pitchbreaks with fixed heels"Member end fxity model was used in the analysis and design of this truss.
14)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE�S)Standard
� A..� dC���1�. .
�: h,l�/�, �
� � t
wy.'
� :«c
� ,W>�
� � � � �� � � �'+y�.
��; t���9 �''�
�:.�.s .+�: �F' � `�,�
`t� '�'f�I,S1'��'� �?
���t'�f��-1�'ew,
1/29/14
Digitally signed by:Terry L.Powell,P.E.
!WARNING!-VERIRY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE.
Design valid for use with Mi[ek connec[ors.This design is based only upon parame[ers shown,and is for an individual building component to be
installed and loaded vertically. Applicability oF design parameters and proper incorporation of component is responsibility of building designer.
Bracing shown is for lateral support oF individual web members only. Additional temporary bracing to insure stabiliry during construction is the � � "
responsibiliry of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance ����'.
regazding fabnca[ion,quality conVOl,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DS6-89 and BCSI 1 Building
Component Safety Informafion available from Truss Plate Insti[ute,583 D'Onofiio Drive,Madison,WI 53719 theTRUS�co.�r�c.
Page 2 of 24
` Job , Truss Truss Type Qty Ply MORFORD MEADOWS LOT8
SJ401507 A2 MOD.QUEEN 3 1
Job Reference o tional
The Truss Co./Tri-County Truss,Sumner,BuAington,Pasco,WA/Eugene,OR,TSE Run:7.430 s Jul 25 2013 Print:7.430 s Jul 25 2013 MiTek Industries,Inc. Wed Jan 29 17:15:52 2014 Page 1
I D:zfX4fohsN4Jsiy7h rKbAaryRTH r-5 BjQfPGBEYhsw25 WHZACWACAnDr9i8?OGVxvXDzqPBr
-i-6-0 7-1-0 it-73 17-6-0 23-0-13 27-10-12 35-0-0
'1-6-0� 7-1-4 � 4-5-75 � 5-10-13 � 5-10-13 � 4-5-15 � 7-1-4 '
4x4 I I Scale=1:697
6.00 12 6 19
3x4��a 3x4�
3x5� 5 �
2x4�\ 4 2x4//
3 8
W3 VY�
,
9
r� 2
�� �v
� 4x5� 13 14 15 �2 11 16 17 10 4x5� �
3x4= 3x8- 3x5= 3x4=
9-3-14 17Fi-0 25-83 35-0-0
93-74 6-2-3 8-2-3 � 93-13 �
Plate Offsets(X,Y): [2:03-8,0-2-0],[6:0-2-8 0-2-0] [9:0-3-7 0-1-15]
LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 25.0 plates Increase 1.15 TC 0.91 Vert(LL) -022 12-13 >999 360 MT20 185/148
(Roof Snow=25.0) Lumber Increase 1.15 BC 0.78 Vert(TL) -0.49 9-10 >844 240
TCDL 8�� Rep Stress Incr YES WB 026 Horz(TL) 0.14 9 n/a n/a
BCLL 0.0' Code IRC2012lfP12007 (Matrix) Weight:141 Ib FT=16%
BCDL 7.0
LUMBER BRACING
TOP CHORD 2x4 HF No2 TOP CHORD Strudural wood sheathing directly applied.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing.
WEBS 2x4 HF Stud"Except* WEBS 1 Row at midpt 5-12,7-12
W3,W4:2x4 HF No.2 MiTek recommends lhat Stabilizers and required cross bracing be installed
durin truss erection in accordance with Stabilizer Installation uide.
REACTIONS pb/size) 2=1499/0-5-8 (min.0-2-7),9=1379/0-5-8 (min.0-2-4)
Max Horz2=122(LC 10)
Max Uplift2=-127(LC 10),9=-102(LC 11)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-2524/185,3-4=-2285/174,4-5=-2163/192,5-18=-1623/138,6-18=-1534/161,6-19=-1608/159,
7-19=-1623/134,7-8=-2302/198.8-9=-2542/191
BOT CHORD 2-13=-204/2149,13-14=-125/1819,14-15=-125/1819,12-15=-125/1819,11-12=32/1825,11-16=32/1825,
1 6-1 7=3211 82 5,10-17=32/1825,9-10=-106/2169
WEBS 3-13=-315/123,5-13=-34/438,5-12=-720/152,6-12=-57/990,7-12=-745/155,7-10=-40/457,
8-10=-3271126
NOTES (10)
1)Wnd:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.Bpsf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enGosed;MWFRS(envelope)gable
end zone;can?ilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;,Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live
loads.
5)This truss has been tlesigned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)'This truss has been designed for a live load of 20.Opsf on the botlom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit belween the bottom
chord and any other members,with BCDI.=7.Opsf.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)2=127,9=102.
8)This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1.
9)"Semi-rigid pitchbreaks with fixed heels"Member end fxity model was used in the analysis and design of this truss.
10)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S)Standard
� �.� {����} �.
,��. „ r'1;�j:��,f ,
r""'
"��,� �
t � j
� J
� � ,�G� t+',L?�
�� 1"}�£�� +`x,f
�c'`
������1S�'���""�+,��.�ti
�������
1/29/14
Digitally signed by:Terry L.Powell,P.E.
!WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAW[NG NOTES BEFORE USE.
Design valid for use with Mitek connectors.This design is based only upon pazameters shown,and is for an individual building component to be "��
installed and loaded vertically. Applicabiliry of design parame[ers and proper incorporation of component is responsibility of building desibmer.
Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability dunng construction is the 4�>"�����
responsibility of the erector.Addi[ional permanent bracing of the overall s[ructure is the responsibility of the building designer.For general guidance ����,����
regarding fabrication,quality control,storage delivery erection and bracing consult ANSUTPI 1 Quality Criteria,DSB-89 and BCSI 1 Building
Component Safety[nformation available from Truss Plate Institute,583 D'Onofiio Drive,Madison,W I 53719 ��,�T,�,�S�r{�(�.��.
-
Page 3 of 24
' Job � Truss Truss Type pty Ply MORFORD MEADOWS LOTS
SJ401507 A2A SPECIAL 3 1
Job Reference o tional
The Truss Co./Tri-Counry Truss,Sumner,BuAington,Pasco,WA/Eugene,OR,TSE Run:7.430 s Jul 25 2013 Print:7.430 s Jul 25 2013 MiTek Industries,Inc. Wed Jan 29 17:15:53 2014 Page 1
I D:zfX4fohsN4Jsiy7h rKbAaryRTHr-ZOHpsIHm?rpjXCgi rHhR3NILidAuRQ BAV9gT3gzqP8q
-i-6-0 6-0-9 8-11-0 13-2-8 17b-0 23-0-13 27-10-7 35-0-0
1-6-0 6-0-9 2-10-7 43-8 43-8 5-10-13 4-5-10 7-1-9
4x5= Scale=1:70.2
6.00 12 7 15
4x6�
6 3x4�
14 8
2x4 II
4x7� 5
2x4//
2x4;4 4 9
3 �
W
13 �p �q
2 6X9= m N
�� �v
0 0
4x8� 12 16 17 11 3x8=
3.00 12
5x8= 3x4=
8-11-0 17-0-8 25-8-1 35-0-0
8-11-0 8-5-6 83-9 93-15
Plate Offsets(X,Y):[2:0-1-14 0-0-8] [6:0-0-12 0-1-8] [10:0-8-0 0-0-6] [12:0-2-0 0-2-11] [13:0-4-4 0-3-4]
LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 25.0 plates Increase 1.15 TC 0.96 Vert(LL) -0.43 12-13 >979 360 MT20 185/148
(Roof Snow=25.0) Lumber Increase 1.15 BC 0.81 Vert(TL) -0.96 12-13 >434 240
TCDL 8.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.41 10 n/a n/a
BCLL ��0 ' Code IRC2012lTPI2007 (Matrix) Weight:144 Ib FT=16°h
BCDL 7.0
LUMBER � BRACING
TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 HF No.2'Except' BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing.
81:2x4 DF No.1&Btr WEBS 1 Row at midpt 6-12,8-12
WEBS 2x4 HF Stud'Except' MiTek recommends that Stabilizers and required cross bracing be installed
W4,W5,W6:2x4 HF No.2 durin truss erection in accordance with Stabilizer Installation uide.
REACTIONS (Ib/size) 10=1385IMechanical,2=1505/0-5-8 (min.0-1-9)
Max Horz2=122(LC 10)
Max UpIift10=-103(LC 11),2=-127(LC 10)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 23=-4617/408,3-4=-4 2 86131 6,4-5=-4230/328,5-14=-4268/372,6-14=-0166/382,6-7=-1619/165,
7-15=-1612/162,8-15=-1627/136,8-9=-2345/200,9-10=-2591/194
BOT CHORD 2-13=-432/4124,12-13=-133/2086,12-16=-34/1853,16-17=-34/1853,11-17=-34/1853,10-11=-109/2223
WEBS 6-13=-242/2576,6-12=-1245/191,7-12=-81/1060,5-12=-769/154,8-11=-40/490,9-11=-357/130
NOTES (12)
1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enGosed;MWFRS(envelope)gable
end zone;cantilever left antl right exposed;end vertical left antl nght exposed;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for grealer of min roof live load of 16.0 psf or 1.00 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 has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members,with BCDL=7.Opsf. �
7)Refer to girder(s)for truss to truss connections.
8)Bearing atjoint(s)2 considers parallel to grain value using ANSI(fPl t angle to grain formula. Building designer should verify capaciry of bearing surface.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib upliR at joint(s)except Qt=1b)10=103,2=127.
10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIlTPI 1.
11)"Semi-rigid pitchbreaks with fxed heels"Member end fxity model was used in the analysis and design of this truss.
12)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S)Standard
� ���
� f1,5x,.�,
�
�
� ,� �
� !��)f�51 �,,�
r�t ti
��(n` lST��`��+,�`
+,a �.
�����
1/29/14
Digitally signed by:Terry L.Powell,P.E.
!WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE.
Design valid for use with Mitek connectors.This desiy,n is based only upon parame[ers shown,and is for an individual building component to be
installed and loaded vertically. Applicability of design pazameters and proper incorporation of component is responsibility of building designer.
Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability dunng construction is[he � k��}
responsibility of the erector.Additional pertnanent bracing of the overall structure is the responsibility of the building designer.For general guidance �� Y'
re azdin fabrication, uali control,stora e delive erection and bracin consult ANSI/TPI 1 �"°'� �'' t
B 8 q b' g ry g Quality Criteria,DSB-S9 and BCSI 1 Building �y,������Ca.�N�.
