HomeMy WebLinkAbout14020109 Truss Plans �w '' �CQ n�
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EIVGIMEER/NGicc 1 � e�.n���
DrJ Engineering, LLC
(FKA: DrJ GonsWting,LLG)
6300 Enterprise Lane
Re: J14401593 Madison, Wisconsin, 53719
116 LONG RIDGE ESTATES MiTek 20l20 7.4
i
I
The truss drawing(s)referenced below have been preparedby DrJ Consulting LLC under my direct supervision i
based on the parameters provided by ProBuild (Mooresvillel. (
Pages or sheets covered by this seald8132970 thru 18I32971 l
My Iicense renewal date Por the state of Indiana is July 31,2014.
Impotlanl Notice:The acwracy of ihe Tmss Design Drawings relies upon:All tmss antl component tlesigns utillze
manufacturer poblis�etl connecmr(i.e.tniss plate,etc.)design values and American W mber Standards Committee
(ALSC)approved rules-wnling agency lumber design values(where Southem Pine has been specifed,ihose tlesign
values are as,tabulated in Southern Pine Inspection Bureau.Grading Rules 2002 Edition Supplemenl No.13).Lumber
tlesign values correspond with t�e greCe stamp prio[to cross cutling as(a)approved by the Board of Review of ALSC
(b);IZbulated and footnotedby lhe applicable rules-writing agency using a publishetl effective date,(c)approved and
published��bylheAmerican Wood Council for use in the NDS engineering equations for Ihe design of striictures using
lumber,aod(d)referencetl ln the letest edltion of ANSI/TPI t,$ection 8.3.
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April 29,2014
Kirk H. Grundahl, P.E. I
The seal on these Truss Design Drawings indicates��acceptance of professional engineering responsibility solely for
the truss component(s)depicted on the individual Truss Design Drawings. The design assumptions, loading
conditions,suitability a�d use of this component for any particular building is the responsibility of the building
�designer or owner of the trusses,per ANSI/TPI I. The responsibilities and duties of the truss designer,truss�design
engineer and truss manufactuter shall be in accord with the latest edition of ANSI%TPI I Chapter 2 unless otherwise
defined by a contract agreed upon by the parlies involved.
�
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J00 � Tmss TNSSTypE �ty Ply 116lONGRIDGEESTATES
181398]0
J10/0]599 . T01� HIP 1 1
J b R t I f II
PROBUIL�. MOORESVILLE,INCfi150 ].�3�iOCI1d20�3MITekN�usVies,inaMOnADr3012A0-L92011Peq¢1
ID�.C11zmV nizzXgv95MksDWezwpJp_Ugp4fieUOt1Le99qFmtlN�wHbVqN3oakqwSxl¢IZMBBT
2<1p g.615 1]0E 10.LID 03-9-9 099b �<1-8-0 i
2<10 fiA5 Bb1 F10-0 &)-15 � Fit-t3 'I-10.f0�
i-60
REPAIR:
i)VvEB 5-15 BROKEN 4'DOWN FROM TOP CHORD 5wie=�:ez a
NOTE-THIS REPAIR IS VALI�FOR THE DESIGN CONDITIONS .
PROVIDED W THIS TRUSS REPAIR DRAWING. IT'S ADEQUACY e.e % srt ��
FOR iHE ACTUAL CONDITIONS MUST BE VERIFIED BV OTHERS. 5�_ e
REFER T ORIGINAL TRUSS�ESIGN DRAWING FOR ADDITIONAL
NOTES.
