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Piate Offsets(X,Y): [3:0-1-S,Edge],(4:0-1-S,Edge],[9:0-1-S,Edge],[10:Q1-8,Edge],[13:Q1-S,Edge],[14:Edge,0-1-Sj,[17:0-1-8,0.Q0],[18:0-1-8,Edge],[21:0-1-8,0-0.0],
_. _[22:0-1-8Edge�_ _
LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.75 Vert(LL) -0.16 1�17 >999 480 MT20 185/144
TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -025 1�17 >8D9 360
BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.04 14 n/a n/a
BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:103 1b FT=0%F,0%E
LUMBER BRACING
TOP CHORD 2x4 SPF No2(flat) TOP CHORD Strudural wood sheathing diredly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SPF No2(flat) except end verticals.
WEBS 2x4 HF/SPF Stud/STD(flat) BOT CHORD Rigid ceiling diredly applied or 6-0-0 oc bracing.
REACTIONS (Ib/size) 23=142/0.5-8 (min.01-8),20=1776/0-5-5 (min.a1-8),14=791/0.3-8 (min.0-1-8)
Max Uplift 23=-147(LC 3)
Max Grev 23=331(LC 2),20=1776(LC 1),14=800(LC 3)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-259/795,3-4=259/795,4-5=0/1552,5-6=0/1552,6-7=0/1552,7-8=1423/0,
8-9=-1423/0,9-10=2105/0,10-11=-2031/0,11-12=-2031/0
BOT CHORD 22-23=-354/403,21-22=-795/259,20-21=795/259,19-20=58/257,18-19=0/2105,
17-18=0/2105,16-17=0/2105,15-16=0/2105,14-15=0/1294
WEBS 6-20=-271/0,2-23=450/401,4-20=-1261/0,2-22=-627/0,3-22=0/274,12-14=1455/0,
7-20=-1954/0,12-15=0l837,7-19=0/1348,11-15=-306/D,8-19=-279/0,10.15=309/186,
&19=-831/0
NOTES (8)
1)Unbalanced floor live loads have 6een considered for this design.
2)Attach ribbon block to truss with 3-10d nails applied to flat face.
3)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 147 Ib uplrft at joint 23.
4)This truss is designed in accordance with The 2009 intemationaf Residential Code sedions R502.11.1 and R802.102 and
referenced standard ANSI/TPI 1.
5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
6) Recommend 2x6 strongbacks,on edge,spaced at 10-0.0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. ���;,1Z$.
Strongbacks to be attached to walls at their outer ends or restrained by other means. �,�-�' �<<f�
7)CAUTION,Do not ered truss backwards. Q' �}t ' 'Sft
8)All dimensions given in feet-inches-sixteenths(FFIISS)format. �''�" �;
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WAP.N7NG Yc•ri};e}r.��^.rf�va r ur�zm�c�,�carcct PEA.L7 N!)9'F S QN 7FItS ANI7 IMC.L-S1I1F,fl Ir17F�7S d2EPER7`.,7J(�F F e.9.Ci'R1lf�74T3 tSEF/JRE L.7':�;. ��
Devgn va0d for u e only wdh M"T k on t This design is based y.�: n parameter shown,and s for an ind v du I buildi g c mponenf.
ApphcabAity of design paramefers and proper incorpwaiion of component is responsibddy of building designer not iniss designer eracing shown
is for lateral supporf of individual web members only.Additional temporary bwcing}o insure stability during cons}niction is the responsibillity of the �y n����>
eredcw. Additional permanenf biacing of fhe overall siructure is fhe responsibili}y af the building designer.For general guidance iegaiding !Yt
fa6ncation,qualify confrol,storage,delivery,erection and bracing,consuH AN51/TPI1 Quality Criteria,DSB-89 and BC51 euitding Component 7777 Green6ack Lane,Suite 109
Saf ty I f rmafi n a I bl f T t I t I I-tut 781 N.Lee Si i S 1 312 AI ndn VA 21314 Citnis Heights,CA,95610
i tF,'��.4�c_rnPi� _�,t ;���d�hid�._�it�s��� :,r _. �1,�11'�9_'b}P�LS�u.�-,.���: . - � _ li
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Scale=1:47.2
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q2 q1 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22
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Plate Offsets L Y�2��-$,E�?]�L;Edge at-81 _ - - - -- _- - —_ . - — - -
LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 7C 0.08 VeR(LL) n/a - n/a 999 MT20 185/144
TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr NO W8 0.64 Horz(TL) 0.00 22 n/a n/a
BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:88 Ib FT=0%F,0%E
LUMBER BRACING
TOP CHORD 2x4 SPF No2(flat) TOP CHORD Strudural wood sheathing diredly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SPF No2(flat) except end verticals.
WEBS 2x4 HF/SPF Stud/STD(flat) BOT CHORD Rigid ceiling diredly applied or 10-o-0 oc bracing.
OTHERS 2x4 HF/SPF Stud/STD(flat)
REACTIONS All bearings 25-0-0.
(Ib)- Max Grav All reactions 250 Ib or less at joint(s)42,�2,41,40,39,38,37,36,35,34,33,32,31,30,29,
27,26,25,24,23
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES (9)
t)All plates are 2x4 MT20 unless otherwise indicated.