Component Safety Informafion available from Truss Plate[nstitute,583 D'Onofiio Dnve,Madison,WI 53719 j 1
Page 4 of 24
' Job , Truss Truss Type pty Ply MORFORD MEADOWS LOT8
SJ401507 A2B DBL.FINK 3 1
Job Reference o tional
The Truss Co./Tri-County Truss,Sumner,Burlington,Pasco,WA/Eugene,OR,TSE Run:7.430 s Jul 25 2013 Print:7.430 s Jul 25 2013 MiTek Industries,Inc. Wed Jan 29 17:15:54 2014 Page 1
ID:zfX4fohsN4Jsiy7hrKbAaryRTHr-1 arB351Pm9xa9MFuP_DgcbHY41 UqA_AJjpQOb6zqP8p
-1-6-0 6-2-5 70-5-1 17-6-0 24-7-0 28-9-11 � 35-0-0
1-6-0 6-2-5 4-2-72 7-0-15 7-0-15 - 4-2-12 6-2-5 �
4x6= Scale=1:787
6.00 12 6
3x6� 'ix4� 22 23 3x4�
5 � 3x6�
2x4\\ 4 8 2x4//
3 4 9
8-11-14 �
9 10
c� 2 n 2 z n
�� — Iq
� 3x8= 17 16 ,52x4 I I,4 13 12 11 3x8= o
3x4= 3x5= px4 II 3x6= 3x5= 3x4=
2x4 I I
2x4 I I
7-0-10 72-2-14 16{-0 181-0 22-9-2 27-11-7 35-0-0
I- 7-0-10 � 5-2-4 � 43-2 � 2-0-0 � 43-2 � 5-2-4 � 7-0-9 �
Plate Offsets(X,Y):[2:0-8-0 0-0-6] [6:03-0 0-1-12] [10:0-4-12 0-1-8] [12:0-2-4 0-1-8] [16:0-2-4 0-1-8]
LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/deFl Ud PLATES GRIP
TCLL 25.0 plates Increase 1.15 TC 0.79 Vert(LL) -0.36 14-15 >999 360 MT20 185/148
(Roof Snow=25.0) Wmber Increase 1.15 BC 0.96 Vert(TLj -0.87 14-15 >477 240
TCDL 8.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.15 10 n/a n/a
BCLL 0.0 ' Code IRC2012lfP12007 (Matrix) Weight:1641b FT=16%
BCDL 7.0
LUMBER BRACING
TOP CHORD 2x4 DF 2400F 2.OE'Except' TOP CHORD Strudural wood sheathing directly applietl or 2-6-9 oc purlins.
T1:2x4 HF No2 BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 HF No2 WEBS 1 Row at midpt 18-19
WEBS 2x4 HF Stud'Except' MiTek recommends that Stabilizers and required cross bradng be installed
W4,W5:2x4 HF No2 durin truss eredion,in accordance with Stabilizer Installation uide.
REACTIONS (Ib/size) 2=1605/0-5-5 (min.0-2-10),10=1484/Mechanical
Max Horz2=122(LC 14)
Max UpIifY2=-139(LC 10),10=-115(LC 11)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-2781/207,3-4=-2644/228,4-5=-2530/245,5-22=-2308/225,6-22=-2201/247,6-23=-2217/251,
7-23=-2324/224,7-8=-2600/257.8-9=-2714/241,9-10=-2826/219
BOT CHORD 2-17=-23212381,16-17=-172/2142,15-16=-51/1583,14-15=-51/1583,13-14=-51/1583,12-13=-51/1583,
11-12=-73/2166,10-11=-140/2455
WEBS 5-17=-59/324,5-16=-611/174,16-18=-130/887,6-18=-127/962,6-19=-131/1005,12-19=-134/930,
7-12=-655/179,7-11=-70/391,9-11=-280/105
NOTES (12)
1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat II;Exp B;enGosed;MWFRS(emelope)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 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partialty Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 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 has been tlesigned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit belween the bottom
chord and any other members.
7)Refer to girder(s)for truss to truss connedions.
8)Provitle mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)2=139,10=115.
9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 antl R802.102 and referencetl standard ANSIlTPI 1.
10)"Semi-rigid pitchbreaks with fixed heels"Member end fxity model was used in the analysis and design of this truss.
11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s). The designlselection of such connection device(s)is the
responsibility of others.
12)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE�S)Standard
1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 [ Y �
UniformLoads(pl� 3»� c3{",j
Vert:2-10=-14,1-6=-66,6-10=-66 ��
Concentreted Loads(Ib) �� � �^�f-/,r,. y .
Vert:20=-100 21=-100
Y'�
4 � `�
. �`+ •I!'i� iW
� l���� �
�``�,�"���Cr`I STY�`�"��y,�`�.
���'�-j�+
1/29/14
Digitally signed by:Terry L.Powell,P.E.
!WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. '
Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be
installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibiliry of buildmg desi�er.
Bracing shown is for lateral support of individual web members only. Additional temporary braciug to insure stability dunng construchon is the ��;d �
responsibility of the erector.Additional pertnanent bracing of the overall structure is the responsibility of the building designer.For general guidance z��° +�
re ardin fabrication, uali control,stora e delive erection and bracin consult ANS[/TPI 1 °��`R'� ""'�"
8 B q �Y g ry g Qualiry Criteria,DSB-89 and BCSI 1 Building �heTRUSS�,.Q.�,�'"�r.
Component Safety Information available from Truss Pla[e Institute,583 D'Onofno Drive,Madison,W I 53719
Page 5 of 24
• Job , Truss TrussType Qty Ply MORFORD MEADOWS LOT8
SJ401507 A2C MOD.QUEEN 3 1
Job Reference o tional
The Truss Co./Tri-County Truss,Sumner,BuAington,Pasco,WA/Eugene,OR,TSE Run:7 430 s Jul 25 2013 Print:7.430 s Jul 25 2013 MiTek Industries,Inc. Wed Jan 29 17:15:54 2014 Page 1
ID:zfX4fohsN4Jsiy7hrKbAaryRTH r-1 arB351 Pm9xa9M FuP_DgcbHXQ 1 XgA2YJjpQOb6zqP8p
-1-6-0 7-1-4 11-73 17$-0 23-0-13 27-10-12 35-0-0 36�-0
'1-6-0' 7-1-4 F 4-5-15 � 5-10-13 5-70-13 4-5-15 7-1-4 1-6-0
4x4 I I Scale=1:70.1
6.00 12 6 21
3x4�
3x4�
3x5�
5 20 �
3x5�
2x4\� 4 8 2x4//
3 9
V�3 VU3
1
� 2 10
o t 11Iq
4x5� 15 16 17 14 13 18 19 12 4x5� �
3x4= 3x8= 3x5= 3x4=
9-314 17�-0 25-8-3 35-0-0
93-14 8-23 &2-3 9-313
Plate Offsets(X Y): [2:03-8 0-2-0� [6:0-2-8 0-2-0] [10:03-7 0-1-15�
LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.83 Vert(LL) -022 14-15 >999 360 MT20 185/148
(Roof Snow=25.0) Lumber Increase 1.15 BC 0.71 Vert TL -0.48 2-15 >869 240
TCDL 8�� Rep Stress Incr YES WB 026 Horz TL 0.14 10 n/a n/a
BCLL OA ' � �
BCDL 7.p Code IRC2012/TPI2007 (Matrix) Weight:1431b FT=16%
LUMBER BRACING
TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling tlirectly applied or 10-0-0 oc bracing.
WEBS 2x4 HF Stud'ExcepN WEBS 1 Row at midpt 5-14,7-14
W3,W4�2x4 HF No2 MiTek recommends that Stabilizers and required cross bracing be installed
durin truss erec[ion in accordance with Stabilizer Installation uide.
REACTIONS (Iblsize) 2=1496/0-5-8 (min.0-2-7),10=1496/0-5-8 (min.0-2-7)
Max Horz2=114(LC 14)
Max Uplif''1=-127(LC 10),10=-127(LC 11)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 23=-2518/184,3-4=-2279/174,4-5=-2157/192,5-20=-1617/134,6-20=-1602/159,6-21=-1602/159,
7-21=-1617/134,7-8=-2156/192,8-9=-2278/174,9-10=-2517/184
BOT CHORD 2-15=-196/2144,15-16=-117/1814,16-17=-117/1814,14-17=-117/1814,13-14=-23/1813,13-18=-23/1813,
18-19=-23/1813,12-19=-23/1813,10-12=-82/2143
WEBS 3-15=315/123,5-15=34/437,5-14=-736/152,6-14=-55/986,7-14=-736/152,7-12=-35/437,
9-12=-314/123
NOTES (10)
1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)VQRC2012)=87mph;TCDL=4.Spsf;BCDL=42psf;h=25ft;Cat.II;Exp B;enGosed;MWFRS(envelope)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 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been consitlered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 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 has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-5-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members,with BCDL=7.Opsf.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)2=127,10=127.
8)This truss is designed in accordance with the 2012 International Residential Code sections R502.�1.�and R802.102 and referenced standard ANSIlTPI 1.
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
10)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE�S)Standard
�........�`�t",}� .
� �. � �;��(j.
r,,`'
„i ..� .
�., ;,,
v
�� �{ . �
!�<I�i9 ���
��..��,����1 S'3"Y����}�Y
��t���
1/29/14
Digitally signed by:Terry L.Powell,P.E.
!WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE.
Design valid for use with Mi[ek wnnectors.This design is based only upon parameters shown,and is for an individual building component to be
insialled and loaded vertically. Applicabiliry of design parameters and proper incorporation of component is responsibility of building designer.
Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability dunng construction is the ��',
responsibiliry of the erector.Additional pertnanent bracing of the overall struc[ure is the responsibiliry of the building designer.For general guidance � �-
re ardin fabrication, uali control,stora e delive erection and bracin consult ANSI/TPI 1 �
B 8 q �Y g ry g Quality Criteria,DSB-89 and BCSI 1 Building '(,�
Component Safety Informafion available fro�n Truss Plate Institute,583 D'Onofno Drive,Madison,WI 53719 �j y������CQ.INC.
Page 6 of 24
' Job , Truss TrussType qty Ply MORFORD MEADOWS LOTS
SJA01507 A3 DBL.FINK 3 1
Job Reference(optionaq
The Truss Co./Tri-County Truss,Sumner,Burlington,Pasco,WA/Eugene,OR,TSE Run:7.430 s Jul 25 2013 Print:7.430 s Jul 25 2013 MiTek Industries,Inc. Wed Jan 29 17:15:55 2014 Page 1
ID:zfX4fohsN4Jsiy7hrKbAaryRTHr-VmPZHRl1 XT4RnWq4yikv8oqjmQq8vRRTyT9Z7YzqP8o
-1-6-0 6-2-5 10-5-1 17£-0 24-7-0 28-9-11 35-0-0 36E-0
'1-6-0� 6-2-5 ~ 4-2-12 � 7-0-15 � 7-0-15 4-2-12 6-2-5 1-6-0
4x6= Scale=1:79.0
6.00 12 6
3x6� 3x4� 23 24 3x4�
5 � 3x6�
2x4\\ 4 8 2x4//
3 4 9
8-11-14 �
0
�� 2 � 2 2 — 10 "I"7
v
� 3x8= 18 17 162x4 I I15 14 13 12 3x8= o
3x4= 3x5= px4 II 3x6= 3x5— 3x4=
2x4 I I
2x4 II
7-0.10 12-2-14 16-6-0 18�-0 22-9-2 27-11-7 35-0-0
7-0.10 5-2-4 43-2 2-0-0 43-2 5-2-4 7-0-9
Plate Offsets(X Y): [2:0-8-0 0-0-6] [6:0-3-0 0-1-12] [10:0-8-0 0-0-6] [13:0-2-4 0-1-8] [17:0-2-4 0-1-8]
LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.80 Vert(LL) -0.36 15-16 >999 360 MT20 185/148
(Roof Snow=25.0) Lumber Increase 1.15 BC 0.95 Vert(TL) -0.88 15-16 >471 240
TCDL S.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.15 10 n/a n/a
BCLL 0.0 ' Code IRC2012/TPI2007 (Matrix) Weight:1641b FT=16k
BCDL 7.0
LUMBER BRACING
TOP CHORD 2x4 HF No2'Except' TOP CHORD Strudural wood sheathing directly applied or 2-6-11 oc purlins.
T2:2x4 DF 2400F 2.OE BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 HF No2 WEBS 1 Row at midpt 19-20
WEBS 2x4 HF Stud'ExcepC MiTek recommends that Stabilizers and required cross bracing be installed
W4,W5:2x4 HF No.2 durin truss eredion,in accordance with Stabilizer Installation uide.