� s.e 4 �� a.+z .
t
�xa 4 °
� a.a �
3 i a
� 5-1 0-1
800 �II
�� �i .1B I B-05 Y
3n6 ��
2x0 II � 3" i a' e
119 .19 10
a 9 ��� I
�s ie �� ie I is 1° u ¢ �
6x8 = iSSC II 9x8 � 3xe = 1.Si4 II 10N0 =
Jx/ 3� _
(A)APPLY 2x4x4'SPbr SPF No2 SCABS TO EACH SIDE OP TRU55 CENTERED ON THE DAMAGE. ATTACH EACNSCAB WITH(2)ROWS OF
tOtl(3"X 0.131")NAILS:SPACEO @ 4"OG STAGGER NAIL'SPACING FROM FRONT SIDE TO BACK SIDE FOR A NET 2"OC SPACING
IN THE MAIN MEMBER.USE A MINIMUM OF 3"MEMBER END��STANCE � �
SCABS MUST EXTEND A MINIMUM OF 72"BEYOND THE BREAK AT EACH END OF THE SCAB.
a-e-is n-3c sa-v�a s�z-9-� ai.s-a �
0-845 8-fi-1 ' fi-10< B.]-15 Bl0-]
Plete Offsets IX YY [5:0-4-8.0-1-127 16:0-3-0 0-231 112:Edge 0.&81.f19:Etlqe.0-2-41
LOADING(p5� SPACING 2-0-0. CSI DEFL in Qoc) I/defl Lld PLATES GRIP
TCLL � 20.0 Plateslncrease 1.15 TC 0.92 Verl(LL) -025 i6-18 >999 240 MT20 1691123
'TCDL. 10A Lumberincrease 1.15 BC 074 Vetl(Ty -0.80 i6-18 >621 180
BCLL 0.0 Rep Slress Incr Ves WB 0.64 Horz(TL) 0.14 12 n/a n/a
BCDL 10.0 CotleIRC2006(TPI2002. (Matrix) Weight:1981b FT=20%
LUMBER BRACING
TOP CHORD 2x4 SPF No2'ExcepC TOP CHORD SVUCtural wood sheathing tlirectly applietl, except entl verticals,antl
1-4,7-01:2x4 SP No.i 2-0-0 oc pudins(4512 max.):5-6.
BOT CHORD 2x4BPF Na2 BOT CHORD Rigitl ceiling tlirectly applied or&2-0 oc bracing.
VJEBS 2x4SPFNO2'Except' WEBS 1ROwatmidpt 3J6,Sd5,8-15
&18,8-13,2-19,9-12:2x3 SPF No2,1-19,10-12:2x4 SPF-S SWtl
REACTIONS (IGlsize) 19=1654IMechanical,12=7725/0-3-8 (min.0-241)
Max Horz 19=309(LC 4)
Max Uplitl 19=58(LC 6),12=-96(LC 7)
FORCES (Ib)-Max.Comp/Mae.�Ten.-All forces 250(I�)or less ercept when shown.
TOP CHORD 23=2227210,3-0=-17811223,4-5=-1642/274,5-6=-1375/279,6-7=4 64812 7 3,
7-8=-7792/221,89=2279/211.9-10=-29810
BOTCHORO 1849=-72/7727.1748=-72/1]D,96-1]=72/1727.15-16=-0113]Q 14-15=-2�/1774,
13-14=.2011774.12-13=-20/1714
VuEBS 318=0/338,3-16=-483/198,5-16=-30/506,645=10822,8-15=-527/200,8-13=�/346,
2.19=-2161/178,9-12=-2195/199
NOTES (10-13) titi}tiAtt�txtt/ft�
1)�Unbalanced roof live loatls have been consitlereE for t�is tlesiga z�1 z �� ,
2)Wntl ASCE 7,05;90mph;TCOL=6.Opsf BCDL=6 OpsQ h=25tl;CaL II;Exp B;enclosed,MVVFRS Qow-rise)gabie enC zone antl GC \�a���� ���"'�,�'��4fr.
