HomeMy WebLinkAbout14070137 Truss Plans : , _ .
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set_no version manuf style partdesc hand partsize
. __^15Q00_. 1 ,���� TRUSS_2- 2,�,._�..(EtR-0��J21)::r=
JSQ00 1 TRUSS 8-4 (BR-00027)
JSQ00 1 TRUSS 20-'; (EA-10234)
JSQ00 1 TRUSS 1-1 (EA-90129)
JSQ00 1 TRUSS 4-1i (EA-93417)
JSQ00 1 TRUSS 31-7 (EA-98689)
1SQ00 1 TRU55 31-] (EA-98690)
JSQ00 1 TftUSS 31-7 (EA-98691)
1SQ00 1 TRUS531-] (EA-98692)
JSQ00 1 TRUSS 31-7 (EA-98693)
15Q00 1 TRUSS 31-] (EA-98694)
JSQ00 1 TRUSS 3-9 (EA-98695)
JSQ00 1 TRUSS 15- (EA-98696)
JSQ00 1 TRUSS 15- (EA-98697)
JSQ00 1 TRUSS 15-' (EA-98698)
1SQ00 1 TRUSS 15-' (EA-98699)
JSQ00 1 TRUSS 22-. (EA-98700)
JSQ00 1 TRUSS 22-: (EA-98701)
JSQ00 1 TRUSS S- 9 (EA-98702)
JSQ00 1 TRUSS20-: (EA-98703)
JSQ00 1 TRUSS20-: (EA-98704)
JSQ00 1 TRUSS 31-.: (EA-98705)
JSQ00 1 TRUSS 21-' (EA-98706)
JSQ00 1 TRUSS 31-: (EA-98707)
JSQ00 1 TRUSS 31-: (EA-98708)
JSQ00 1 TRUSS31-i (EA-98709)
1SQ00 1 TRUSS31-i (EA-98710)
JSQ00 1 TRUSS31-i (EA-98711)
, JSQ00 1 TRUSS 19-7 (EA-98712)
JSQ00 1 TRUS520-: (EA-98713)
JSQ00 1 TRU5520-: (EA-98714j
JSQ00 1 TRUSS 19-7 (EA-98715)
JSQ00 1 TRUSS 16-7 (EA-98716)
JSQ00 1. TRUSS 16-] (EA-98717)
JSQ00 1 TRUSS 16-] (EA-98718)
1SQ00 1 TRUSS 16-] (EA-98719)
1SQ00 1 TRUSS 3-1i (EA-98720)
JSQ00 1 TRUSS 5-1 (EA-98721)
JSQ00 1 TRU5511-] (EA-98722)
15Q00 1 TRUS511-7 (EA-98723)
JSQ00 1 TRUSS 21-' (Eq-9g72q)
JSQ00 1 TRUSS 12-� (EA-98725)
JSQ00 1 TRUSS 12-� (EA-98726)
JSQ00 1 TRUSS 12- (EA-98727)
JSQ00 1 TRUSS 12-' (EA-98728)
JSQ00 1 TRUSS 12-; (EA-98730) .
. _
.. .. . . :. . ,.. ._ , . : . .- --- --. . . . - -.: �
, ,
JSq00 1 TRUSS 3-1: (EA-98731)
_.._.._JSQ00 .. _- � .,..-.�-� '-`_'-- -. _ TRUSS 2-1= - •-- (EA-98732)- ,.�._- _ .-,_..�
JSQ00 1 TRUSS 31-] (EA-98733) '
JSQ00 1 TRUSS 31-7 (EA-98734)
JSQ00 1 TRUSS 31-7 (EA-98735)
JSQ00 1 TRUSS31-7 (EA-98736)
1SQ00 1 TRUSS 31-] (EA-98737)
1SQ00 1 TRU55 31-7 (EA-98738)
1SQ00 1 TRUSS 31-7 (EA-98�39)
JSQ00 1 TRUSS 31-7 (EA-98740)
JSQ00 1 TRUSS 31-7 (EA-98741)
15Q00 1 TRUSS 31-] �EA-98742)
JSQ00 1 TRUSS 31-] (EA-98743)
JSQ00 1 TRUSS 15- (EA-98744)
1SQ00 1 TRUSS 15- �EA-98745)
JSQ00 1 TRUSS 22- (EA-98746)
1SQ00 1 TRUSS31-: (EA-98747)
1SQ00 1 TRUSS 31-: (EA-98748)
JSQ00 1 TRUSS20-: �EA-98751)
JSQ00 1 TRUSS20-: (EA-98752)
1SQ00 1 TRU55 4-1� (EA-98753)
JSQ00 1 TRUSS 20-: (EA-98754)