2)Attach ribbon block to truss with 3-tOd nails applied to flat face.
3j Gable requires confinuous bottom chord bearing.
4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
5)Gable studs spaced at 1-4-0 oc.
6)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.102 and
referenced standard ANSI(tPl 1.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
8)Recommend 2x6 strongbacks,on edge,spaced at 1a0.0 oc and fastened to each truss with 3-10d(0.131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or reslrain��d by other means.
9)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S) Standard
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��WhP.3JINCi� Yc•rifi�r.t«,vr<Jrr t�aram-(e��aa�d RP.AF)NC1TE ()N?Ilt�i ANP INL"L��tlfil;D LSI'i'E'df RI?7'I;Rk�.,tJ(�i"F AC�.E A17I�747 3 d#BPC.3R7•.'�L75F;. ��
Design val'd for use only wdh M7 k con cfor This design is based N�Pon param te shown,and s for an indrvidual build�ng pon t
Appi cabil'ty af design paramefers and prope�incorpwahon of component is responsibility of building designer-not iruss designer eracing shown
is for lateral support of individual web membeis only. Additional femporary 6racing fo insure stability during consiruction is ihe responsibillity ot fhe ����i,.�
erecfor.Additional peimonent bracing of ihe overail sfr�c}ure is ihe responsibili}y of ihe L uilding designer.For general guidance regarding �L
fabricotlon,quali}y con}rol,storoge,delivery,erection and bracing,consult ANSI/TPII Qualify Criteria,OSB-89 and eCSI euilding Component 7777 Greenback Lane,Suite 109
sa�ry i �
rmati n ava iabl F Tru s Plate I sf tui 781 N.Lee Sf f S�'fe 312 AI and VA 22314 Cilnis Hcighls,CA,95610
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Camber=1/16 in
2x4 I I
2�c4 II 3x4= 4x5= �6 FP=�4 II 4r6- h4 (� 4Y5- 4x5= 2�4 �� 4x8�-= Sx8 = �4 ��
1 2 3 4 5 6 7 8 9 10 11 12 13 14
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4x6- 4x5-�- 3%�0 - 4z8- 7x4 II 3x6 FP--- 4x8- 4x10 - SXB-
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7-1'I-12 1 G 1 a8 2-1-12
.___ _ _ -_ _ . . _._ _._._-__— —_ _- - __ ___..___
Plate Offsets(X,Y): [3:0.1-8,Edge],[4:0.1-8,Edge],[9:0-1-8,Edge],[10'0-1-8,Edge],[13:0-3-O,Edge],[14:a1-8,Edgej,[15:Edge,0-1-8],[16:d3-O,Edge],[19:0-1 8,0-0-0],
20:a1-8 Edae 23:0.1-8 0-0-OJ,�:a1,8,Edge] _
LOADING (ps� SPACING 2-0.0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.69 VeR(LL) -0.10 20 >999 480 MT20 185/144
TCDL 10.0 Lumber Increase 1.00 BC 0.48 VeR(TL) -0.15 20 >999 360
BCLL 0.0 Rep Stress Ina YES WB 0.76 Horz(TL) 0.02 16 n/a n/a
BCDL 5.0 Code IRC2009/TPI2007 �;Matrix) Weight:113 Ib FT=0%F,0%E
LUMBER BRACING
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Strudural wood sheathing directly applied or 6-0.0 oc purlins,
BOT CHORD 2x4 SPF No.2(flat) except end verticals.
WEBS 2x4 HF/SPF Stud/STD(flat)'Except' BOT CHORD Rigid ceiling diredly appiied or 6-0.0 oc bracing.
13-15:2x4 SPF No.2(flat)
REACTIONS (Ib/size) 25=175/0-5-8 (min.a1-8),22=1613/0.5-8 (min.a1-8),16=1996/0-3-8 (min.Q1-8),15=-854/0-3-8 (min.0.1-8)
Max Uplrft 25=-115(LC 5),15=-939(LC 5)
Max Grav 25=339(LC 4),22=1614(LC 2),16=2017(LC 3)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-291l676,3-4=-291/676,4-5=0/1372,5-6=0/1372,6-7=0/1372,7-8=1124/0,
8-9=-1124/0,9-10=-1482/0,10-11=1083/0,11-12=-1083/0,12-13=0/1368
BOT CHORD 24-25=-293/420,23-24=676/291,22-23=676/291,20-21=0/1482,1&20=0/1482,
18-19=0/1482,17-18=0/1482,15-16=1368/0
WEBS 6-22=-273/0,13-16=-1193/0,2-25=469/331,4-22=-1190/0,2-24=-560/0,
12-16=-1680/0,7-22=1672/D,12-17=0/1098,7-21=0/1088,11-17=-292/0,8-21=290/0,
1a17=-470/0,9-21=501/0,13-15=0/1655
NOTES (S)
1)Unbalanced floor live loads have been considered for this design.
2)Attach ribbon block to truss with 3-10d nails applied to flat face.
3)Provide mechaniral connection(6y others)of truss to bearing plate�capable of withstanding 115 Ib uplift at joint 25 and 939 Ib uplift
atjoint 15.