Exterior(2)zonej canblever left antl righl exposetl.;end vertical leR antl right expoSed;C-0 for members antl forces&�MWFRS for l Q. .��;`ra�r�.'�,^t.y�¢��"Y
readions shown;Cumber DOl=1160 plate grip DOL 1 60 � �; Q. �^��,
3)Provitle adequate tlroinage to prevenl water pontling. � s�` Q�lf ~
4)This truss lias been Oesigned tor a 70.0 psf bottom choM live load nonconwrrent with any other live loatls. �11��j°��$
5)Referto girtler(s)for Wss to W ss mnnections. —
6)Provide mechanical connection(by others)of truss to bearing Olate capable of wilhst2nding 58 Ib uplitt at joint 19 2ntl 96 Ib uplift at joint Y�S � ° � =
12. ;ye a�xR(��{�� rpR�P.'�
7)This Vuss is tlesignetl in accordance with the 20061nlemational Resitlential Code sections R502.11.1 and R802.102 antl referenced '. PJ� p,,•
slandartlAN51/TPI1. ., . \
8)"Semr-rigitl pitchbreaks with fiaetl�eels"Memher end fixity motlel was usetl'in the analysis antl tlesign of ihis Vusa .
9)Graphical purlin representation does not tlepict the size or ihe orientalion of the purlin along�he top and/or bottom chortl�. rFj�#tf:it5tSR11�`�1�
LOA�CASE(5) Stantlartl f\pf1129,2014
QWNRNING Pleaset0 gM1ly ew�M1 C� t � ! A k I tlg �1 lProB Itl5�an0aMT m i M i WretlProtl cl b .V Ifytl gn0 a e1e anOreaOnolesont�sTmss
DesgnDrawnganet� DJRk nwSM1eei(� -.OSid)bfoeuxOnyMilek � ct pla�ess�allE tliarlhsVSSOesgntl ngl E aIdTM1 t sseesgntlrawng�ndwtes
cceplanceofrespo �Idybrl�etlesign I�h --gl imss mponenl0ep�dea� ' .T� C sgnas pf IwUng Oto s i 1 blrty M fIM1' mmponentlarenypeM1CUla� �
Eu IU ng SIM1e respons�I0y a�Ihe Owne���e Owneli aN�onzeC agent or tM1e Bu IE ng Oes gner pe�ANSIrtPI t Lelerel reslre nt tlesgn l'on s�owdon'nC e tlu I we4 anC c�ortl members
re lor compression Eucqing only;no�lor builtling staElllly Eracing,qtltl�ional lemporary rasVainVOiaqonal bratlng lo Inaure-stabiliry tluring eqnsWtlion is iM1e responsiDilAy oll�a Wss Installer.
AtlEi�ional0ermanentUwlEingstaUilily02cingolt�eoveallslmqurels0iaresponsi�IlM1yo�iM1eOwneC�heOwnefsauNOnieEegan�o�l�eBOil�ingDasigner,perihelRC.t�elBCanO �
ANSI?PI L Fo�Beneral guiEance regaMing Oesign responsiblitlie;fabrlwlion,quallty conlml.slorage;Eelivery,erection.lateml resVainl and diaganal Oracing,consuX Na lelesl e0hion of�he
iecmeiec.nnsuran,meecsi:�mman�neai:,a�amrees�e��m'��ycomoo�emsai��ymro�ano��a�aaeienomsecnatw�sou�e�a�y.wma�aa�rreiaieem:imix�o�'�moRnanoo ENGfNEER/NGt[c
supplietl in��e joCS�e packege:IDe Wss tlesigner or tmu Oesign en9ineer(alm Eefined as a speciaHy engineer)Is NOT tM1e Bulltling Deaigmr olt�e�uiltling
Job � Tmss TmssType pty Ply nSLOrvcRiocEesiniES
IB1329]1
J14<�1593 . T02 HIp � 1
J bR f ( f II
PROBUILD, MOORESVILLE,IN 96158 ]490sOCi1420UMTeklntluslnes,lnc. Monnpr2812N0'.992014.Gege1
ID:C11zmV_n�xzXgv?SMks�WezwpJp-ShEBCStGZnNnJPRKKUMSVBgOnPxJ�G3ibnCekzM885
�-io.io az.ii-o
-� 6-t0.] t]-88 I. Ia<.ID � 310-9 � 40-OE pt-1��
� 0�0� ' 6-fl-ll 6-]-15 6-10< 9445 64193 b1040
REPAIR: �-�o-io �os°caie=i>z�
1)TOP CHORD BROKENI"UP FROM PL4TE AT SPLICE JOINT 8
PLATEATJOWTBUNAFFECTEDANDFULLYEMBEDOEO.