JSQ00 1 TRUSS'19-7 (EA-98755)
JSQ00 1 TRUSS 19-] (EA-98756)
1SQ00 1 TRUSS 5-1: (EA-98757)
JSQ00 1 TRUSS 2- 1 (EA-98758)
1SQ00 1 TRUSS 2- 1 (EA-98759)
JSQ00 1 TRUSS 2- 1 (EA-98760)
JSQ00 1 TRUSS 1-9 �EA-98761)
JSQ00 1 TRUSS 5-5 �EA-99583)
JSQ00 1 TRUSS 33-: �EA-99584)
JSQ00 1 TROSS ,3- 2 �VT-01081)
JSQ00 1 TRU55 6-4 (VT-01082)
JSQ00 1 TRU55 9-7 (VT-01083)
JSQ00 1 TRUSS 12-'. (VT-01084)
�sqoo 1 TRUSS 16-i (vr-oloss)
JSQ00 1 TRUSS 2-E (VT-01281)
1SQ00 1 TRUSS 5-4 (VT-01282)
JSQ00 1 TRUSS 8-C (VT-01283)
JSQ00 1 TRUSS 10-� (VT-01284)
JSq00 1 TRUSSI3-� (VT-01285)
1SQ00 1 TRUSS 16-i (VT-01286)
JSQ00 1 TRUSS 18-; (VT-01287)
JSQ00 1 TRU55 21-� (VT-01288)
JSQ00 1 TRUSS 2-E (VT-91913)
JSQ00 1 TRUSS 10-' (VT-93613)
1SQ00 1 TRU55 4-C (VT-93666)
.,. ;
JSQ00 1 TRUSS 6-1� (VT-93667)
JSQ00 1 TRUSS 7-4 (VT-93668)
:.:.s---.,.�15400"'°`= 1 - -•" ==:5,. -- •TRU55'4_5,_,._�_�.4�VT'93669�c,,....._....-_.. .
1SQ00 1 TRUSS 7-4 (VT-93670)
JSQ00 1 TRUSS 6-1i (VT-93671)
JSQ00 1 TRUSS 4-E (VT-93672)
JSQ00 1 TRUSS 18-� (VT-93673)
JSQ00 1 TRUSS20-! (VT-93674)
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Job Tmss TruuType �ry Ply
E61]0231
OROERS BR-00021 SPEC 1 1
Job Rafcrence(pfona�
.,�,,,_r....NVRHOmes.X . . —� .i � _ 1250sAUg252011MReklndusbieS,Inc. lueOCt11 13 3239 2011�Page1
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ID:]LAwOBnKH�ePoA adZBeyyUX5E1VIkVIP1eUVRRn9TMjluBwkNxTO?KtlioGcOsFyUUT6' "
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' 2ae
This truss design assumes Ihe use of SouNem Pine lumbervalues
Nat were published in the 2005 NDS and pnor to the updated and 5raie=tn.o
lower vales atlopted by ALSC on June�1-,2012. This is inq done �
explicity at the tlirection of Frank AvbeI,PE,Engineero Recortl
for the pmject.
iz.00 tz
i
�
J
3x4 �/ �
3xB II
49"s° I zae ,
asn �nae
Plate Otfsels �0 1:0
LOAOING(ps� SPApNG 2-0�0 C51 DEFL in Qoc) Vdefl L/d PLATES GRIP
TCLL 30.0 p��ysincrease 1.15 TC 0.75 Vetl(LL) -0.00 1-3 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber Inc2ase 1.15 BC 0.06 Vert(TL) -0.00 1-3 >999 240
TCDL 10.0 Rep Stress Incr YES WB �.00 Norz(TL) -0.00 2 n/a n/a
BCLL 0.0 ' �de IRC2009(7PI20G7 (MaMz) Wintl(LL) 0.00 1 "" 240 Weight 7 1b Ff=5%
D
LUMBER BRACING
TOP CHORD 2 X 4 SPF SNd TOP CHORD Structural wood shealhing directly applied or 2-3-8 oc pudins.