4)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.102 and
referenced standard ANSI/TPI 1. ,��:,(Z_'
5)"Semi-rigid pRchbreaks with fixed heels"Member end fixdy model was used in the analysis and design of this truss. ,T`�` rf �
6) Recommend 2x6 strongbacks,on edge,spaced at 1 aa0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. e' ``' "
Strongbacks to be attached to walls at their outer ends or restrained by other means. •�" �lf;?�
7) CAUTION,Do not ered truss backwards. �;t� �,'.
8)All dimensions given in feet-inches-sixteenths(FFIISS)fortnat. _ �
LOAD CASE(S) Standard !f
ti
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�.tRA.P.NfMG V-:nfa�r.i+rci<�re��arum�^f<^rs earf<LI?fiAF?NLI7�S CNT�ISfi.ANf.71NC7.��tdIJF;�1�'97TEK#2L'FEt2F`,Nt i'PAC�I b�flf�7473 fSI"�FC)ft�LTS.t;. ��
De gn valid!or u ly with M7ek conne t rs.This design is based oniy upon paramefers shown,and is tor on indrvidual bu Iding omponent.
Applicability of d ig parameters and proper incorpaahon of componeN is responsibildy of bu Iding designer na�fr�s designer Hr�cing shown
is for lateral suppor�of individual web members onty.Additional temporary bracing to msure stabiiity dunng consirud�on is ihe responsibillity of ihe �A��e�.•
erec}w.Additional permanent bwcing of}he overall siructure is ihe�esponsibili}y of}he building designer.For general guidance regarding iYl
fab 1 quali}y nir I 1 g d liv ry t on nd 6�o ing n ul� AN51/TPII q I ly Cnferia,OSB 89 and BGSI B Id'ng C mponenf 777�Greenback L;�ne,Suite 709
� Saf ty I f rmati I ble f Tru PI 1 I tl te 781 N t e St �S i tP 312 AI d VA 72314
+.: �, ,�.. - ,.,, e ,;�: .-i . .., CilrusHeigh�s CA,95fi10
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---�-��� - -- - - scal -L225
Camber=1/16 in
1z3 �� 3x5= ix3 II ix3 �I 3v3�_= 1x3 �� 3x3'= 6x6=
1 2 3 4 5 6 7 8
._- -- ��.___..
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a
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1 72 it 10 9
----- 3x4- 3x3- 4x9-
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13-9-4 --—-- - ---_ ._.__. .----_.... 13 1 -0
F-_.__-_ __ ____.. _ _ . -_--_ _ _.. _
�39-0 Q - 2
Plate Offsets(X Y): f8:0-1-13,Edge�,112:6-1-8 Edg�___
LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plates Inaease 1.00 iC 0.41 Vert(LL) -0.14 10-11 >999 480 MT20 185/148
TCDL 10.0 Lumber Increase 1.00 BC 0.59 VeR(TL) -023 10-11 >703 360
BCLL 0.0 Rep Stress Incr YES VvB 0.92 Horz(TL) 0.01 8 n/a Na
BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:57 Ib FT=0%F,0%E
LUMBER BRACING
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing diredly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals.
WEBS 2x4 HF/SPF Stud/STD(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) 13=744/o-S8 (min.a1-8),8=751/dt-8 (min.0-1-8)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-1826/0,3-4=1826/0,4-5=-1826/0,5-6=-1191/0,6-7=1191/0,7-8=-1195/0
BOT CHORD 12-13=0/1192,11-12=0/1826,10-11=0/1779
WEBS 8-10=0/1338,2-13=1341/0,2-12=0/732,5-10=-667/0,5-11=-146/287
NOTES (9)
1) Unbalanced floor live loads have been considered for this design.
2)Attach ribbon block to truss with 3-10d nails applied to flat face.
3) Provide mechanical connedion(by others)of truss to bearing plate at joint(s)8.
4)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.102 and
referenced standard ANSI/TPI 1.
5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails.
Strongbacks to be ariached to walls at their outer ends or restrained by other means.
7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
8)CAUTION,Do not ered truss backwards.
9)AII dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S) Standard
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Design valid fo�use only wdh M7ek connedors.This design is based only upon pa meters shown,and is for an indiv�dual building componenf
Applicabilily af design pawmeters and proper incorporation of componenf is respons biGty of building designer n f}russ designer.Bracin�shown
is for lateral suppat of individual web members only.Additional temporary bracing}o insure stability dunng consiruction is ihe responsibillity of fhe �p i��'`�_
erecior.Addifional permaneni brocing of the overali strvcture is ihe responsibility of ihe 6uilding designer.For gene�al guidance regarding tY! IC.