NOTE-THIS�REPAIR IS VALID FOR THE OESIGN CONDITIONS s`a � 5x6�
PROVIDED IN THIS TRUSS REPAIR DRAVNNG. IT'S ADEQUACY s '/
FOR THE ACTUAL CONDITIONS MUST BE VERIRED ��
BY OTHERS. REFER TOORIGINAL TRUSS DESIGN
DRAN9NG FOR AODITIONAL NOTES. axiz G
a=iz .�
5 �', 8
3xC G � 3x4 O
4 46 q
61 ]
900 12 q) /946 B-
3n6% 3x6 �
3 � 974 10
� 2j. 20 J 311
� � �In
1 3
� 20 19 �� P 16 � 15 1C 13 �
ioxio = isxa II 3"s= axa = axe= / 3ne =. isxa II ioxm =
�
(A)APPLY 2x4x5'SPbr SPF No2 SCABS TO EACH.SIDE OP TRUSS CENTEREO ON.THE DAMAGE. ATTACH EACH SCAB W1TH(2)ROWS OF
10d(3"X O.t31")NAILS:SPACED @ 4"OC. STAGGER NAIL SPAGNG FROM FRONT SIDE TO BACK SIDE FOR A NET 2"OC SPACING
IN THE MAIN MEMBER.USE A MINIMUM OF 3"MEMBER END DISTANCE.
SCABS MUST EXTEND A MINIMUM OF 28"BEYOND THE BREAK AT EACH END OP THE SCAB.
8-104 11-6-6 2_4_6_10 � 33_0=9 � 41-11_0
8110-] 8-0-05 6-0�> 8-J-15 B-ID-i
PlateOHSeIS�IXY1: f6'.�-4-80-1-121 f7'.U3-00-231113'.Etlae0-3-81 2� eg 03-8]
LOADING(ps� SPACING 2-0-0 CSI DEFL in Qoc) I/tlefl Lld PLATES GRIP
TCCC 20D�� Platesincrease 1.15 TC 0.94 Vert(LL) -0241749 >999 240 MT2G 1691123
TCOL tOD Lumber Increase 1'.15 BC 075 Vert(TL) -077 1749 �>646 180
BCLL 0.0 Rep Stress Incr Yes WB 0.50 Horz(TL) 0]5 73 n/a n/a
BCDL 10.0 CotleIRC2006/TPI2002 (Matrix) WeighL200@ FT=20%
CUMBER � BRACING
TOP CHORD 2x4 SPF No2'ExcepP TOP-0HOR� Strunural wood sheathing tlirectly applietl, except end verticals,and
i-5,8-12:2x4 SP No.i 2-PO oc puAins(4-66 max.):6-7.
BOT CHORD 2x4 SPF No2 BOT CHORD Rigitl ceilinq tlirectly applied or&2-0 oc brecing.
WEBS 2x4�SPF No2'ExcepP WEBS 1 Row at miCpt 4-17,6-16,9-16
4-79,9-14,3-20,10-13:2x3 SPF No2,2-20,11-13:2x4 SPP-5 Stud
REACTION9 Qb/eize) 20=1734/0.&8 (min.P2-12),13=1734I0.&B (min.0-2-12)
Max Horz20=298(LC 5)
Max UpIitl20=96(LC fi),73=-96(LC 7)
FORCES (Ib)-Max.Comp.IMax.Ten.-All force5 250 Qb)of 1e55 excep�when 5hown.