BOT CHORD 2 X 4 SPF Stud BOT CHORD Rigid ceiling tlirectly applietl or 10-0-0 oc badng.
WE�GE MRek recommends that Stabilizers antl raquired cross bracing
Left:2 X 6 SVP No2 be Installed�tlunng Vuss erection,in.accoNance with Stebilizer
Installatlon uitle.
REP.CTIONS Qb/size) 3=20/Mechanical,1=98/0-3-8 (min.0-t-8),2=79/Mechanical
Maz Horz 1=119(LC B)
Maz Up1iR2=708(LC 8) �
Mac Grav 3=39(LC 4),7=98(lC 1),2=79(LC 1)
FORCES (Ib)-Ma�cimumCompressioNMaximumTension
TOPCHORD 1-2=405/47
BOT CHORO 13=0/0
JOINT STRE55 INOEX
1=0.i5antl 1=0.03
NOTES (&10) .�i�tt;e.-
, �\�.t.,.,�..�.;:�
1)Wind:ASCE 7-05;120mph;TCOL=6.OpsY,BCDL=6.Opsf,h=25ft;Cat.II;E<p B;entlosed;MWFRS pow-riseJ gable entl zone antl GC ,\ _, =,%.
ExterioK2)zone;canWaver left antl nghl exposetl;GC for members and forces 8 MWFRS for reaclions shown;Lumber DOL=1.60 `�V� �,. :�.A:.�;"',' 'G.
plate gnP DOL=L60 ��,. . ...
2)TCLL:ASCE 7-05;PF-30.0 psf(Ilat roof snow);Calegory II;Ezp B;Parlially 6cp.;Ct=1.1 � ,�:,`�� � ;'�S's� � '
^ .
3)Unbalanced snow IoaCS have been considered for ihis desiga ; =: ��GJ` �� �.��_ '. -
4)This Wss has baen Cesignetl for e t0.0 psf bottom chbrd live load nonwncurrent with any other live loatls. � ;?� :�j�� � _ •
5)'This truss has been Cesigned for a live load of 20.Opsf on��e bottom chord in all areas whera a rectangle 3-6-0 tall by 2-0-0 widH °- � . -
vnll fit behveen Ihe bottom chortl and any olher mambers. - ' �+� �P�%-:�_�' n' ,
6)Refer to girder(s)for tvss ro truss wnnectians. � -c7 � � �'_: �° �
7 Provide mechanical connection b others of truss to bearin late w able of withs�antlin 10B Ib u lift al'oin�2. �. ����`'"
) ( Y ) 9P P 9� P 1 ' ., .
8)ThI5 Vuss is designetl in amoMance with the 20091ntemational ReslEentlal Cotle sections R502.11.1 anc R802.102 antl reference.Q .� �•., � � :;� - '
standard ANSI/iPl 7. �� qqq
9)Designs checkad for ASCE 7-05 wintl at 120 mph,wind reaclions n 0.56 will adjust wind load reaction to a speed of 90 mph(0.69 tor`l;��R..o. 7 20�1 {;` `
100 mph and 0.84 for 110 mph).All other coeffcienis iemain the ume as shown. ��'�j�, �'.�:��!�:,, ��`�
10)SPF No2 antl SVP No.3 qn be substiN�ed for SPF SNtl Grade matenai(Roottmsses only). :;),- � - s��\•�
�l�liliil
LOAD CASE(5) Standard
�NARMNC�Y�dcignparametmantlRFdD,Ml1ESONTNISANDINCLUDF�HI7PXREFERPf�EPdGEHI1�70TJBEFORE(15E. E�iHEE��ev
Desgnw6tlfaofeo rywFhMiakronrecidvih'udeAg hbmetlonlYUpo pammefersfhown,antlsfaonlntivitlwlbultlingLomponen�.