fabricofion.qualify c�nfrol,storoge.delivery,erection ond brocing,consulf AN51/TPII Quality Criferia,DS6-89 and BC51 eulding Component 777�Greenback Lane,Suile 109
Snl ty Inf rma4 n available fr m�iuss Plaf In htut 781 N.Lee Sf ef S de 317 AI ondna.VA 22314 Cdrus Heights,CN,95610
le_ �,.1r;¢�n Pii _N� C}�d. ( �. IeslUn - �Ub�19-.`09_t, -..,C�n � .. r,:�;
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The Truss Co./Tn-COUnty Truss,Sumner WA/Eugene OR/Burlington WA 7.320 s Od 21 2011 MiTek Industries,Inc. Fn Feb 24 12:04.54 20/2 Page 1
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scale=ta4.4
3x6 FP= 4s5--
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
-_____ ._-_7--I_�_ - ._. ....___ . _--_ ___- _ -��2-1 -_ - _ -...."_ . _-_- __
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45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24
3Y4 I I 3x6 FP- 4x5 -
_ ..___-_.___ 27-0.0
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PlateOffsets x,v: �2s:ai-�z,ed�eLiza_Ed e,ai s,Ias:Ed�e,a�-a� __ ___. ___._---__._-- _ _--_ —_
LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.09 Vert(LL) n/a - n/a 999 MT20 185/144
TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 24 n/a n/a
BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:96 Ib FT=0%F,0%E
LUMBER BRACING
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Strudural wood sheathing diredly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SPF No.2(flat) except end verticals.
WEBS 2x4 HF/SPF Stud/STD(flat) BOT CHORD Rigid ceiling diredly applied or 10.0-0 oc bracing.
OTHERS 2x4 HF/SPF Stud/STD(flat)
REACTIONS All bearings 27-0.0.
(Ib)- Max Grav All readions 250 Ib or less at joint(s)45,24,44,43,42,41,40,39,38,37,36,35,34,33,32,
30,29,28,27,26,25
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES �g�
1)All plates are 2x4 MT20 unless otherwise indicated.
2)Attach ribbo�61ock to truss wfth 3-10d nails applied to flat face.
3)Gable requires continuous bottom chord bearing.
4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
5)Gable studs spaced at 1-4-0 oc.
6)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.102 and
referenced standard ANSI/TPI 1.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
8)Recommend 2x6 strongbacks,on edge,spaced at 10-0.0 oc and fastened to each truss with 3-10d(0.131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restrained 6y other means.
9)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S) Standard
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Design valid for use only wi}h M7ek connectors.This design is based only upon parometers shown,and is for an individual building component
Applicability of design pa�amefers and proper incolporahon oF component is responsibility of building designer-nof iruss designer.Bracing shown
is for lateral suppat of individual web members only_Addifional temporary bracing fo insure siability during construdion is the responsi6illiiy oF the p�/�^�'' �r I
erecicw.Additional permanent bracing of ihe overail structure is the responsibility of the 6uilding designer.For general guidance regarding tYE)IQ.K�
fabncntion,quality control,storage,delivery,eredion and bracing,consulf AN51/TPII pualify Criteria,058-89 and BCSI euilding Gomponenf 7777 Greenback Lane,Suite 109
Saf H I f .mafi n I 61 f Truss Plot I tdut 781 N Lee St t 5 de 317 AI ond VA 22314 � 6
L`= �ti h_*i Pt, �*i;� , :; N i h-d, h I �iuit _� e:? '•• « i,�11':.'139_L,:.l 5C r. <.....r _ '�9.. , cnrus . . 10
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_________.______.._.__ ._ � Job Reference jo�lional�—
— — --- .._....-----------
The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA 7.320 s Oct 21 2011 MiTek Industnes,Inc. Fri Feb 24 12:02:01 2012 Page 1
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Camber=1/4 fn
6x6— 3v3— 1x3 �� 3x4�— Special 1x3 I� 4x7= 1x3 ��
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14 13 12 11 10
4x10— 1x3 II 1X3 �� 4x8— �
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0.1- 2 _ _ _ _.. _.. 13-11-8
0-1- 2 13-312 —��— — � � — --��{
Plate Offsets(X Y) 4:41J8 Edael � --__ __ _ ---- -____ - __ __---- __ __
LOADING (ps� SPACING 2-0.0 C51 DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plates Inaease 1.00 TC 0.82 Vert(LL) -0.14 1a11 >999 480 MT20 185/148
TCDL 10.0 Lumber Inaease 1.00 f3C 0.96 Vert(TL) -0.33 14 >500 360
BCLL OA Rep Stress Ina NO WB 074 Horz(TL) 0.01 9 n/a n/a
BCDL 5A Code IRC2009/TPI2007 (Matrix) Weight:59 Ib FT=0%F,0%E
LUMBER BRACING
TOP CHORD 2x4 HF No2(flat)'Except* TOP CHORD Strudural wood sheathing diredly applied or 6-0-0 oc purlins,
1-a:2x4 HF 1650F 1.SE(flat) except end verticals.
BOT CHORD 2x4 HF No.2(flat) BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing.
WEBS 2x4 HF/SPF Stud/STD(flat)'Except*
t-13:2x4 HF No.2(flat)
REACTIONS (Ib/size) 9=887/0.5-8 (min.0-1-8),1=862/0-1-8 (min.0-1-8)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=-1397/0,2-3=1393/0,3-4=-1393/0,4-5=-2277/0,5-16=-2399/0,6-16=2399/0,
6-7=-2399/0
BOT CHORD 12-13=0/2277,11-12=0/2277,10-11=0/2277,9-10-=0/1450
WEBS 7-9=-1631/0,1-13=0/1565,7-10=0/1077,3-13=266/1g,6-10=-508/0,4-13=-997/0,
5-10=-204/349
NOTES (��)
1)Unbalanced floor live loads have been considered for this design.