TOP CHORD 23=299I0,3-4=2293/211,4-5=1807/222,5-6=1663/274,64=-1388/280,
7-8=-1663/274,8-9=-1808222.94 0=2 2 93121 1,10-01=299/0
BOT CHORD 19-2�=-75/1786,18-19=-75/1786,1748=75/1786,16-17=0/138�.15-16=-2111786,
14-15=-21I1786,13-14=-21/1786 . . .
WEBS 449=0/346,4-11=526200,6-17=-28/527,746=11i527,946=-52fi/200,9-14=01346,
3-20=-2209/20Q-00-13=-2209I200
NOTES (9-12) �t{11ttU443i5ttftll��.t
1)�Unbalancetl roof Ilve loatls have been consiCered lor this design_ ``t\� �, ��j{ �*�,f
2)Wnd:ASCE]-05�,90mph;TC0�=6.Opsf;BCD�=fi Opsf;h=25ft;Cat.II;Exp B;encloseQ MWFRS(low-rise)gable end zone and GC � �°',,.*•" ��..� fi„
'Exlerior(2)zone',cantilever left and right exposetl�,end vertical letl antl nght exposetl',GC for members antl forces 8 MWFRS for �� .�?t'�Gt���xj�•.`Y�. `
.readions shown',Lumber DOL=1.60 plate grip DOL=7 60 •�i` � 4�:�
3)Provitle adequate drainage to prevent water pontling. j �'���{j�7$ `
4)Thistruss has been tlesigned for a 10.0 psf bottom chortl live loatl nonconwrrent with 3ny olhe�live loatls �
5)Provitle mechanical connection @y others)of truss to bearing plate capable of wtthstantling 96 Ib uplift at joint 20 and 96 Ib uplift at joint :. gi " ,+' Q ;=
is. ��; 57t1YE{?F ?
fi)TFis iruss is tlesignetl in accordance wRh�he 2006 lnternational Resitlenlial Cotle sections R502.11.1 antl R802.102 antl referencetl , �r Np„�a
etanderdAN51/TPIL r .,
7)"Semr-rigitl pitchbreaks with fixed heels"Member,end fixily motlet was usetl in�t�e anatysis and design of this tmss. � ' .,
8)Graphical putlin representation tloes not tlepict ihe siie or the orien�a�ion of the putlin along the top antl/or bottom chord. p�1r.tpt'tt�fi;l�;!\S�
lOADCA5E�5) Stantlaftl
April 29,2014
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su00��etl in I�e jo0site package.T�e Wss Oesigner or wss tleeign engineer(also Ue�ineU ez a speciaMy engineep Is NOT @e Builtling Designer oflhe builtling.
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ENGIIVEFRIMGccc � (,P �c ao/Q �'
DrJ Engineering, LLC
(FKA: DrJ Consulting�LLC)
6300 Enterprise Lane
Re: J14401593 Madison, Wisconsin, 53719
MiTek 20/20 7.4
116 LONG RIDGE ESTATES
The truss drawing(s)referenced below.have been prepared by DrJ Consulting, LLC under my direct supervision
basedontheparametersprovidedby P�oBuild (Mooresvillel.
Pages or sheets covered by this seaI:I8141206 thru I8141207
My license renewal date for the state of Indiana is July 31,2014.
Important Nolice:The acwracy of.the Truss Design'�rawings reliesupon:All truss and component designs utilize
manufacWrenpublished wnnectof(i.e.Iruss plate,efc:).design velues and American Lumber Standards Ccmmittee
(ALSC)approved mles-wriling agency lumber tlesign vslues(where Southern Pine has been specified,those design
values areas tabulated in SouthemPine Inspection Bureau Gratling Rules 2002 Edition Supplement No:13).Lumber
design values wrrespontl wiN.lhe grade stampprior to cross cutling as(a)appmved bythe Board of Review of ALSC
(b)�tabulated�and footnoted by�lhe applicable rules-writing ageocyusing�a publishetl effective tlate,(c)approved antl
.publishedby lhe American Wood Council for use in theMDS engineering equations for the design of strucNres using
- lumtier,and(d)referenced in ihe la�est etlilion ot AN51/TPI 1,Section 6.3.