REACTIONS (Ib/size) 2=1596/0-5-8 (min.0-2-10),10=1596/0-5-5 (min.0-2-10)
Max Horz2=114(LC 14)
Max Upliffi=-139(LC 10),10=-139(LC 11)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD '13=-2762/207,3-4=-2625/227,4-5=-2511/244,5-23=-2288/223,6-23=-2181/246,6-24=-2181/246,
7-24=-2288/223,7-8=-2510/244,8-9=-2623/228,9-10=2760/207 �
BOT CHORD 2-18=-223/2364,17-18=-163/2124,1 6-1 7=-4211 56 5,15-16=-42/1565,14-15=-42/1565,13-14=-42/1565,
12-13=-50/2124,10-12=-109/2363
WEBS 5-18=-60/325,5-17=-625/174,17-19=-130/901,6-19=-127/976,6-20=-127/976,13-20=-130/901,
7-13=-624/174,7-12=-60/324
NOTES (11)
1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)VpRC2012)=87mph;TCDL=4.Spsf;BCDL=42psf;h=25ft;Cat.II;Exp B;enGosed;MWFRS(envelope)gable
end zone;cantilever left and right exposed;end vertical left and nght exposed;Wmber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partialty Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designetl for greater of min roof live load of 16.0 psf or 1.00 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 nonwncurrent with any other live loads.
6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members.
7)Provide mechanical connedion(by others)of truss to beanng plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)2=139,10=139.
8)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIlTPI 1.
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
10)Hanger(s)or other connection tlevice(s)shall be provided sufficient to support concentrated load(s). The design/selection of such connedion device(s)is the
responsibility of others.
11)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S)Standard
1)Dead+Snow(balanced):Lumber Increase=l.t5,Plate Increase=l.t5
Uniform Loads(pl� t
Vert:2-10=-14,1-6=-66,6-11=-66 4-- ��
Concentrated Loads pb) �� �
vert:21=-too 22=-100 " ��--��.. '� fi:�!{�� � ``�
�s �
t
r.+
� �
�<1fa9 �
��`;,�y�'�Cr`!S7'���� ��
����A�-s'�'�l
1/29114
Digitally signed by:Terry L.Powell,P.E.
!WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE.
Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be
installed and loaded vertically. Applicabiliry of design parameters and proper incorporation of componen[is responsibility of building designer. �
Bracing shown is for la[eral support of individual web members only. Additional temporary bracing to insure stability dunng construction is the �
responsibility of the erector.Additional permanent bracing of the overall structwe is the responsibility of the building designer.For general guidance
re ardin fabrication, uali control,stora e delive erection and bracin consult ANSI/TPI 1 :��`r "
8 S q tY g ry g Quality Criteria,DSB-89 and BCSI 1 Building .���,TRUSSCQ.���.
Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W[53719
Page 7 of 24
' Job . Truss TrussType Qty Ply MORFORD MEADOWS LOTS
SJ401507 A4 GABLE 1 1
Job Reference o tional
The Truss Co./Tri-County Truss,Sumner,Burlington,Pasco,WA/Eugene,OR,TSE Run:7.430 s Jul 25 2013 Print:7.430 s Jul 25 2013 MiTek Industries,Inc. Wed Jan 29 17:15:56 2014 Page 1
I D:zfX4fohsN4Jsiy7h rKbAaryRTHr-zyzxUnJf I mC I OfPH WPF8hONtFqDZenfcB7v7g?zq PSn
-1-6-0 6-0.9 8-11-0 13-2-6 17Fi-0 23-7-0 28-9-11 35-0-0
'1-6-0' 6-0.9 ' 2-10-7 � 43-8 I 43-8 � 6-1-0 � 5-2-11 I 6-2-5 �
5x7= Scale=1:75.8
3x4� 3x7�
6.00 12 �
3x7�
4x9�
6 1 4x12�
42 z 43�6 3x5�
W z 3x5�
4x7� 3
5
4x8=
4 4 9 3x4�
3 �
2 3x4�
7
W T11
3x4� g
�'7 2 69= 3x811 9S 10 N
y�� Iy
� 4x8% 12 �� 4x6= o
3.00 12
5x8= 3x4=
8-11-0 17-0-8 26-0-14 35-0-0
8-11-0 � 8-5-8 8-8-6 8-11-2
Plate Offsets(X,Y):[2:0-1-14,0-0-8],[6:03-12,0-2-0],[7:03-8,0-1-12),[8:0-5-12,0-2-0],[9:0-1-2,0-1-9],[10:0-1-8,0-1-13],[12:0-2-0,0-2-11],[13:0-4-8,03-4],[15:0-1-15,0-1-0],(17:0-1-4,0-1-8],[18:0-2-0,0-0-10],
f 18:0-1-12 0-0-4]
LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 25.0 p�ates Increase 1.15 TC 0.88 Vert(LL) -0.40 12-13 >999 360 MT20 185/148
(Roof Sno�r25.0) Lumber Increase 1.15 BC 0.75 VeR(TL) -0.90 12-13 >459 240
TCDL $�0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.40 10 n/a n/a
BCLL 0.0' Code IRC2012lTPI2007 (Matrix) � Weight:2261b FT=16%
BCDL 7.0
LUMBER BRACING
TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 1-10-2 oc purlins.
BOT CHORD 2x4 HF No.2'Except' BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing.
B1:2x4 DF No.1&Btr WEBS 1 Row at midpt 6-12,8-12
WEBS 2x4 HF Stud'ExcepY MiTek recommends that Stabilizers and required cross bracing be installed
W4,W6,W8:2x4 HF No2,W5,W7,W9,W11,W13:2x6 HF No2 dunn truss eredion in accordance with Stabilizer Installafion uide.
OTHERS 2x4 HF Stud
REACTIONS (Ib/size) 10=1379/Mechanical,2=1499/0-5-8 (min.0-1-8)
Max Horz2=120(LC 10)
Max UpIift10=-102(LC 11),2=-127(LC 10)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-4590/407,3-4=-4261/316,4-5=-4205/328,5-42=-4182/366,6-42=-4084/376,6-7=-1635/164,
7-43=-1556/160,8-43=-1650/136,8-9=-2390/191,9-10=-2646/202
BOT CHORD 2-13=-429/4099,12-13=-133/2102,11-12=38/1899,10-11=-128/2316
WEBS 6-13=-233/2453,6-12=-1253/191,7-12=-80/1064,8-12=-773/159,8-11=-18/443,9-11=364/126
NOTES (15)
1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enGOSed;MWFRS(envelope)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(nortnal to the face),see Standard Industry Gable End Details as
applicable,or consult qualifed building designer as per ANSIITPI 1.
3)TCLL ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live
loads.
6)All plates are 2x4 MT20 unless otherwise indicated.
7)Gable studs spaced at 1-4-0 oc.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members.
10)Refer to girder(s)for truss to truss connections.
11)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI t angle to grain formula. Building designer should verify capacity of bearing surface.
12)Provide mechanical connection(by others)of truss to beanng plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)10=102,2=127.
13)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1.
14)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
15)All dimensions given in feet-inches-sixteenths(FFIISS)format � �� ��,.��
LOAD CASE(S)Standard � x ��
fi .�5. �nJ��t �.
(
� .
�
� �
� ���y{�t �
(�3�1�1 �
`n',�����-ris°r���'�„�+,?�,
���:1��'�
1/29/14
Digitally signed by:Terry L.Powell,P.E.
!WARNING'.—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE.
Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be
installed and loaded vertically. Applicabiliry of design parameters and proper incorpora[ion of component is responsibiliry of building designer. ;
Bracing shown is for lateral support of individual web membe�only. Additional temporary bracing to insure stabiliry during construction is the tg r
res onsibili of the erecror.Additional ermanent bracin of the ove�all structure is the res onsibili of the buildin desi � `���
P �Y P S p �y g gner.For general guidance ,�:���,�;,
regazding fabnca[ion,quality control,s[orage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCS[1 Building
Component Safety lnformation available from Truss Plate Institute,583 D'Onofno Drive,Madison,WI 53719 theTRUSSG�.���.
Page 8 of 24
' Job . Truss Truss Type �ty Ply MORFORD MEADOWS LOTS
SJ401507 B1 SPECIAL 4 1
Job Reference o tional
The Truss Co./Tri-County Truss,Sumner,Burlington,Pasco,WA/Eugene,OR,TSE Run:7.430 s Jul 25 2013 Pnnt 7.430 s Jul 25 2013 MiTek Industries,Inc. Wed Jan 29 17:15:57 2014 Page� 1
I D:zfX4fohsN4Jsiy7hrKbAaryRTH r-R9XJi7KH24K90p_T47mNDDv51 EXNLsIQnegCRzqP8m
-�-s-o s-as s->>-o �a-a-o n-a-a zz-io-o za-io-o
1-6-0 6-0-9 2-10-7 5-6-0 2-11-8 5-5-8 6-0-0
5x6= Scale=1:582
5
2x4 II
6
6.00 12 2x4 II �p 13
4
2x4� 3x4�
3 �
11 �
� 2 6x9= 8 � N
qI1 Iv
0 0
4x6% �� 9 4x4�
3.00 12 5x8= 2x4 I I
8-11-0 17-4-8 22-10-0 28-70-0
8-11-0 � 8-5-8 � 5-5-8 I 6-0-0 '
Plate Offsets(X Y): [2:03-1 0-0-13] [5:0-2-4 0-1-12] [8:03-10 0-1-14] [10:0-5-4 0-2-8]
LQADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 25.0 plates Increase 1.15 TC 0.67 Vert(LL) -0.30 10-11 >999 360 MT20 185/148
(Roof Snow=25.0) Lumber Increase 1.15 BC 0.88 Vert(TL) -0.74 10-11 >463 240
TCDL 8�� Rep Stress Incr YES WB 0.48 Horz(TL) 0.30 8 n/a n/a
BCLL 0.0-' CodeIRC2012lfP12007 (Matrix) Weight:1171b FT=16%
BCDL 7.0
LUMBER BRACING
TOP CHORD 2x4 DF No.1&Btr*Except' TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc purlins.
T2:2x4 HF No2 BOT CHORD Rigid ceiling direclly applied or 9-9-11 oc bracing.
BOT CHORD 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed
WEBS 2x4 HF Stud'ExcepY durin truss erection,in accordance with Stabilizer Installation uide.
W3,W4:2x4 HF No2
REACTIONS (Iblsize) 8=1132/0-5-8 (min.0-1-14),2=1253/0-5-8 (min.0-t-15)
Max Horz2=104(LC 10)
Max UpliftB=-83(LC 11),2=-109(LC 10) �
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 23=3621/313,3-4=3287l245,4-12=3326/303,5-12=3245/322,5fi=-1571/190,6-13=-1503/129,
7-13=-1611/108,7-8=-2098/152
BOT CHORD 2-11=-326/3223,10-11=-36/1286,9-10=-83/1786,8-9=-83/1786
WEBS 4-11=371/120,5-11=-237/2279,5-10=-134/495,6-10=384/107,7-10=-492/117
NOTES (11)
t)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enGosed;MWFRS(envelope)gable
end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=t.33 plate grip DOL=1.33
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live
loads.
5)This truss has been tlesigned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit belween the bottom
chord and any other members.
7)Bearing at joint(s)2 considers parallel to grain value using ANSIlfPI 1 angle to grain formula. Building designer should verify capacity of bearing surtace.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1001b uplift at joint(s)8 except Qt=1b)2=109.
9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referenced stantlard ANSIITPI 1.
10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
11)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S)Standard
1_: ��}
� ' ?t,S j.��
�
�
� . �# �
� ��v�� ��
Y
�� ���r�.)A���� 1�.�
��������
1/29/14
Digitally signed by:Terry L.Powell,P.E.
:WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE.