2)Attach ribbon block to truss with 3-10d nails applied to flat face.
3)Provide mechanical connedion(by others)of truss to bearing plate at joint(s)1.
4)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.10.2 and
refe�enced standard ANSI(T�PI 1.
5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")naiis.
Strong6acks to be attached to walis at their outer ends or restraine:d by other means.
7)Gap between inside of top chord bearing and first diagonal or veRical web shall not exceed O.SOOin. .
8) CAUTION,Do not ered truss backwards. �n�',fZ �
9)Hanger(s)or other connedion device(s)shall be provided sufficient to support concentrated load(s)250 Ib down at 7-10-0 on top *�,`'' C'',
chard. The design/seledion of such connedion device(s)is the responsibility of others. e� ` :tt\
10) In the LOAD CASE(S)sedion,loads applied to the face of the tniss are noted as front(F)or back(B). � ��{, 'r-A
11)All dimensions given in feet-inches-sixteenths(FFIISS)fortnat. '-�'
LOAD CASE(S) Standard
1)Floor:Lumber Increase=1.00,Plate Increase=1.00
Un'rform Loads(pl� w� � � ;�-
Vert:9-14=-10,1-8=100 Nr>it• `�`.,,<IS"F1�E,%�r-�'
Concentrated Loads Q6) ,
Vert:16=-250(F) f SSr(3�r---,��,�11
February 24,2012
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Design va6d fo u ly wi}h MT k conn 1 .This d ign�s bas d ly p n parameters sh wn,ond s for an nd idual buildi g p ent.
Appl cab Idy of d ign parameters and proper�ncorp afion of companent is respons bility of building designer not iru s desig Brac ng shown
is for lateral support oF indiwdual web members only.Additional temporary bracing fo insure sta6iiity dunng construction is ihe responsibillity of ihe �i lelc-�
ecfa.Additional permanent 6racing of ihe overall sfructure is the responsibility of ihe building designec For general guidance regarding
fabncatlon,qualify conhol,storage,delivery,erection ond bracing,consvll ANSI/TPII Quality Criteria,DSB-89 and eC51 eulding Component 7777 Greenhack L.ane,Suite 709
Sof ty I 1 r } 1 bl f Tn� f I f I ftufe 781 N.L e St t Su 1��312 AI z d VA 22314 Cems Heights,CA,9561 u �I
ma
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— . - __ _.. __. __---_ __.------ __. . _ . Job Reference(oplional___
._..__--- --- - -- ----- -----
The Truss Co/Tri-COUnty Truss,Sumner WA/Eugene OR/Budington WA 7.320 s Oct 21 2011 MiTek Induslnes,Inc Fri Feb 24 12:02:02 2012 Page 1
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6x6= 3x3= 3x3�-
� Z 31x3 II q 51%3 II 63X4- �1z3 II
- _ .__ - _- _� ..__ .. .__. _.. .._..... __' .. . ..._..__. __....._ ...__.
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_ _- ._ -__-__-______.._..._.. __ ._.� _____.
ai- z �a�o-�z
LOADING (ps� SPACING 2-QO CSI DEFL in (lac) I/deFl L/d PLATES GRIP
TCLL 40.0 Plates increase 1.00 TC 0.35 Vert(LL) -0.05 8-9 >999 480 MT20 185/148
TCDL 10.0 Lum6er Increase 1.00 BC 0.46 Vert(TL) -0.26 12 >505 360
BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.01 8 n/a n/a
BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:47 1b FT=0%F,0%E
LUMBER BRACING
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Strudural wood sheathing diredly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals.
WEBS 2x4 HF/SPF Stud/STD(flat) BOT CHORD Rigid ceiling direc[ly applied or 1 aQ0 oc bracing.
REACTIONS (Ib/size) 8=586/0-5-8 (min.0.1-8),1=592/0-1-8 (min.0-1-8)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=-906/0,2-3=902/0,34=-902/0,4-5=1193l0,Fi-6=1193/0
BOT CHORD 10.11=0/1193,9-10=0/1193,8-9=0/892
VVEBS 6-8=-1002/0,1-11=0/1013,6-9=0/385,3-11=273/CI,4-11=368/0
NOTES (9)
1)Unbalanced floor live loads have been considered for this design.
2)Attach ribbon block to truss with 3-10d nails applied to flat face.
3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)1.
4)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.102 and
referenced standard ANSI/TPI 1.
5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-t Od(0.131"X 3")nails.
Strongbacks to be attached to walis at their outer ends or restrained by other means.
7)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed O.SOOin.
8)CAUTION,Do not ered truss backwards.
9)All dimensions given in feet-inches-si�cteenths(FFIISS)format.
LOAD CASE(S) Standard
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Design vaiid(or u e nly wifh MTek connedors.This des�gn is based only upon parameters shown,and i f r an indrviduai buAding componeni.