\```\����N���R���Q,'',
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= r PE11200275 �} —
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�
Apri130,2014
Kirk H. Gcundahl, P.E.
The seal on ttiese.�Truss'Design Drawings indicates acceptance of professional engineering responsibility solely for
the truss component(s) depicted on the individual Truss Design Drawings. The design assumptions, loading
conditions, suitability and use-of Uiis component for any particular building is the responsibility of[he building
designer or owner of the trusses, per ANSI/TPI t.The responsibilities and duties of the huss designer,truss design
engineer and truss manufaoturer shall be in accord with the latest edition of ANSI/TPI 1 Chapter 2 unless otherwise
detined by a contract agreed upon by the parties involved.
JOb , Tfu55 Tm55TypB Qty Ply t16LONGftIDGEESiATES
IBt<12W
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-------��-�-- ---""""-- NOTE THIS�REPAIRJS:VALIO FOR THE�ESIGN CONDITIONS
REPAIR 'PROVIDED W THIS TRU55 REPAIR'DRAWING. 1T'S ADEQUACV
1)PLATES AT JOINT 16 NOT FUCLV EMBE��ED FOR THE ACTUAL CONORIONS�MUST BE VERIFIED�BV�OTHERS.
REFER TO ORIGINALSRUSS DESIGN DRAVNNG FOR AODITIONAL NOTES.
6
fixB�i � � Sx6�
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19� 18 �� � 16 15 14 13 12
1DV10 = 15x4 II �x6 � ]x4 = �3v8 = �xb 1.Sx/ II 10xID =
(A)FINISH PRESSING PLATES.
PLATES MUST BE INSTALLED WITH A MECHANICAL/HYDRAULIC PRESS ONLY.
DO NOT HAMMER PLATES INI
9-ta] 4-E6 -- " abn-o i
� �8-1�.] @445 I 6-10- � 8-0-15 � 9-104
'Plate ORSets 1X VY'�6:0-4-8 0-1-12�[7'0-3-0 0-&31 �12�_Etlae 0.38],,,j19'Etloe 03-8�
LOADING�(ps� SPACING 2-0-0 C51 DEFL in Qoc) I/tlefl L/d PLATES GRIP
TCLL 20.0 Plateslncrease 1.15 TC 0.94 Vert(Ly -0241fi-18 >999 240 MT20 169/123
TCD� 10.0 Lumber Increase 1.15 BC 075 VeM1(Ty -077 16-18 >648 180
BCLL 0,0 Rep Stress Incr Ves WH 0.50 Horz(TL) 0.15 12 nla n/a
BCDL 10.0 CotleIRC2006/TPI2002 (Matrix) Weighc1981b FT=20%
LUMBER BRACING
TOP CHORD 2x4 SPF No2'Except' TOP CHOR� Structural wood sheathinq tlireqly applieQ except entl vehicals,antl
b5,8-11:2x4 SP�NO.i 2-0-0 oc purlins(4-6-6�max.):6-7.
60T CHORD �2x4 SPF No2 BOT CHORD Rigitl ceiling tlireclty applieC or 2-2-0'oc bracing.
WEBS 2x4 SPF No2'ExcepP WEBS 1 Row at mitlpt 4-16,6-15,9-15
448,9-13.3-19.10-7Y.�2x3 SPF No.2,2-19.11-12'2x4 SPFS Stutl
REACTIONS (Ib/size) 19=1735/0-3-8 (min.0-2-12),12=1664/0-3-8 (min.0.2-10)
Max Horz�9=307(LC 5)
Max Upllftl9=-96(LC 6);12=60(LC 7)
FORCES (Ibj-Max,Comp./Max.Ten.-All forces 250(Ib)orvless except when shown.