Design valid for use with Mitek connectors.This design is based only upon pazameters shown,and is for an individual building componen[to be
installed and loaded vertically. Applicability of design parameters and proper incorporation of componen[is responsibility of building designer. �
Bracin shown is for lateral su ort of individual web members onl Additional tem or bracin to insure stabili durin construction is the �, ''x"�`�'
B PP Y P �' � tY B .q
responsibility of the erector.Additiona]permanent bracing of the overall structure is the responsibility of the building designer.For general guidance �� ���
regazding fabricatioq quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSf 1 Building
Component Safety InformaHon available from Truss Plate Institu[e,583 D'Onofiio Drive,Madison,WI 53719 ��],��U��G(�,�(„"'.
Page 9 of 24
• Job Truss Truss Type Qty Ply MORFORD MEADOWS LOT8
SJ401507 B2 GAB�E 1 1
Job Reference o tional
The Truss Co./Tri-County Truss,Sumner,Burlington,Pasco,WA/Eugene,OR,TSE Run:7.430 s Jul 25 2013 Print:7.430 s Jul 25 2013 MiTek Industries,Inc. Wed Jan 29 17:15:59 2014 Page 1
I D:zfX4fohsN4Jsiy7h rKbAaryRTHr-NXf47oMXahatF78sBXorle?Yu20rrLG2t47 nHJzq PSk
�-s-o ta-s-o 2a-to-o
� 1-6-0 I 14-5-0 I —......-14-5-0
3x4= Scale=1:58.4
12 13 14
11 15
10 �g
6.00 12 45 9 1-0-8 ��46
8 18
� 19
6 S 1
20
5 0 S 0 2�
4 S z S 3 2z
S 4
3 S 5 S 6 S 7 23
� S 8 24
Y�1 2
w
o Io
3x4= 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 p5 3x4=
5x5=
26-10-0
28-10-0
Plate Offsets(X,Y): [13:0-2-O,Edge],[33:0-2-8 0-3-0]
LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 25.0 p�ates Increase 1.15 TC 0.15 Vert(LL) 0.00 1 n/r 120 MT20 185/148
(Roof Snow=25.0) Lumber Increase 1.15 BC 0.07 Vert(TL) -0.00 1 n/r 90
TCDL a�� Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 24 n/a n/a
BCLL OA ' Code IRC2012lTPI2007 (Matrix) Weight:166Ib FT=16h
BCDL 7.0
LUMBER BRACING
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puAins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed
durin truss eredion in accordance with Stabilizer Installation uide.
REACTIONS All bearings 28-10-0.
(Ib)- Max Ho22=103(LC 10)
Max Uplift All uplift 1001b or less atjoint(s)2,44,43,42,41,40,39,38,37,36,33,32,31,30,29,28,27,26,25
Max Grav All reactions 250 Ib or less at joint(s)24,2,35,34,44,43,42,41,40,39,38,37,36,33,32,31,30,29,28,27,
26,25
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES (14)
1)Wind:ASCE 7-10;VWt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=42psf;h=25R;Cat II;Exp B;enGosed;MWFRS(envelope)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 Standard Industry�able End Details as
applicable,or consult qualified building designer as per ANSI/TPI 1.
3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live
loads.
6)All plates are 2x4 MT20 unless otherwise indicated.
7)Gable requires continuous bottom chord bearing.
8)Gable studs spaced at 1-4-0 oc.
9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members.
11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,44,43,42,41,40,39,38,37,36,33,32,
31,30,29,28,27,26,25.
12)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1.
13)"Semi-rigid pitchbreaks with fxed heels"Member end fixity model was used in the analysis and design of this truss.
14)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S)Standard
�' ���
�� fi'$J+'l, Y
,
r*`'
4. ..s
�(`�' ����
. �:°"j rM.1;�.
ty�t�4 �+,"�1,
,������•tS1'�k��>� �`'�
���At--�'�
1129114
Digitally signed by:Terry L.Powell,P.E.
!WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAW ING NOTES BEFORE USE. '
Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be
installed and loaded vertically. Applicability of design pazameters and proper incorporation of component is responsibility of building designer.
Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabiliry during construction is[he ?�'��`3<
responsibility of the erector.Additional pennanent bracing of the overall structure is the responsibility of the building desibmer.For general guidance s '
_�`� .�w�:�.�
regarding fabricatioq quality control,storage delivery erection and bracing consult ANSllTPI 1 Quality Criteria,DSB-89 and BCSI 1 Building
Component Safety Informafion available from Truss Plate Institu[e,583 D'Onofrio Drive,Madison,WI 53719 '���T�i �s���.���,".
Page 10 of 24
' Job , Truss Truss Type qty Ply MORFORD MEADOWS LOT8
SJ401507 C GABLE 1 1
Job Reference o tional
The Truss Co./Tri-County Truss,Sumner,Burlington,Pasco,WA/Eugene,OR,TSE Run:7.430 s Jul 25 2013 Print:7.430 s Jul 25 2013 MiTek Industries,Inc. Wed Jan 29 17:15:59 2014 Page 1
I D:zfX4fohsN4Jsiy7hrKbAaryRTHr-NXf47oMXahatF78sBXorl e?X 12PH rMQ2t47nHJzqP8k
-1-6-0 I 4S0 I 9-0-0 10-7-8
I 1-6-0 4-6-0 4-6-0 � 1-7-8 �
Scale=123.1
3x4=
2x4 II 5
q 62x4 I I
6.00 12 2x4 I I
g 14 �2x4 II
T T
T1 T� T2
T
8
2 m
� B, Io
, 9
13 12 11 10
3x4= 2x4 I I 2x4 I I 2x4 I I 2x4 I I 3x4=
9-0-0
9-0-0 '
Plate Offsets(X,Y): [5:0-2-O,Edge]
LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 020 Vert(LL) 0.01 9 n/r 120 MT20 185/148
(Roof Snow=25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 8 n/r 90
TCDL 8�0 Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 8 n/a n/a
BCLL 0.0 ' Code IRC2012/TPI2007
BCDL 7.0 (Matrix) Weight:33 Ib FT=16%
LUMBER BRACING
TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling diredly applied or 6-0-0 oc bracing.
OTHERS 2x4 HF Stud _ MiTek recommends that Stabilizers and required cross bracing be installed
durin truss eredion in accordance with Stabilizer Installation uide.
REACTIONS All bearings 9-0-0.
(Ib)- Max Horz2=37(LC 11)
Max Uplift All uplift 100 Ib or less atjoint(s)2,8,13,11,10
Max Grav All reactions 250 Ib or less at joint(s)2,8,13,12,11,10
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES (13)
1)Wintl:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.Spsf;BCDL=42psf;h=25ft;Cat.II;Exp B;enGosed;MWFRS(envelope)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 Standard Industry Gable End Details as
applicable,or consult qualified building designer as per ANSI/TPI 1.
3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live
loads.
6)Gable requires continuous bottom chord bearing.
7)Gable studs spaced at 1-4-0 oc.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,8,13,11,10.
11)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1.
12)"Semi-rigid pitchbreaks with fxed heels"Member end fxity model was used in the analysis and design of this truss.
13)All dimensions given in feet-inches-sixteenths(FFIISS)fortnat.
LOAD CASE�S)Standard
�' ���..�
"p� 4:5xfP.
t"�
�
� �
!�r �
� k�9�i9 +";;�
'��''����-rts°r���'����
� �����
1/29/14
Digitally signed by:Terry L.Powell,P.E.
!WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAW►NG NOTES BEFORE USE.
Design valid for use with Mitek connectors.This design is based only upon parame[ers shown,and is for an individual building component to be
installed and loaded vertically. Applicability of design pazameters and proper incorporation of componen[is responsibility of building designer.
Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during conshvction is the ��`��
responsibility of the erector.Additional permanent bracing of the overall struchue is the responsibility of the building designer.For general guidance
regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Qualiry Criteria,DSB-89 and BCSI 1 Building `�`"�"`���� �� '��
Component Safety Intormation available from Truss Plate Institute,583 D'Onofiio Dnve,Madisoq WI 53719 theTRUSS�d.1��.
Page 11 of 24
' Job , Tn,ss Truss Type �ty Ply MORFORD MEADOWS LOT8
SJ401507 D1 COMMON 1
2 Job Reference o tional
The Truss Co./Tri-County Truss,Sumner,BuAington,Pasco,WA/Eugene,OR,TSE Run:7.430 s Jul 25 2013 Print:7.430 s Jul 25 2013 MiTek Industries,Inc. Wetl Jan 29 17:16:00 2014 Page 1
ID:zfX4fohsN4Jsiy7hrKbAaryRTHr-skCSK8M9L?ijtHj21FJ4rsXa1 RXIafmC6ktKpmzqPBj
5-6-0 11-0-0
' S-6-0 � 5-6-0
4x7 I I Scale:1/2"=1'
2
6.00 12
7
6
T1 W� W� T1
3
1
� B' �o
8 9 5 3x8/j 10 11 4 12
THD26 THD26 3x8�� THD26
5x7� THD26 5x7�
THD26
3-9-9 7-2-7 11-0-0
' 3-9-9 � 3-4-14 � 3-39
Plate Offsets(X Y): [1:0-4-7 0-2-8] [3:0-4-7 0-2-8] [4:0-5-13 0-0-8] [5:033 0-1-0]
LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 25.0 plates Increase 1.15 TC 0.76 Vert(LL) -0.09 4-5 >999 360 MT20 185/148
(Roof Snow=25.0) Lumber Increase 1.15 BC 0.92 Vert(TL) -0.17 4-5 >765 240
TCDL 8.0 Rep Stress Incr NO WB 0.66 Horz(TL) 0.04 3 n/a n/a
BCLL 0.0 ' Code IRC2012/TPI2007
BCDL 7.0 (Matrix) Weight:841b FT=16%
LUMBER BRACING
TOP CHORD 2x4 HF No.2 TOP CHORD Strudural wood sheathing directly applied or 3-10-0 oc purlins.
BOT CHORD 2x6 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF Stud
REACTIONS (Ib/size) 1=422/0-5-8 (min.0-3-10),3=422/0-5-8 (min.0-2-15)
Max Horz1=-32(LC 15)
Max Upliftl=-406(LC 10),3=321(LC 11)
Max Grav1=4389(LC 2),3=3578(LC 2)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1f=-6558/564,2-6=-6479/574,2-7=fi361/553,3-7=-6439/544
BOT CHORD 1-8=-481/5788,8-9=-481/5788,5-9=-481/5788,5-10=322/3795,10-11=322/3795,4-11=-322/3795,
4-12=-463/5683,3-12=-463/5683
WEBS 2-4=-250/3317,2-5=-281I3502
NOTES (14)
1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:2x4-1 row at 0-7-0 oc.
Bottom chords connected as follows:2x6-2 rows staggered at 03-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or�back(B)face in the LOAD CASE(S)section.Ply to ply connections have been
provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)Wind:ASCE 7-10;VWt=1 tOmph(3-sewnd gust)V(IRC2012)=87mph;TCDL=4.Spsf;BCDL=42psf;h=25ft;Cat II;Exp B;enGosed;MWFRS(envelope)gable
end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33
4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
5)Unbalanced snow loads have been considered for this design.
6)Concentrated loads from layout are not present in Load Case(s):#1 Dead+Snow(balanced);#8 Dead+0.6 MWFRS Wind(Neg.Intemal)Left;#9 Dead+0.6
MWFRS Wind(Neg.Internal)Right;#14 Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel;#15 Dead+p.6 MWFRS Wind(Neg.Internal)2nd Parallel;#16
Dead+Snow(Unbal.Left);#17 Dead+Snow(Unbal.Right);#18 Dead;#22 Dead+075 Snow(bal.)+0J5(0.6 MWFRS Wind(Neg.Int)Left);#23 Dead+075
Snow(bal.)+075(0.6 MWFRS Wind(Neg.Int)Right);#24 Dead+075 Snow(bal.)+075(0.6 MWFRS Wind(Neg.Int)1st Parallel);#25 Dead+0.75 Snow
(bal.)+075(0.6 MWFRS Wind(Neg.Int)2nd Parallep.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)'This huss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit belween the botrom
chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)1=406,3=321.