Applica6ility of d ign parameiers and proper incorporahon of componenf is responsi6ilify of 6uilding d s gner-not huss design r.8racing shown
is for la�eral supporf of individual web mem6ers only.Additionol temporary braang to insure sfabilNy during mnstruction is fhe responsibilli�y of}he }y�q
eredw. Additianal permanent bracing of ihe ove�all siruc�ure is fhe responsibility of the building designe�.For general guidance regarding 1Yi1�'�.��
fabnca}ion,qualitycont�ol,storage.deiivery.erection and bracing,consulf ANSI/IPII Qualify Crife.ia,�SB-89 and BCSI Building Componenf 7777 Greenback Lane,Suite 709
ss PI t I f tuie 781 N Lee SI 1 S te 312 AI d VA 22314
Sa I f rmo a f T e ., C�Irus He gfits,CA,9561 o I
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LOADING �PS{� SPACING z-p-0 CSI DEFI in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates inaease 1.00 TC 0.10 Vert(LL) -0.06 7-8 >999 480 MT20 185/148
TCDL 10.0 Lumber Inuease 1.00 BC 0.81 Vert(TL) -0.09 7-8 >795 360
BCLL 0.0 Rep Stress Incr NO NB 0.73 Horz(TL) 0.01 6 n/a n/a
BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight:39 Ib FT=0%F,0%E
LUMBER BRACING
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Strudurai wood sheathing diredly applied or 5-11-4 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals.
WEBS 2x4 HF/SPF Stud/STD(flat) BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) 8=2925/0-3-8 (min.0-2-1),6=983/0-3-8 (min.0-1-8)
FORCES (Ib)-Max.Comp.lMax.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-2019/0,3-4=2019/0
BOT CHORD 8-9=0/1t69,9-10=0/1169,7-10=0/1169,7-11=0/1169,6-11=0/1169
WEBS 2-8=-1419/0,2-7=0/1065,4-7=0/1065,4-6=-1419/D
NOTES (7)
1) Unbalanced floor live loads have been considered for this design.
2)This truss is designed in accordance wdh the 2009 Intemational Residential Code sedions R502.11.1 and R802.102 and
referenced standard ANSI/TPI 1.
3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails.
Strong6acks to be attached to walls at their outer ends or restrainNd by other means.
5)Hanger(s)or other connedion device(s)shall be provided su�cient to suppoR concentrated load(s)731 Ib down at 0-1-8,568 Ib
down at 0-1-8,731 Ib down at 0.5-8,117 Ib down at 2-0-0,and 568 Ib down at 2-1-12,and 568 Ib down at 4-t-12 on bottom
chord The design/seledion of such connedion device(s)is the responsibility of others.
6) In the LOAD CASE(5)sedion,loads applied to the face of the truss are noted as front(F)or back(B).
7)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S) Standard
1)Floor:Lum6er Increase=1.00,Plate Increase=1.00
Uniform Loads(pl� �����, ��
Vert:6-8=10,1-5=-100 p,l��nE X� f
Concentrated Loads(Ib) Q' � ��� ��Ij�\ �
Vert:8=1299(F=-568,B=-731)9=731(B)10=-685(F=5ES8,6=-117)11=-568(F) ?;�
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February 24,2012
Sd?eiRNTN(i V�>rife�r.irvr<�tt�,arctme�ter�<a�a<IRIs`A.IlNt37f"4(�NT7it5A?u'7JINL'Lt1TlI;P,Pr97YY:KHY,PL'RF.,NC"Bf'1Cf'R211�T47:31#EI•d:)I2.G{i'"-.aF.:. ��
Design val d fo u oniy wi}h MT k con cfors.This design is 6as d ly�.�.on paramefers shown,and is for an indmdu I building component.
Applicabdify of d ign paramefers and properincorporahon of compone.r t is responsibili}y of building designer nof truss designec Bracing shown
is for lateral suppart of indiwdual web members only.Additional temporarv bracing fo insure sfability dunng conztruction is ihe responsi6illity of the �y w'����•�
erectw. Additianal permanent bracing of fhe ovewll sirucfure is fhe responsibilify of fhe building designec For general guidance regording iYl
fabncafion,quaiify conirol,sbroge,delivery,erecfion and bracing,consult ANSI/�PII Qualily Criteria.DSB-89 ond eC51 Bulding Componenf 7777 Greenback Lane,Suite 109
Sat ly I f mat I 61 f T ss PI 1 I 1-t�te 781 N Lee St t S .e 312 AI d a VA 22314 Citrus Heighis,CA,95610
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LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) 0.00 7 *"' 480 MT20 185/148
TCDL 10.0 Lumber lncrease 1.00 BC 0.10 Vert(TL) -0.11 9 >290 360
BCLL 0.0 Rep Stress Inrs YES WB 0.07 Horz(TL) 0.00 6 n/a n/a
BCDL 5.0 Code IRC2009lfP12007 (Matrix) Weight:30 1b FT=0%F,0%E
LUMBER BRACING
TOP CHORD 2x4 HF SS(flat) TOP CHORD Strudural wood sheathing diredly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 DF 2400F 2.OE(flat) except end verticals.