MpFCnb4ryoiCespnpa metarsoMpoperircorpaationofcanpor�ent sporuCitiNolbuWVqtle9grer-ro�ttimtleslpna.Broc'ugsM1Own
k�ubletolwppM Iv✓Ji+KIWIwBbrtMmCB�3pNy.AtlCM�w�tempworyb ['vp�0iuurBS� dTrytiviqcrosmctmcinerezrwrwbarryofine
erec�a.PddiHOnol pem�orronf bmcinp of ina ovNon sVUCMa'e�na respordbiGry ol�M1e bviltling a6lignm:For oanero�guiawtt reeoMV�g 'aralRx Pmllala
Iaqicalbn,quollryconhdsip�ge.tlaWery.amctionontlbracing.conxul� qNSI/RltOUa�lp Ctlbtla,DSB-B9mEBC51lu6ClnyCOmponenf
Smetylnbm�cNOn owibdeiromimssPlofalmitlNe:281N.1ee5heef.5W1a312.Nena�tlo:VAY1314. B185ounEaNeRm4
HSau V k t� ve Y 03 3 Al Etlenlon,NC]]932
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Job Tmss Teuss Type Oty Ply
E6171711
ORDERS. BR-0002] HIPS 1 1
' JoC Reference o tional
NVR Homes,X Z250 s Aug 2520t1 MiTek InEUStries,Inc. WeE Oc1121639:5320N Page 1
_ ID:OnUbb0yc7zHFDuMNZjG90iyUXPR�b78z2F4hj513i9nw?B1 MDtlX3oiyp7pahBHNaEyU6tla
. .c = .-.-.��:.�._-a.9.-1��...�.u..._<.-:.,-...--FiJ-'.v...�-..-_ " . ' I ' 60.12 . __ ..
This Wss design assumes the use of S utliem Pine lumber values �¢�� 2�
that were pu0lished in the 2005 NOS and prior to lhe updated and Scaie=tt9.e
lowei vales adopted by ALSC on June�i,2012. This is being done
explicitly at�he direction of Frank Avbel,PE,Engineer o(Record
for the pmjaQ. 4.12=
2 �
6x6=
13.00 12
8
] Q
d
1
� �
9 6 3s4 = 5 10 3x4��
3.d II
a.a �i a,e II
3x8 II
E Stt
a zoia wa zkia c
Plate Offsets(X VI� f1�0-3420-0-41 It03-e Etlqel i2'O-0-B 0-2-01 f3'0-70-80-2-0I f4'0-0-00-031 f4'03-8 Edoe1
LOADING (ps� SPACING 2-0-0 CSI DEFL in Qoc) Vdefl Ud PlATES GRIP
TCLL ��0 plates lncrease 7.15 TC 079 Vert(LL) -0.01 SS >999 360 MT70 197/744
(Roo(Snow=30.0) Lumber Increase 1.15 6C Q51 Vert(fL) -0.03 5-6 >999 240
TCOL 10.0 Rep Streu Incr NO WB o.W Horz(TL) 0.01 4 n/a Na
OCLL 0.0 ' �e �RC2049/rP12007 (Matnx) Wind(lL) 0.01 S6 >999 240 Weighc311b FT=S%
BCD 1 .0
LUMBER BRACING
TOP CHORD 2 X 4 SPF SWO'ExceD�' TOP CHORD Structural wooE sheathing tlirectly applied or 5-612 oc putlins.
2-3:2 X 4 SPF No2 BOT CHORD Rigid rsiling directly apPlietl or 70-0-0 w bracing.
BOT CHORD 2 X a SPF SW4
WEBS 2X45PFSNd
WEDGE
Lett:2 X 4 SPF Stud,Right 2 X 4 SPF Stud
REACTIONS (Ib/size) 1=597/0.3-8 (min.P1-8),4=597/038 (min.0-1-8)
Maz Horz 1=-05(LCS)
Max Uplift 1=-78(LC 6),4=78(LC 5)
Mas Grav 1=689(LC i6),4�89(LC 16)
FORCES (Ib)-Masimum CompressioNMazimum Tension
TOP CHORD 1-7=-785/95,2-7=-684/98,2-3=467/91,38�83/98,48=784/95
BOT CHORD 1-9=-W/456,6-9=-97/456,56=-63/466,610=69456,470=65/a56
WEBS 2-6=0/183,3-5-0/782,3�6=3Fa�37
NOTES (10-11)
" 1)Wntl:ASCE 7-05;120mph;TCDL=6.Opsf:BCOL=fi.Opsf;h=25/t;CaL II;Ezp B;enGOSeO;MWFRS(low-rise);wntilever leR anE ,
righl exposetl;Lumber DOL=1.60 plate grip DOL=1.60 ` _
2 TCLL:ASCE 7-05;Pf=30A st 0al roof snow;Cate o II;Ex 8;Partiall Ex Ct=1.1,Lu=W-O-0 '� \�1� . ..
) P ( ) 9 �Y P Y P�: �:v' "`i..