10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1.
11)"Semi-rigid pitchbreaks with fxed heels"Member end fixity model was used in the analysis and design of this truss.
12)Use USP THD26(With 16d nails into Girder&NA9D nails into Truss)or equivalent spaced at 2-0-0 oc max.starting al 0-11-4 from the left end to 8-11-4 to
connect truss(es)A2B(1 ply 2x4 HF),A2A(1 ply 2x4 HF)to front face of bottom chord. �� ���
13)Fill all nail holes where hanger is in contact with lumber. .w�
14)All dimensions given in feet-inches-sixteenths(FFIISS)format. �-�t" � �°��1 j�. '
"q
LOAD CASE(S)Standard 'P �
:a
Continued on page 2 ���.q� Y � �+
�/+' /�p �
'�,,,•, t�,�r�� ,�,"�
�S''���r�����a��,�,�.��
��������
1/29/14
Digitally signed by:Terry L.Powell,P.E.
!WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAW ING NOTES BEFORE USE.
Design valid for use with Mitek connectors.This design is based only upon para�neters shown,and is for an individual building component to be
installed and loaded veRically. Applicability of design parvneters and proper incorporation of component is responsibiliry of building designer.
Bracing shown is for lateral suppoR of individual web members only. Additional temporary bracing to insure stability during cons[ruction is the r'�+„
responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance r �
re ardin fabncation, uali control,stora e delive erection and bracin wnsult ANSUTPI 1 ���` �"''`�"
B g q ty g ry g Quality Criteria,DSB-89 and BCSI 1 Building
Component Safety Information available from Truss Plate Institute,583 D'Onofiio Drive,Madison,WI 53719 ��'�,�����(,,;Q.ZN�,.
_ _
Page 12 of 24
' Job • 7russ Truss Type Qty Ply MORFORD MEADOWS LOTS
SJ401507 D1 COMMON 1
2 Job Reference o tional
The Truss Co./Tri-County Truss,Sumner,Burlington,Pasco,WA/Eugene,OR,TSE Run:7.430 s Jul 25 2013 Print:7.430 s Jul 25 2013 MiTek Industries,Inc. Wed Jan 29 17:16:00 2014 Page 2
ID:zfX4fohsN4Jsiy7hrKbAaryRTHr-skCSK8M9L?ijtHj21FJ4rsXa1 RXIafmC6ktKpmzqPB�
LOAD CASE(S)Slandard
1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(pl�
VeR:1-2=�6,2-3=fi6,13=-14
- �� ��{�..� .
� ,,,�� "'�,�lC�+,7`.. �
t'r
� ti
t` .es
� �/
� i.i.e
� _r",€ �3
!ycI€�� ,•z,J
..�'3, �
'�.����'l.Sl'Y�'��,.�)'
�����,���
1/29/14
Digitally signed by:Terry L.Powell,P.E.
:WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAW ING NOTES BEFORE USE.
Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be
installed and loaded vertically. Applicability of design pazame[ers and proper incorporation of component is responsibiliry of building designer. :
Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability dunng construction is the ��i�s>�6'
responsibility of the erector.Additional pennanent bracing of the overall structure is the responsibility of the building designer.For general guidance �� � �
re ardin fabncation, uali control,stora e delive erection and bracin consult ANSUTPI 1 ''� �`�'
g g q ty g ry g Quality Criteria,DSB-89 and BCSI 1 Buildiog
Component Safety Information available from Truss Plate[nstitute,583 D'Onofiio Dnve,Madison,WI 53719 theTRUS��..{'.��.�.,
Page 13 of 24
� Job • Truss Truss Type Qty Ply MORFORD MEADOWS LOTB
SJ401507 D2 ROOF TRUSS 4 1
Job Reference o tional
The Truss Co./Tri-County Truss,Sumner,Burlington,Pasco,WA/Eugene,OR,TSE Run:7.430 s Jul 25 2073 Print:7.430 s Jul 25 2073 MiTek Industries,Inc. Wed Jan 29 17:76:00 2074 Page 7
I D:zfX4fohsN4Jsiy7hrKbAaryRTH r-skCSK8M9L?ijtHj21FJ4rsXe6RiPaotC6ktKpmzqP8j
-1-6-0 5-6-0 11-0-0 12b-0
i 1_6_0 I 5_6_0 I 5_6_0 I �_�Q i
4x4= Scale=124.6
3
6.00 12
� 8
W1
T1 T1
4
2
� B1 �T
0
5
� 6
3x5= 2x4 II 3x5=
5-6-0 11-0-0
5-6-0 � 5-6-0
LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/tlefl Ud PLATES GRIP
TCLL 25.0 plates Increase 1.15 TC 0.50 Vert(LL) -0.02 4-6 >999 360 MT20 185/148
(Roof Snow=25.0) Lumber Increase 1.15 BC 0.24 Vert(TL) -0.05 4-6 >999 240
TCDL 8.0 Rep Stress Incr YES WB 0.08 Horz(Tl) 0.01 4 n/a n/a
BCLL 0.0 ' Code IRC2012/TPI2007 (Matrix) Weight:341b FT=16%
BCDL 7.0
LUMBER BRACING
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applietl or 6-0-0 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing.
WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed
durin truss erection,in accordance with Stabilizer Installation uide.
REACTIONS (Ib/size) 2=536/0-5-8 (min.0-1-8),4=536/0-5-8 (min.0-t-8)
Max Horz2=-42(LC 15)
Max Uplift2=-57(LC 10),4=-57(LC 11)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-7=-518/13,3-7=-425/22,3-8=�25/22,4-8=-518/13
BOT CHORD 2-6=0/378,4-6=0/378
NOTES (10)
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enGosed;MWFRS(envelope)gable
end zone;can;ilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;,Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 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 has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit belween the bottom
chord and any other members.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1001b uplift at joint(s)2,4.
8)This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1.
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
10)All dimensions given in feet-inches-sixteenths(FFIISS)format. �
LOAD CASE(S)Standard
�'... ��4..l�
� �,��• ' R;5 j,�l- �
r,,`.
4 z
tr �
� ' �
�.a �
� t���� �
���i";���{rrsr�'�``;���
�:'��,Ls°�'
1/29/14
� Digitally signed by:Terry L.Powell,P.E.
!WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE.
Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be
installed and loaded vertically. Applicabiliry of design pazameters and proper incorporation of component is responsibility of building designer. �
Bracing shown is for lateral support of individual web members only. Additional temporary bracing to inswe stability during construction is the ;`�
responsibility of ihe erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance
regazding fabricatioq qualiry control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building -
Component Safety Informafion available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W I 53719 ��,���,��{'(�,��"',,,
Page 14 of 24
' Job • Truss Truss7ype Qty P�y MORFORD MEADOWS LOTB
SJ401507 D3 GABLE 1 1
Job Reference o tional
The Truss Co./Tri-County Truss,Sumner,BuAington,Pasw,WA I Eugene,OR,TSE Run:7.430 s Jul 25 2013 Print:7.430 s Jul 25 2013 MiTek Industries,Inc. Wed Jan 29 17:16:01 2014 Page 1
I D:zfX4fohsN4Jsiy7h rKbAaryRTHr-KwmqX U No6JqaVRHEJyrJ034uFr5eJGqLLOcuLCzqPBi
-1-6-0 5-6-0 11-0-0 12E-0
I �_6_� I 5_6_0 I __—._._ 5_6_0 — I �_�
4x4� Scale=1:25.4
5 6
2x4 I I
2x4 I I 7
6.00 12 4
2x4 I I
2x4 I I 16 8
3
T
T1 T T T1
T T
9
2
� s� Iv
�
,o °
15 14 13 12 11
3x4= 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 3x4=
11-0-0
' >>-o-o I
Plate Offsets{X Y): [6:0-2-6 0-2-4]
LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.16 Vert(LL) 0.01 10 Nr 120 MT20 185I148
(Roof Snow=25.0) Lumber Increase 1.15 BC 0.05 Vert(TL) 0.00 9 n/r 90
TCDL 8.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 9 n/a n/a
BCLL 0.0 ' Code IRC2012/TPI2007 (Matrix) Weight 421b FT=16%
BCDL 7.0
LUMBER BRACING
TOP CHORD 2x4 HF No2 TOP CHORD Struclural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling diredly applied or 6-0-0 oc bracing.
OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed
durin truss eredion,in accordance with Stabilizer Installation uide.
REACTIONS All bearings 11-0-0.
(Ib)- Max Horz2=-42(LC 11)
Max Uplift All uplift 100 Ib or less at joint(s)2,9,15,14,12,11
Max Grav All reactions 250 Ib or less at joint(s)2,9,15,14,13,12,11
FORCES (Ib)-Max.Comp.IMax.Ten.-All forces 250(Ib)or less except when shown.
NOTES (13)
1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enGosed;MWFRS(envelope)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 Standard Industry Gable End Details as
applicable,or consult qualifed building designer as per ANSIlTPI 1.
3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live
loads.
6)Gable requires continuous bottom chord bearing.
7)�able studs spaced at 1-4-0 oc.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members.
10)Provide mechanical connection(by others)of truss ro bearing plate capable of withstanding 100 Ib uplift at joint(s)2,9,15,14,12,11.
11)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.t and R802.102 and referenced standard ANSI/TPI 1.
12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
13)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S)Standard
�.... ,['�i
t}
,�L �,5��� x
rr':
� ? 1
� �� I
�� �� �
4"}9h4 �<`'�
r�� h',�. .�,\?
�,.SS �;ISTF�` ��'`�
�f��f�.'��`�
1/29114
Digitally signed by:Terry L.Powell,P.E.
!WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE.
Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be
installed and loaded vertically. Applicability of design parameters and proper inco�poration of component is responsibility of building designer.
Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability dunng construction is the �,:'���
responsibility of the erector.Additional permanent bracing of the overall structure is the responsibiliry of the building designer.For general guidance F�� '"\��.
regarding fabncatioq quality control,storage delivery erection and bracing consul[ANSUTPI 1 Quality Criteria,DSB-89 and BCSI 1 Building �
Component Safety Informafion available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W I 53719 theTRUSS�{��.I.��.
Page 15 of 24
' Job • 7n,ss Truss Type �ty Ply MORFORD MEADOWS LOT8
SJ401507 E1 MONO TRUSS 6 1
Job Reference o tional
The Truss Co./Tri-County Truss,Sumner,Burlington,Pasco,WA/Eugene,OR,TSE Run:7.430 s Jul 25 2013 Print:7.430 s Jul 25 2013 MiTek Industries,Inc. Wed Jan 29 17:16:01 2014 Page 1
I D:zfX4fohsN4Jsiy7hrKbAaryRTH r-KwmqXU No6JqaVR H EJyrJ034uwr46JGJLLOcuLCzq P8i
-1-6-0 3-5-8
i �_6_0 I 3_5_8 I
Scale=1:17.0
3
2x4 II
6.00 12
5
n
m �n
W1 q
N
T1
2
� B, l�
0
, 4
2x4 II
3x4=
O�tiB
i 3-5-8 �
i
I
LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 25.0 plates Increase 1.15 TC 0.18 Vert(LL) -0.01 2-4 >999 360 MT20 185/148
(Roof Snow=25.0) Lumber Increase 1.15 BC 0.08 Vert(TL) -0.01 2-4 >999 240
TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a nla
BCLL ��� � Code IRC2012/TPI2007 (Matrix) Weight:121b FT=16%
BCDL 7.0
LUMBER BRACING
TOP CHORD 2x4-HF No2 TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins, except end verticals.
BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed
durin truss erection,in accordance with Stabilizer Installation uide.
REACTIONS (Ib/size) 2=264/0-3-8 (min.0-1-8),4=98/0-1-8 (min.0-1-8)
Max Horz2=57(LC 7)
Max Uplift2=-40(LC 10),4=-14(LC 10)
Max Grav2=266(LC 17),4=108(LC 17)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES (12) �
t)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enGosed;MWFRS(emelope)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 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 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 has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit belween the bottom
chord and any other members.
7)Bearing at joint(s)4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should veriry capacity of bearing surface.
8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4.
10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIlTPI 1.
11)"Semi-rigid pitchbreaks with fxed heels"Member end fixity model was used in the analysis and design of this truss.
12)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S)Standard
#.... �[�2!��p.�
i
� �� �� �_:A;SJ��
{
�
� �
.� �
'�� t��h51 �
``��#'�'�'t','aS����"�,C'j��,
c�'����r��,��
1/29114
Digitally signed by:Terry L.Powell,P.E.
!WARNING!—VERIFY DESIGN PAI2AMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE.
Design valid for use wi[h Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be
installed and loaded veRically. Applicability of design parameters and proper incorporation of componen[is responsibility of building desi�er. ��"
��„K,-: .,
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 pennanent bracing of the overall structure is the responsibility of the building designer.For general guidance r��:��
regarding fabrication,qualiry control,storage delivery erection and bracing consult ANSI/TPI 1 Qualiry Criteria,DSB-89 and BCSI 1 Building
Component Safety[nformafion available from Truss Plate Institu[e,583 D'Onofrio Drive,Madison,WI 53719 theTRUSS{�..d.1��.
Page 16 of 24
� Job � Truss 7russ Type Qty P�y MORFORD MEADOWS LOTB
SJ401507 E2 MONO TRUSS 5 1
Job Reference(optional)
The Truss Co./Tri-County Truss,Sumner,Burlington,Pasco,WA/Eugene,OR,TSE Run:7.430 s Jul 25 2013 Print:7.430 s Jul 25 2013 MiTek Industries,Inc. Wed Jan 29 17:16:02 2014 Page 1
I D:zfX4fohsN4Jsiy7hrKbAaryRTH r-o6KCIqOQtcyR6asRtg MYwHd3gFR42jZUZ2M RtezqP8h
-�-s-o z-sa
� 1_6_0 I 2_5_8 I
Scale=1:14.t
3
2x4 II
6.00 12 5
n
M �
W1 �q
Z T1
� B, l�
0
4
1
2x4 I I
3x4=
Y�
2-5-8 i
LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 25.0 plates Increase 1.15 TC 0.18 Vert(LL) -0.00 2-4 >999 360 MT20 185/148
(Roof Snow=25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2-4 >999 240
TCDL S.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a
BCLL 0.0 " Code IRC2012(TPI2007
BCDL 7A (MaMx) Weight:9 Ib FT=16%
LUMBER BRACING
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-8 oc purlins, except end verticals.
BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed
durin truss erection,in accordance with Stabilizer Installation uide.
REACTIONS (Ib/size) 2=237/03-8 (min.0-1-8),4=45/0-1-8 (min.0-1-8)
Max Horz2=43(LC 9)
Max Uplift2=-41(LC 10),4=-9(LC 16)
Max Grav2=237(LC 17),4=49(LC 17)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES (12)
1)Wind:ASCE 7-10;VuIt=110mph(3-second gusq V(IRC2012)=87mph;TCDL=4.Spsf;BCDL=42psf;h=25ft;Cat.II;Exp B;enGosed;MWFRS(envelope)gable
end zone;cantilever left and right exposed;end vertical left and nght exposed;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;PaRialty Exp.;Ct=t1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 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 has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-5-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members.
7)Bearing at joint(s)4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
B)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4.
10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1.
11)"Semi-rigid pitchbreaks with fixed heels"Member end fxity model was used in the analysis and design of this truss.
12)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE�S)Standard
� �'' ��E..� .
^ .,��; �.5 j.jl,; r
,����
�'
c: ::+
7�� '1.$ T.�?
,�; t���� �„''�
�'3'��'c=rs���`"`� G�'4
�i'�����L�`�
1/29/14
Digitally signed by:Terry L.Powell,P.E.
!WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. '
Design valid for use with Mitek connectors.This design is based only upon puameters shown,and is for an individual building component to be �
installed and loaded vertically. Applicabiliry of design parameters and proper incorporation of component is responsibility of building desibmer.
��;�-a��
Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the ���ar
responsibiliry of the erector.Additional permanent bracing of the overall structure is the responsibiliry of the building designer.For general guidance �'
regazding fabrica[ioq qualiry control,storage delivery erection and bracing consul[ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building - - -
. Component Safety Informa6on available from Truss Pla[e Institu[e,583 D'Onofrio Drive,Madison,WI 53719 theTRUSS{�.�}..�N�.
Page 17 of 24
� Job • Truss TrussType Qty Ply MORFORD MEADOWS LOTB
SJ401507 F1 GABLE 1 1
Job Reference o tional
The Truss Co./Tri-County Truss,Sumner,Burlington,Pasco,WA/Eugene,OR,TSE Run:7.430 s Jul 25 2013 Print:7.430 s Jul 25 2013 MiTek Industries,Inc. Wed Jan 29 17:16:02 2014 Page t
ID:zfX4fohsN4Jsiy7hrKbAaryRTH r-o6KCIqOQtcyR6asRtgMYwHd2N FQP2jZUZ2M RtezqPBh
-1-6-0 3-5-8
i 1_6_0 I 3_5_8
� 3x4� 3 Scale=1:17.0
2x4 II
3x4�
6.00 12
7
W1 °
M N
T1 ST1
2
� B� lo
4x5=
� 2x4 II 4
2x4 I I
OH8
� 3-5-8
Plate Offsets(X Y): [2:0-1-8 0-1-9]
LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Utl PLATES GRIP
TCLL 25A� plates Increase 1.15 TC 020 Vert(LL) -0.01 2-4 >999 360 MT20 185/148
(Roof Snow=25.0) Lumber Increase 1.15 BC 0.08 Vert(TL) -0.01 2-4 >999 240
TCDL 8�0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a
BCLL 0.0 ' Code IRC2012/TPI2007 (Matrix) Weight:171b FT=16%
BCDL 7.0
LUMBER BRACING
TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins, except end verticals.
BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed
OTHERS 2x4 HF Stud durin truss erection,in accordance with Stabilizer Installation uide.
REACTIONS (Ib/size) 2=269/0-5-8 (min.0-1-8),4=91/0-1-8 (min.0-1-8)
Max Horz2=57(LC 7)
Max Uplift2=-41(LC 10),4=-13(LC 10)
Max Grav2=272(LC 17),4=t01(LC 17)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES (14) �
1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.Spsf;BCDL=42psf;h=25ft;Cat.II;Exp B;enGosed;MWFRS(envelope)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 Standard Industry Gable End Details as
applicable,or consult qualified building designer as per ANSI/TPI 1.
3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhanas non-concurrent with other live
loads.
6)Gable studs spaced at 1-4-0 oc.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
S)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom
chord and any other members.
9)Bearing at joint(s)4 considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
10)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4.
11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4.
12)This truss is designed in accordance with the 20�2 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1.
13)"Semi-rigid pitchbreaks with fxed heels"Member end fxity model was used in the analysis and design of this truss.
14)All dimensions given in feet-inches-sixteenths(FPIISS)format.
LOAD CASE(S)Standard
�.: �°*�}
�t� ����+�� `
r"�
� L
:es
+.a . �
� t�+��v �.�
ti ,�''
�.5��.'��'!S�"���`��.��.
f�����'�
1/29/14
Digi[ally signed by:Terry L.Powell,P.E.
!WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON TH[S TRUSS DRAW ING NOTES BEFORE USE.
Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be
installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. ' �
Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability dunng construction is the t��"
responsibiliry of the erector.Additional permanent bracing of the overall structure is the responsibiliry of the building designer.For general guidance ,� �;���;
regarding fabrication,quality control,storage delivery erection and bra.cing consu][ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building �
Component Safety Informafion available from Truss Plate Institute,583 D'Onofrio Dnve,Madison,WI 53719 '����„���(�;,Q,��{�,,
Page 18 of 24
� Job • Tn,ss 7n,ss Type Qty Ply MORFORD MEADOWS LOTS
SJ401507 F2 MONO TRUSS 5 1
Job Reference o tional
The Truss Co./Tri-County Truss,Sumner,Burlington,Pasco,WA/Eugene,OR,TSE Run:7.430 s Jul 25 2013 Print:7.430 s Jul 25 2013 MiTek Industries,Inc. Wed Jan 29 17:76:02 2014 Page 1
I D:zfX4fohsN4Jsiy7h rKbAaryRTHr-o6KCIqOQtcyR6asRtgMYwHd2NFQP2jZUZ2MRtezqPBh
-1-6-0 3-5-8
' 1-6-0 � 3-5-B
Scale=1:17.0
3
2x4 I I
6.00 12
5
rn
d�
W1
N
T1
2
�{ B� 10
1 4
2x4 I I
3x4=
0�1,8
i 3_5_8 I-7
LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Lld PLATES GRIP
TCLL 25.0 p�ates Increase 1.15 TC 0.20 Vert(LL) -0.01 2-4 >999 360 MT20 185/148
(Roof Snow=25.0) Lumber Increase 1.15 BC 0.08 Vert(TL) -0.01 2-4 >999 240
TCDL 8�0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a
BCLL 0.0' Code IRC2012/TPI2007 (Matrix) Weight:121b FT=16%
BCDL 7.0
LUMBER BRACING
TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins, except end verticals.
BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed
durin truss erection,in accordance with Stabilizer Installation uide.
REACTIONS (Ib/size) 2=269/0-5-8 (min.0-1-8),4=91/0-1-5 (min.0-1-5)
Max Horz2=57(LC 7)
Max Upliffi=-41(LC 10),4=-13(LC 10)
Max Grav2=272(LC 17),4=101(LC 17)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES (12)
1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=42psf;h=25ft;CaL II;Exp B;enGosed;MWFRS(emelope)gable
end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip UOL=1.33
2)TCLL ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partialry Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 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 has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit belween the bottom
chord and any other members.
7)Bearing at joint(s)4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. .
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4.
10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11)"Semi-rigid pitchbreaks with fxed heels"Member end fixity model was used in the analysis and design of this truss.
12)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S)Standard
.� ��� ?[��� .
". ' ,,�y'. ' �4:5'`~`� t
�'`:
:,.
� . � C�'
r„ �3
!�k)h� �y�
,�� �' � �;Y
�'�b �S.,r��l&.+�.��• 4.
���a T�V Y'�
1/29/14
Digitally signed by:Terry L.Powell,P.E.
!WARNING:—VER[FY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE.
Design valid for use with Mitek connectors.This design is based only�pon parameters shown,and is for an individual building component to be
installed and loaded veRically. Applicabiliry of design pazameters and proper incorporation of component is responsibility of building desig�er.
Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during conshuction is the .�
responsibility of the erector.Additional permanent bracing of the overall structure is the responsibiliry of the building designer.For general guidance
regazding fabncation,quality control,storage delivery erection and bracing consult ANSUTPI 1 Quality Criteria,DSB-89 and BCSI 1 Building
Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W I 53719 theTRUSS{..�.I��.