WEBS 2z4 HF/SPF Stud/STD(flat) 80T CHORD Rigid ceiling diredly applied or 1Q0-0 oc bracing.
REACTIONS All bearings 3-10-8 except(jt=length)1=0-1-8.
(Ib)- Max Uplift All uplift 100 Ib or less at joint(s)7
Max Grav All readions 250 Ib or less at joint(s)6,1,8,7
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
WEBS 4-7=-258/18
NOTES (10)
1)Unbalanced floor live loads have been considered for this design.
2)Attach ribbon block to truss with 3-10d naiis applied to flat face.
3)Provide mechanical connedion(by others)of truss to bearing plate at joint(s)1.
4)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7.
5)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.10.2 and
referenced standard ANSIlTPI 1.
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
8)Gap belween inside of top chord bearing and first diagonal or veRical web shall not exceed 0.500in.
9)CAUT�ON,Do not ered truss backwards.
10)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S) Standard
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February 24,2012
WARMxVCz V��re,r.5'rlesic�ra,scaarcnnctcxscza;<�tR.T'.,A17NL)1'k;.;('>N7"fdl�i.dt377113CIEld7F,i77�fITY'f�K.liFP,RF..filt`PPACIi�4!'I-747.3I3tlC1,dYPT.T�7�`. ��•
Design valid fa�u nly wifh Mi7ek connecfors.This design is based only upon parameters shown,and i for an indrvfdual building componen}
Applicab Idy of d gn parameters and proper incorporatron of componenf is responsibilily of 6uAding d s gner-nof tni s design c eracing shown
is for lateral suppat of individual web members only.Additional femporory bracing to insure sfability dunng construction is fhe responsibillity of}he ������>
ec}or.Addifional permanen�bracing of fhe overall struct�re is the responsibility of the building designer.For general guidance regarding
(o6nr.otion.qualify conirol.sfor�ge,delivery,erecfion and 6racing,consult ANSI/TPII Qualiy Criteria,DSe-89 and 6CSI Building Componenf 7777 Greenback Lane,Suite 109
Saf ty I f rmat lable fr m T ss PI f I i t te 781 N.Lee Si t Su-le,312 Ale d a VA?2314 Cdnis HeigMs,CA,95610
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LOADING (ps� SPACING 2-0.0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.05 8-9 >999 480 MT20 185/148
TCDL 10.0 Lumber Increase 1.00 BC 0.95 VeR(TL) -0.08 8-9 >999 360
BCLL 0.0 Rep Stress Ina NO N!B 0.99 Horz(TL) 0.02 6 n/a n/a
BCDI. 5.0 Code IRC2009/TPI2007 (Matrix) Weight:47 Ib FT=0%F,0%E
LUMBER BRACING
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Strudural wood sheathing diredly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals.
WEBS 2x4 HF/SPF Stud/STD(flat) BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) 10=2857/0.3-8 (min.Q2-O),6=3050/0-3-8 (min.0.2-2)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-3839/0,3-4=3839/0
BOT CHORD 10-11=0/3010,311=0/3010,9-12=0/3010,8-12=0�3010,8-13=012830,7-13=0/2830,
6-7=0/2830
WEBS 2-10=-3505/0,2-8=0/985,4-8=0/1200,4-6=-3295/0,2-9=0/1112,4-7=0/879
NOTES (6)
1)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.102 and
referenced standard ANSI/TPI 1.
2)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
3) Recommend 2x6 strongbacks,on edge,spaced at 10-0-D oc and fastened to each truss with 3-10d(0.131"X 3")nails.
Strongbacks to be attached to wa�is at their outer ends or restrained by other means.
4) Hanger(s)or other connection device(s)shall be provided su�cient to suppoR concentrated load(s)570 Ib down at 0-6-0,729 Ib
down at 0-6-0,570 Ib down at 2-6-0,729 Ib down at 2-6-0,729 16 down at 4-6-0,570 Ib down at 4-6-0,and 729 Ib down at 6-7-12
,and 570 Ib down at 6-7-12 on bottom chord. The design/seledion of such connedion device(s)is the responsibiiity of others.
5) In the LOAD CASE(S)sedion,loads applied to the face of the truss are noted as front(F)or back(B).
6)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S) Standard
1)Floor.Lumber Increase=1.00,Plate Increase=1.00 �nj1�'�t2 y
Uniform Loads(pl� Q`;+�'� '?�� 'f'_
Vert:6-10=10,1-5=100 l>t�1'::�. p .