TOP CHORD 2-3=-299I0,3-4=2295212,4-5=1809/223,5-6=-1664I275,6�-1=-1369I280,
7-8=1665275,8'9=18101223,9-10=-2298213.10-11=312/0
'BOT CHORD 18-09=-BBI1787,17-78=-88/1787,i6-17=-88/1787,15-16=-8/1389,14-15=-56/1792,
13-14=-56/1792,12-13=-56/1792
4VEB5 4-18=01346,4-16=526200,6-16=-28/527,7d5=11I528,�9-15=-532/201,9-13=01346,
3 19'-2210/200 10 12=-2188/224
NOU balancetl?oofliveloatlshavebeenconslderetlforthisdesign. ``������.`N'IGRruN���/��",
P):Wntl:ASCE 7 05 90mpF',TCDL-6 Opsf�.BC�L=6.Opsq h=25ft;Cat.II;Ezp B',enclosetl',MVJFRS{low-dse)gabie end zone antl C-C � �.;�G15TEq O�y`���
�Exterioq2)zone can�ilever left and nght exposetl enE vetlical lek antl right exposeQGC for members antl forces 8 MVJFRS for ' ,r Q. Q'•�
reactions shown Lumber DOL-1'60 plate gnp�OL 1.60 � � j PEt 1207275 � �
�3)Provitle�atlequatetlrainagetopreventwater.pontling: — _ =
4)This truss has been tlesignetl(or a 10 0 psf bottom chortl live loatl nonwncurtent wilh any other live loatls. � � � 7 � �
5)ProviCe�mechamcal connection(by others)'of W55 to bearing plate capable of wilhstanding 96 Ib uplifl at joint 19 and 601b uplitt at joint � S $TATE OP f Q' :
6)This imssis tlesigned in,accortlance with the 2006 lnternational Resitlential Cotle sections R502 11 1 and R802.102 antl referencetl �•o � NP�'f
standard ANSIRPI i
8)Gram�icaltl u lin rcer�es Natioln tloes oot tle cb ihe s�izelXO�ihe o�en ation o�f Iheh utl naa�on the tlo�and/orhEOttom�chortl. � ���t71lplp��
) P P P . P P 9. P
April 30,2014
LOAD.CASE�S� Stantlara
f. WARNING'.PI e1M1 B�ly vie t� C 1 ! Ack I tlgem t /P B Itl51 0 CT m�sl .M �act e4P tl t fo�� V (ytlesq p ete! E 0 t tF T
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3��-10 � 6�1-5 �BE-] 6-004 &i-05 fi-11�ll 1-10-I�rl
� _.._._ ...._ _ .... .�' �-0.0 _
NOTE-THIS REPAIR'IS.VALID FOR THE DESIGN CON�ITIONS Scale-t.822
FEPAIR PROVIDED IN THIS TRU55'REPAIR�RAWING. IT'S A�E�UACV
i)PLATES AT JOINT 18 NOT FULLV EMBEDDEO FOR THE ACTUAL CONDITIONS MUST BE VERIFIED BV OTHERS.
� ---�— --- - REFER�TO ORIGINAL TRUSS DESIGN DRAWING FOR ADDITIONAL NOTES.
fix0 �i 5 6 Srt Q .
800 12
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6�B = � I.Sxa II �Sz6 _ 9x6 = t,5x0 II 10x10 =
/ Jx4 �M =
/
(A)FINISH PRESSING PLATES.
PLATES MUST BEiNSTALLED WITH A MECHANICAL/HVDRAULIC PRESS ONLY.
DO NOT HAMMER PLATES IN!