Page 19 of 24
' Job • Truss Truss Type Qty Ply MORFORD MEADOWS LOTS
SJ401507 F3 MONO TRUSS 4 1
Job Reference o tional
The Truss Co./Tri-County Truss,Sumner,Burlington,Pasco,WA/Eugene,OR,TSE . Run:7.430 s Jul 25 2013 Print:7.430 s Jul 25 2013 MiTek Industries,Inc. Wed Jan 29 17:16:03 2014 Page 1
I D:zfX4fohsN4Jsiy7hrKbAaryRTH r-GJ ubyAP2ew41 kkRdQ NtnTU97Zfiyn?leoi 5_Q5zqP8g
6-10-0 13-5-8 75-9-12 18-2-0
' 6-10-0 —�— 6-7-8 � 2-44 F 2-4-4
Scale=1:67.6
4x4�
6 �'
6.00 12 2x4 II �'�
5
4x8 I I
q 2x4 I I
5
4x8�
3x6 i 9
3x4� �2
2 3 M
m
�
1
�
0
3x5= 8 7
2x4 I I 3x4=
6-10-0 13-5-8 18-2-0
6-10-0 6-7-8 4-8-8
Plate Offsets(X Y): [4:0-1-4 0-2-0]
LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 25.0 p�ates Increase 1.15 TC 0.62 Vert(LL) -0.07 1-8 >999 360 MT20 185/148
(Roof Snow=25.0) Lumber Increase 1.15 BC 0.38 Vert(TL) -0.14 1-8 >999 240
TCDL a�� Rep Stress Incr YES WB 0.74 Horz(TL) 0.02 7 n/a n/a
BCLL 0.0 ' Code IRC2012/TPI2007 (Matrix) Weight:73 Ib FT=16%
BCDL 7.0
LUMBER BRACING
TOP CHORD 2x4 HF No2 � TOP CHORD Structural wood sheathing directly applied or 5-2-13 oc purlins, except end verticals.
BOT CHORD 2x4 HF No2 Except:
WEBS 2x4 HF Stud 6-0-0 oc bracing:7-9
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be installed
� dunn Wss erection,in accordance with Stabilizer Installation uide.
REACTIONS (Ib/size) 7=735/0-5-8 (min.0-1-8),1=517/Mechanical,10=119/0-1-8 (min.0-1-8)
Max Horz1=220(LC 7)
Max Uplift7=-145(LC 10),1=-4(LC 10),10=-64(LC 10)
Max Grav7=841(LC 17),1=517(LC 1),10=198(LC 17)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=-725/0,4-5=-428/108,5�=374/129,7-9=-089/101,4-9=-462/164
BOT CHORD 1-8=-88/591,7-8=-88/591
WEBS 2-8=0/280,2-7=-673/137,6-11=-158I370,4-11=-74/338
NOTES (12)
1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.Bpsf;BCDL=42psf;h=25ft;Cat.II;Exp B;enGosed;MWFRS(envelope)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 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
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 has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members.
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1001b uplift at joint(s)1,10 except Qt=1b)7=145.
9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)10.
10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlfPI 1.
11)"Semi-rigid pitchbreaks with fxed heels"Member end fxity model was used in the analysis and design of this truss.
12)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S)Standard
�.� ���..�
",' �� AS���
C'^
�
`R3 � ;,�
'T� �r t�7
!y�h� .�
��i'* �F' i�? �.'
cS;�.��'fsT���",�,;,,�.
��t'�'AL-�''
1/29114
Digitally signed by:Terry L.Powell,P.E.
:WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE.
Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be
insta0ed and loaded vertically. Applicability of design pazameters and proper incorporation of component is responsibiliry of building designer.
Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure s[ability dunng construc[ion is the �4,,b
responsibility of[he erec[or.Additional permanent bracing of the overall structure is the responsibility of[he building designer.For general guidance °�`g''
re ardin fabrication, uali control,stora e delive erection and bracin consult ANSUTP[ 1 `'E�`'�
U B q �Y g ry g Quality Criteria,DSB-S9 and BCSI 1 Building �������C�Y���Y
Component SaFety Information available from Truss Plate Institute,583 D'Onofrio Dnve,Madison,WI 53719
Page 20 of 24
' Job • Truss Truss Type QtY Ply MORFORD MEADOWS LOTB
SJ401507 F4 GABLE 1 1
Job Reference o tional
The Truss Co.!Tri-Counry Truss,Sumner,Burlington,Pasw,WA/Eugene,OR,TSE Run:7.430 5 Jul 25 2013 Print:7.430 s Jul 25 2013 MiTek Industries,Inc. Wed Jan 29 17:16:04 2014 Page 1
ID:zfX4fohsN4Jsiy7hrKbAaryRTHr-kVSzAWPgPEC9Mu0p_500?iiNG35?WbJn1 MrYyXzqPBf
�-- t8-2-0 --
18-2-0
3x4 I I Scale=1:662
14 15
13
12
301
10
3x4� 9
8 S
6.00 12 6 7
4 5 9 S 0 S 1
3 6
7 8
�T1 5
3
�
1
�
0
3x4=
29 28 27 26 25 24 23 22 21 20 19 18 17 16
3x4= 3x4 I I
18-2-0
18-2-0 '
LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 25.0 plates Increase 1.15 TC 0.30 Vert(LL) n/a - n/a 999 MT20 185/148
(Roof Snow=25.0) Lumber Increase 1.15 BC 0.14 Vert(TL) n/a - n/a 999
TCDL a�� Rep Stress Incr YES WB 0.18 Horz(TL) -0.00 16 n/a n/a
BCLL 0.0 ' Code IRC2012lTPI2007 (Matrix) Weight 1231b FT=16%
BCDL 7.0
LUMBER BRACING
TOP CHORD 2x4 HF No2 TOP CHORD Strudural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing.
WEBS 2x4 HF No2 WEBS 1 Row at midpt 15-16,14-17
OI�HERS 2x4 HF Stud'ExcepC MiTek recommends that Stabilizers and required cross bracing be installed
ST10,ST11,ST12:2x4 HF No2 durin truss eredion,in accordance with Stabilizer Installation uide.
REACTIONS All bearings 18-2-0.
pb)- Max Horz 1=256(LC 9)
Max Uplift All uplift 100 Ib or less at joint(s)16,29,28,27,26,25,24,22,21,20,19,18,17
Max Grav All readions 250 Ib or less at joint(s)1,16,29,28,27,26,25,24,22,21,20,19,18,17
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES (13)
1)Wind:ASCE 7-10;VWt=110mph(3-second gust)VQRC2012)=87mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enGosed;MWFRS(envelope)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 Standard Industry Gable End Details as
applicable,or consult qualifed building designer as per ANSI/TPI 1.
3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;�Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)All plates are 2x4 MT20 unless othenvise indicated.
6)Gable requires con;inuous bottom chord bearing.
7)Gable studs spaced at 1-4-0 oc.
S)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit belween the bottom
chord and any other members.
10)Provide mechanical connection(by others)of truss to beanng plate capable of withstanding 100 Ib uplift at joint(s)16,29,28,27,26,25,24,22,21,20,19,18,
17.
11)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referenced stantlard ANSI/TPI 1.
12)"Semi-rigid pitchbreaks with fxed heels"Member end fxity model was used in the analysis and design of this truss.
13)All dimensions givee in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S)Standard
� �.. d����} .
^^ ,�� ?��j�l w
,
�
:«:
`F3 n � �
� ,:.# t�
� t�,��<� �;t.1
�;, ��,rr �, „.�
�S',� ��°r�'�`"�C,.�
��x"��1��''
1/29/14
Digitally signed by:Terry L.Powell,P.E.
!WARNING!—VERIFY DES[GN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE.
Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be
installed and loaded vertically. Applicabiliry of design parameters and proper incorporation of component is responsibility of building desig�er.
Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability dunng construction is the �'` 3���'��
responsibiliry of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance �� ���„
regazding fabricatioq quality control,storage delivery erection and bracing consult ANSUTPI 1 Quality Criteria,DSB-89 and BCSI 1 Building
Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSS{��.1��.
_
Page 21 of 24
�Job • Truss Truss Type �ty Ply MORFORD MEADOWS LOT8
SJ401507 G1 COMMON 1 1
Job Reference o tional
The Truss Co./Tri-County Truss,Sumner,Burlington,Pasco,WA/Eugene,OR,TSE Run:7.430 s Jul 25 2013 Print:7.430 s Jul 25 2013 MiTek Industries,Inc. Wed Jan 29 17:16:04 2014 Page 1
I D:zfX4fohsN4Jsiy7hrKbAaryRTH r-kVSzA WPg PEC9Mu0p_500?ii FT3vD WXjn 1 M rYyXzqP8f
4-11-0 9-10-0
4-11-0 4-11-0
4x5= Scale=123.3
2
6.00 12
6 �
T1 T1
1 W1
3
1
� B1 �V
JUS24 5 JUS24 JUS244 JUS24
3x4 Q 3x4\�
3x10= 3x10=
3-5-6 6-4-10 9-10-0
3-5£ � 2-17-3 � 3-&6 �
Plate Offsets(X,Y): [1:0-10-4,0-0-13],[2:0-2-8 0-1-8] [3:0-10-4 0-0-13] [4:03-15 0-0-8] [5:0-1-9 0-0-0]
LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 25.0 plates Increase 1.15 TC 0.80 Vert(LL) -0.06 4-5 >999 360 MT20 185/148
(ROOf Snow=25.0) Lumber Increase 1.15 BC 0.95 Vert(TL) -0.11 4-5 >999 240
TCDL 8�0 Rep Stress Incr NO WB 0.41 Horz(TL) 0.04 3 n/a n/a
BCLL 0.0 ' Code IRC2012/TPI2007
BCDL 7A (Matrix) Weight:31 Ib FT=16%
LU M BER BRACI NG
TOP CHORD 2x4 HF No2 TOP CHORD Strudural wood sheathing directly applied or 2-7-13 oc purlins.
BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directly applietl or 10-0-0 oc bracing.
WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed
durin truss erection,in accordance wilh Stabilizer Installation uide.
REACTIONS (Ib/size) 1=1570/0-5-5 (min.0-2-9),3=1570/0-5-8 (min.0-2-9)
Max Horz1=30(LC 14)
Max Uplifil=-172(LC 10),3=-172(LC 11)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-6=-2320/230,2-6=-2229/238,2-7=-2229/238,3-7=-2320/229
BOT CHORD 1-5=-183/1994,4-5=-13511425,3-4=-183/1994
WEBS 2-5=-90/1076,2-4=-90/1076
NOTES (12)
1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)VQRC2012)=87mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable
end zone;cantilever left and right exposed;end vertical left and nght exposed;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partialty Exp.;Ct=1.1
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 has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)1=172,3=172.
7)This truss is designed in accordance with the 2012 Intemational Residential Code sedions R502.11.1 and R802.102 and referenced standard ANSIlfPI 1.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
9)Use USP JUS24(With 10d nails inro Girder&10d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 8-0-12 to connect
truss(es)F3(1 ply 2x4 HFSPF)to back face of bottom chord.
10)Fill all nail holes where hanger is in contact with lumber.
11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
12)All dimensions given in feet-inches-sixteenths(FFIISS)fortnat.
LOAD CASE�S)Standard
1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(pl�
Vert:1-3=-269(B=-255),1-2=f6,2-3=-66
�-: ��i°,~...� .
:��: 1 SIIJ, '
�
4. �
� �
� ��y.�
•����y . ��a t.r.�..
^. ���'�f1�} ���
������t'�t S 1 f�����„��.�'�'
��"+�AL�``
1/29114
Digitally signed by:Terry L.Powell,P.E.
!WARNING!—VER[FY DES[GN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAW[NG NOTES BEFORE USE.
Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be
installed and loaded vertically. Applicability oF design parameters and proper incorporation of component is responsibility of building designer.
Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during cons[ruction is the ��
responsibiliry of the erector.Addi[ional pennanent bracing of[he overall structure is the responsibiliry of the building designer.For general guidance � ���
re azdin fabricatio�, uali control,stora e delive erection and bracin consult ANSI/TPI 1 "" ��
g g q ry g ry g Quality Criteria,DSB-89 and BCSI 1 Building
Component Safety Informafion available from Tmss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSS�..�.�N.�..
� Page 22 of 24
Job Truss Truss Type Qty Ply MORFORD MEADOWS LOT8
SJ401507 G2 GABLE � � Job Reference(optionap
The Truss Co./Tri-County Truss,Sumner,Burlington,Pasco,WA/Eugene,OR,TSE Run:7.430 s Jul 25 2013 Print:7.430 s Jul 25 2013 MiTek Industries,Inc. Wed Jan 29 17:16:05 2014 Page 1
I D:zfX4fohsN4Jsiy7hrKbAaryRTH r-C hOLNsQ IAXKOz2b?YovFYvFZcSPFF3ExF0a5UzzqPBe
-�-s-o a->>-o s-�o-o i i-a-o
' i-s-o � a>>-o *-- a->>-o � �-s o
5x7= Scale=126.3
2x4 I I 3 2x4 I I
3x4� 3x4�
2x4 II
6.00 12 2x4 I I
3x4% 15 16 3x4�
1 T � T
T �
T ,y
2
� 81 �
5
� 2x4 II 2x4 II 6 2x4 II 2x4 II
4x5= 2x4 II 4x5=
4-77-0 9-10-0
4-17-0 ~ 4-11-0
Plate Offsets(X,Y):[2:0-1-8 0-1-9] [3:03-8 0-1-12] [4:0-1-8 0-1-9]
LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 25.0 plates Increase 1.15 TC 020 Vert(LL) -0.02 2-6 >999 360 MT20 1851148
(Roof Snow=25.0) Lumber Increase 1.15 BC 0.20 Vert(TL) -0.03 2-6 >999 240
TCDL 8�� Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 4 n/a n/a
BCLL 0.0 ' Code IRC2012/TPI2007 (Matrix) Weight:481b FT=16%
BCDL 7.0
LUMBER BRACING
TOP CHORD 2x4�HF No2 TOP CHORD Strudural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling tlirectly applied or 10-0-0 oc bracing.
WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed
OTHERS 2x4 HF Stud durin truss erection,in accordance with Stabilizer Installation uide.
REACTIONS (Iblsize) 2=489/0-5-8 (min.0-1-5),4=489I0-5-8 (min.0-1-5)
Max Hoa2=36(LC 10)
Max Uplift2=-54(LC 10),4=-54(LC 11)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-15=-467/10,3-15=389/17,3-16=-388/17,4-16=-467/9
BOT CHORD 2-G=0/347,4-6=0/348 .
NOTES (12)
1)Wind:ASCE 7-10;VWt=110mph(3-second gusQ V(IRC2012)=87mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable
end zone;cantilever left and right exposed;end vertical left and nght 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 Standard Industry Gable End Details as
applicable,or consult qualified building designer as per ANSIITPI 1.
3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live
loads.
6)Gable studs spaced at 1-4-0 oc.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4.
10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referencetl standard ANSIlTPI 1.
11)"Semi-rigid pitchbreaks with fxed heels"Member end fixity model was used in the analysis and design of this truss.
12)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S)Standard
�... .�f��� �.
��� �,�r��� �
��
�
r'
�, � I'
"�3 C�
r�
�� 1���9 �
����f�tS�'Est��"��?��
(�ji�s��,�r
1/29114
Digitally signed by:Terry L.Powell,P.E.
!WARNING!—VERIFY DES[GN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE.
Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be
installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. � �
Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability dunng construction is the � '�
responsibility of the erector.Additional permane�t bracing of the overall structure is the respo�sibility oF the building designer.For general guidance � ����
re ardin fabrication, uali control,s[ora e delive erection and bracin consult ANSI/TPI 1 ����'��
g � q ty g ry g Quality Criteria,DSB-89 and BCSI 1 Building
Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSS{�..0.���.
� Page 23 of 24
Job ' Truss Truss Type �ty Ply MORFORD MEADOWS LOT8
SJ401507 H GABLE 1 1
Job Reference(optionap
The Truss Co./Tri-County Truss,Sumner,Burlington,Pasco,WA/Eugene,OR,TSE Run:7.430 s Jul 25 2013 Print:7.430 s Jul 25 2013 MiTek Industries,Inc. Wed Jan 29 17:16:06 2014 Page 1
I D:zfX4fohsN4Jsiy7h rKbAaryRTH r-guajbCRwxrStbCAC6VQ U 57n1 Ssd�Ut4Ug KfOPzqP8d
-1-6-0 6-6-1 10-0-0 13-5-15 20-0-0 21-6-0
' 1-6-0 � 6-6-1 � 3-5-15 � 3-5-15 ~ 6-6-1 � 1-fr0 �
Scale=1:38.2
4x8=
2x4 I I 3x4� 4 3X4�2x4 I I
5x6= 2x4 I I
4.00 12 2x4 I I 5x6=
2x4 I I 2x4 I I
3x5� 3 5
z3 24 3x5�
3x5;
3x5�
T
T � T
� 2 � 2x I 2x4 II 6 "'
� � � I�
° 4x5= 2x4 I I 2x4 I I 2x4 I I 8 2x4 I I 2x4 I I 2x4 I I 4X5 �
4x5= 3x8= 4x5=
10-0-0 20-0-0
10-0-0 � 10-0-0 �
Plate Offsets�X,Y):[2:03-4 0-0-6] [2:0-10-8 0-1-8] [3:0-0-12 0-2-8] [4:0-4-0 0-1-0] [5:0-0-12 0-2-8] [6:03-4 0-0-6] [6:0-10-8 0-1-8]
LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 25.0 plates Increase 1.15 TC 0.19 Vert(LL) -0.16 2-8 >999 360 MT20 185/148
(Roof Snow=25.0) Lumber Increase 1.15 BC 0.75 Vert(TL) -0.36 2-8 >666 240
TCDL 8�0 Rep Stress Incr NO WB 024 Horz(TL) 0.07 6 n/a n/a
BCLL 0.0 ' CodeIRC2012lTP12007
BCDL 7.0 (Matrix) Weight:1051b FT=16%
LUMBER BRACING
TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing.
WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed
OTHERS 2x4 HF Stud durin truss eredion,in accordance with Stabilizer Installation uide.
REACTIONS (Ib/size) 2=897/03-8 (min.0-1-8),6=897I03-8 (min.0-1-8)
Max Horz2=44(LC 14)
Max Uplift2=-118(LC 6),6=-118(LC 7)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-23=-1752/138,3-23=-1657/155,3-4=-1340I90,4-5=-1341/90,5-24=-1657/157,6-24=-1752/140
BOT CHORD 2-8=-128/1621,6-8=-91/1622
WEBS 4-8=-13/626,5-8=-536/132,3-8=-538/130
NOTES (12)
1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)VpRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;CaL II;Exp B;enGosed;MWFRS(envelope)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(nortnal to the face),see Standard Industry Gable End Details as
applicable,or consult qualifed building designer as per ANSI/TPI 1.
3)TCLL:ASCE 7-10;Pf=25.0 psf(flal roof snow);Category II;Exp B;PaRially Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live
loads.
6)Gable studs spaced at 2-0-0 oc.
7)This truss has been designetl for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)2=118,6=118.
�O)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI t.
11)"Semi-rigid pitchbreaks with fixed heels"Member end fxity model was used in the analysis and design of this truss.
12)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S)Standard
�- 3..: ��� . .
��: <°t.$��I, f r
�
:�
� �
r i�FP
!y<Jh9 �,+�
°"r,,,gt �, � .,
t�'�r.��'1.S'�'�:��' ���`
��������
1/29114
Digitally signed by:Terry L.Powell,P.E.
!WARNING:—VERIFY DES[GN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. ;,�
Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be
installed and loaded vertically. Applicability of design pazameters and proper incorporaiion of component is responsibiliry of building designer. �'�
Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure s[abiliry during construction is the �, ��`;}
responsibility of the erector.Additional permanent bcacing of the overall structure is the responsibility of the building designer.For general guidance � `�`
re ardin fabncation, uali control,stora e delive erection and bracin consult ANSI/TPI 1 �`��`"�`'`��"�
g g q ty g ry g Quality Criteria,DSB-89 and BCSI 1 Building
Componen[Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRtTSSG{�.1��.
, Page 24 of 24
�Job ' Truss TrussType Clty Ply MORFORD MEADOWS LOT8
SJ401507 H1 COMMON 6 � �ob Reference(optionaq
The Truss CoJ Tri-County Truss,Sumner,Burlington,Pasco,WA I Eugene,OR,TSE Run:7.430 s Jul 25 2013 Pnnt:7.430 s Jul 25 2013 MiTek Industries,Ina Wed Jan 29 17:16:06 2014 Page 1
I D:zfX4fohsN4Jsiy7h rKbAaryRTH r-guajbCRwxrStbCAC6VQU57nf7sdh_Uq4UgKfOPzqP8d
-1-6-0 6-6-1 � 10-0-0 I 13-5-15 20-0-0 21Fi-0
' 1-6-0 ' 6-6-1 3-5-15 3-5-15 � 6-6-1 � 1-6-0 �
Scale=1:37.1
4x4=
4
4.00 12 2x4� 2x4 G
3 5
g 10
1 T
1
6
� 2 �N
� � � `n
0 0
8
4x4= 3x8= 4x4=
10-0-0 20-0-0
10-0-0 10-0-0
Plate Offsets{X Y):[2:03-2 Edge] [6:0-3-2 Edge]
LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 25.0 p�ates Increase 1.15 TC 0.53 Vert(LL) -0.20 2-8 >999 360 MT20 185/148
(Roof Snow=25.0). Lumber Increase 1.15 BC 076 Vert(TL) -0.47 2-8 >503 240
TCDL 8�� Rep Stress Incr YES WB 024 Horz(TL) 0.06 6 n/a n/a
BCLL 0.0 ' Code IRC2012lTPI2007 (Matrix) Weight:651b FT=16%
BCDL 7.0
LUMBER BRACING
TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc purlins.
BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed
during truss erection in accordance with Stabilizer Installation guide.
REACTIONS (Ib/size) 2=897/03-8 (min.0-1-8),6=897/03-5 (min.0-t-8)
Max Horz2=46(LC 10)
Max Uplift2=-t 18(LC 6),6=-118(LC 7) �
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-9=-1729/141,3-9=-1609/158,3-4=-1294/87,4-5=-1294/87,5-10=-1609/158,6-10=-1729/141
BOT CHORD 2-8=-130/1575,6-8=-91/1575
WEBS 4-8=-12/634,5-8=-5401137,3-8=-540/137
NOTES (10)
1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat II;Exp B;enGosed;MWFRS(envelope)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 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 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 has been designed for a live load of 20.Opsf on the boriom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)2=118,6=118.
8)This truss is designetl in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.102 antl referenced standard ANSIlTPI 1.
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
10)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S)Standard
..� �" �i,J . �
"° .�. ` <�Spts
�"5 �,,,
:.�
'� r
�� 1��f�9 i�
'�?
��'.���1„S�'�t��.'�,�J�`
����Al.�"'�e�,
1/29/14
Digitally signed by:Terry L.Powell,P.E.
!WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON TH[S TRUSS DRAWING NOTES BEFORE USE.
Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be
installed and loaded vertically. Applicabiliry of design parameters and proper incorporation of component is responsibility of building 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 con[rol,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building � �� � --- -
Component Safety[nformation available from Truss Plate Institute,583 D'Onofiio Dnve,Madison,WI 53719 't���uS�C(� I�{",
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