Concentrated Loads(Ib) .�`�' i��
Vert:6=-1299(F=570,6=-729)11=-1299(F=-570,B=729)12=1299(F=-570,8=-729)13=1299(F=570,B=-729) ;�•���`'�` ��
� � �t;�� z,
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February 24,2012
VIARNiMdi Vr.rife�dx-si�n�earGZin.edrrs�arzd RFs`R77 t'F�J7Y'>t)N 1H1S.ANFi INCLtIDEI)tr73'�'17�K RY,FPI2EAJf;t?PAGfi"L17I�'7473 7#,E'�.f"rkAP i.P.riF.;. ��
Design val d fo nly w}h M7ek con t This design is based nly upon parameters shown.and is lor an indrvidual building component
Applicab'I ty of d gn parameters and proper incorporation of componcnt is responsibility of building designer nof fruss designer Bracing shown
is For lateral supparf of individual web members only. Additional femporary b�aang to insure stabilify during construdion is ihe respansibilldy of the �g�T��-�
eda_Additional permaneni 6racing of fhe averail sfr�cfure is}he respnnsibility of�he buildiny designer.For general guidance regarding EYp 1
fa6ncation,quality control,sforage,delivery,erection and bracing,cons��it ANSI/TPII Quality Criterie,�56-89 ond eCSI 6 lding Component 7777 Greenhack Lane,Suite 109
Sof fy I formaf -I bl fr Tn� Plat tn titut 781 N Lee Si eri Su fe 312 Alexond a VA 27314 Citrus HeighLS,CF,95610 .
i tF� t..h_rt'('n -,.- . . �i> ;;�,i,_.{. �ic,�l ..J,a1:`09 1 x �L.SC�r_ �,
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LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a - n/a 999 MT20 185/148
TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Ina NO WB 0.03 Horz(TL) 0.00 4 n/a n/a
BCDL 5.0 Code IRC20D9(TPI20D7 (Matrix) Weight:12 Ib FT=0%F,0%E
LUMBER BRACING
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Strudural wood sheathing diredly applied or 2-5-8 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end veRicals.
WEBS 2x4 HF/SPF Stud/STD(flat) BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF/SPF Stud/STD(flat)
REAGTIONS (Ib/size) 6=59/2-5-8 (min.0-1-8),4=47/2-5-8 (min-0-1-8),5=124/2-5-8 (min.0-1-8)
FORCES (Ib)-Max.Comp./Max.Ten.-AII forces 250(Ib)or less except when shown.
NOTES (8)
1)Attach ribbon block to truss with 3-10d nails applied to flat face.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 1-4-0 oc.
5)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
7j Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-tOd(0.131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restraine:d by other means.
8)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S) Standard
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February 24,2012
4VAP}�FINf��4�'-rejt�ri+°st�fra X�aramzfc-ts axad RF,A[7 NL37�S f)N:��7l1',.ANI,)It?C]-�U7?F:I)I�"f7?K RZ'sF1;°2F•;Pd1"F;PAG.�b2Tf J47:?f3F!"(tRP I357;. ��
De ign valid for u e only wi}h Mi7ek connecfors.This design is based only i Gon paramefers shown,and rs for an indrvidual building component
Appl cnbility of d ign parameters and proper incorporafion of romponenf is r sponsibilliy f 6 Ilding des gner not tr�ss design Braang shown
is for lateral supporf of individual web members onN� Additional temporory broang to insure stability dunng cons}ruction is the responsibillity of fhe �{�'�`
erector.Addi}ional permanenf bracing of the overall structure is fhe responsibili}y of ihe building designer.For general guidance regarding iYl�I�i�
fabdcofion,quality conirol,sbroge,delivery,erection ond bracing.consull AN51/TPII pualily Criteria,058-89 and BCSI Building Componenf 77��Greenback Lane,Sui�e 709
Saf ty I f mat I hl f m T u Plote I i t te 781 N L e St t Su te 312 AI d ia VA 2231 4 Cilrus Heights,CA,95670
If.��L :,.1';PII - .�v ,-_ci. ltti,_��t}�.. - ttl;,(11-�01-l�i.iL-1„Ct: -,�_. ;'4.
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LOADING �PS{� SPACING 2_a0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a - n/a 999 MT20 185/148
TCDL 10.0 Lumber increase 1.00 BC 0.02 VeR(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 4 n/a n!a
BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:12 Ib FT=0%F,0%E
LUMBER BRACING
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing diredly applied or 2-3-8 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals.
WEBS 2x4 HF/SPF Stud1STD(Flat) BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF/SPF Stud/STD(flat)
REACTIONS (Ib/size) 6=59/2-3-8 (min.0-1-8),4=38/2-3-8 (min.0.1-8),5=114/2-3-8 (min.0-1-8)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(�b)or less ezcept when shown.
NOTES (8)
1)Attach ribbon block to truss with 3-10d nails applied to flat face.
Z)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 1-4-0 oc.
5)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.102 and
referenced standard ANSI/TPI 1.
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restrainc:d by other means.
8)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S) Standard
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Dengn vaiid(or u nly with MTek conneciors.This design is based only�pon pa amefers shown,and is for an ind vidual building componenf
Appfcabii-fy of d ign parameters and proper incorp ation of compone-t is r ponsibili}y f building des yner no}}russ devgner eracing shown
is for laferal suppai of individual web members only. Addi}ional femporary b�acing fo insure stability dunng consiruchon is}he responsibilli�y of�he �yy N����`•�
erector.Additional permanent bracing of ihe overall sfr�cfure is fhe responsibility of}he building designer.Fo�general guidance regarding iYl 3i
fobriro�ion,quality controL siorage,delivery,erec}ion and bracing,consull ANSI/TPII Quality Criteria,D5B-89 and BCSI Buiiding Component 7777 Greenback Lane,Suite 109
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