�B=Bd5 I •q-1-fi I 94-040 I J2a9$ 4LP_0
B-B- 9-6-] fi-10=4 - 5 8-101
PIat�Otisetsan� rs�o-a-6.o-�-�2Lle�o-s-oQ271_L12:F�se-Q3-aL.1�s�Edoeo-z-a�
LOADING7psf) SPACING 2-0-0 CSI DEFL in Qoc) I/tlefl L/d PLATES GRIP
TCLL 20.0 Plateslncrease 1.15 TC 0.92 Vert(�y -025i6d8 >999 24� MT20 169/123
TCDL tOD Lumber Increase 1.15 BC 074 Vert(TLJ -0.80 i6-18� >621 180
BCLL 0,0 Rep Stress Incr Yes VJB 064 Hoa(TL) 0.14 72 n/a nla
BC�L 10,0 Code IRC2006/rP12002 (Matrix) WeighC 1981b FT=20%
LUMBER BRACMG
TOP CHORD 2x4 SPF�NO.2'Except` TOP CHORD �Simctural wootl sheathing directly applieq except entl verticals,and
1�-4,7-11'.2x48P No.i 2{7-0 oc purlins(4-6-12 maz.):5-6.
BOT CHORD 2x4 SPF No2 BOT CHORD Rigitl ceiling direclly applietl or 2-2-0 oc bracing.
VvEBS 2x4 SPF No2'Except" WEBS 1 Row at mitlpt 3-ifi,5-15,8-15
3-18,8-13,2-19,9-12 2x3SPF No2,�1-19,70-12'.2x4 SPFS Stutl
FEACTIONS (Iblslze) 19=7854/Mechanlcal,12=1725I0-3-8 (min.0-2-11)
Max Hoa 19=-309(LC 4)
Max Uplifl 19=-58(LC 6),92=-96(lC 7)
FORCES (Ib)-Max,Comp./Maz.Tenl-All forces 2W{Ib)or�less except when shown.
TOP CHORD 2-3=-2221/210,3�4=1781/223,45=4 64 212 74,5-6=-1375/27$.6-7=-1648/273,
7-8=-1792/227,8-9=2279/211.9d0=-29810
BOTCHORD 18-19=72/1727.17-18=72/1727,1G17=72/1727.15-16=-0/1370. 14-15=20/1774;
13=14=-2011�74,.12:13=-20I1Z74
WEBS 3-18=0/338;3-16=-083tl98,5-16=-301506,675=-10/522,8-15=-52�200.8-13=0/346,
� 2-19=-2161/178,9-12=-2195/199
NOTES (10-13)
2)Wind A CEr7 05 V90mph5TCOLb6e0psfnBCDLtl6rOpsf'htl25finCaL II;Exp 8;enclosed;MWFRS Qow-rise)gable end zone antl FC \�o�`���N� �GR�,y"�i,,
Extenor(2)zone cantilever left and nghfeiiposetl;entl verticalieft and ri9ht exposetl',C-C for members antl brces 8 MWFRS for `O�� .. �• �,9 i�J
reen�o�s'snow�,wmner oor-rso piate yt�a oor-teo � .Q.:�G�5TE9�c.. y� c
3)'Provide�aEequatedrainageto',preveniwatecpontling. / Q' �: �
4)This iruss has been tleslgn¢tl for a 10.0 psf bottomkhortl live loatl nonconw�rent with any other live loads. = t �}i 2��Qj5
5)Refe�ta g7rCer(s)for inlss to tmss connectlons. _ _ ❑
6)Provitle mechanical conneCLOn @y athers)ofA�uss.to bearing plale capable of withstantling 58 Ib uplift at joint 19 and�96 Ib uplift at join� r � � � � _
i2 ' a���STATEOF �Q �
7)This truss is designed in accordance with the 2006 International Resitlenlial Code sections R502.11.t antl RB02.102antl referencetl � � r �/ :
stantlardAN51/rPl1, l '� `. NAf
8) Semi ngid.prtchbreaks.wi�h fixetl heels"MemEer entl/ixtty motlel was usetl in the analysis antl.tlesign of this iruss. , �
•
9)Graphical purlm representation does not tlepmt the size or the orientation of ihe purlin along the top antlbr bottom chord. ����
. .. . . /41t1if111N11
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