3) Unbalanced snow.loads have been consitlereE for this Cesign. �
4) Pmvide adequale drainage to prevent water ponding. -� � � �
5)This Uuss has been dasigneE tor a 10.0 psf bottom chord live IoaE nomm�wrtenc wilh any oNer live loatls. 't' „ ��
6)'This truss has Eeen designetl for a live IoaE of 20.Opsf on the bottom chorE in�all areas where a rectangle 3-8-0 tall by 2-0-0 wide = ' . '
will Flt betwean the Gottom choM antl any olher.members. ,- � '
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 781b upliR atjoint 1 and 781b uplift at :' � C:�;i!'!��. > �
joint4. -_ �n : - .!.,- '.'. -_
..,g :. :.`:c.t.* ,-•f:,-� _`
B)This Wu is tlesigned in accortlance with the 2009 Intemational ResiCential Code sections R502.71.1 antl R802.102 anC "'
refBrenced StantlaM ANSI?PI 1. - �`;i �"`�
^' ;�,i.•„• .:,
9)In Iha LOAD CASE(S)section,loads applied lo Ne face of,the wss are noted as front(F)or back(B). ��!= +�'�� �'��'�`'� � ,.v��.>
10)Designs checketl�for ASCE 7-OS wind at 120 mph,wind reactions z 0.56 vnll zdjust wind IoaO reactlon to a speeE of 90 mph 0 �%-��'��f�
for 100 mph and 0.841or 110 mph).All other coaPodenis remain Ne same as shown. ��' e' '}
11)SPF No2 an0 SVP No.3 can be substiWteO focSPF SNO G2Ee matenal(ROOf tmsses only). �',���� �'
LOAD CASE(5)
Continued on page 2 MAR 0 Z 2013
AWMMNG�VmTud� 'a�pa.amet andREdDNOTESON1Hf5ANDIM:LWFDlfflFJtRF3'F.R(',ACSPAGE/9f]aTJ�HFiORS(A& �
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ereciw.AtldlNOnol pertnaiiant bmdrg o(ihe ovbraA stmchxa b Rie nspantiblGry oi�ha builtling dasl8�ec Fw Beneral Buitlance repoNing n mi i,.r e me,o-.
�abnCO�ion,qWI11yCOnVd:s�arape,tleWery;GmC�pnO�`Abmcingf[araWi pN51/fp11Qw11NCMe�o,DSl�89anElGSIEUMInpCOmponen�
Sa1�NINeemaHan availabblromlrtrssPlvlelrulitvle.281N.LaeShea�.SUik31].Navndrum.VAT1JIl. 91BSOUiWkeRaeO
Nu..nn.rnn:»N r.:n.n.A..i " «.Mn\ )m] nIV EEBnbn.NC3)933
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Job Truss
Tmss Type �ry P�Y E6171711
1
HIPS �
..aR-.•..�_• .. BR-0U027 .. ,„_. . . _. JoG Reterence o tional
- ONDeRS =•=.-..-_ .. _ . '"'"' "_' _. _. .
7250 5 Au9 25 2011 MRek Intlusvies.IM. WeE Ocl 12 16:39:53 2011.Page. .. . . .
NVR Homes,X ID:OnUE�Oyc'lzHFDUMNZjG90iyUXPR-b7Br2F40j513i9nw781MDd%3o'ryp7pahBHNeEyU6tla
LOAD GASE(S)
1)Snow.Wmber Increase=1.15,PIale Increase=1.15
Uniform loaGS(pl� q_g-gp,1-g=20,940=-50(F=-30),4-10=-20
Vert:1-7=80r24=420(F=-40).2-3=120(F=-40)•7'8''120(F=40),
2)Unbal.5now-Lett:Lumber Increase=1.15,Plate Increase=1.15
lJniform Loatls(pl� q_g_3g,�-g=20,9-10=-37(F=-19).4-10=-20
Vert:1-7=-80,2-7=-103(F=-23),2-3=-t03(F=23),3-8=-61(F=-23),
3) Unbal.Snow-Ri9ht Lumber Increase=7.15,Plale Increase=1.75
Undortn LoaEs(pIQ
Vert:1-7=38,27='7b(F=�40).23=120(F=-40).3-8=120(F=��).4-8=-80,1-9=20.9-10=50(F='30)�440='
4) IBC 9C Live:Lumber Increase=t.25,Plate Increa5a=L25
Uniform LaaOs(pifl
Vert:14=20.2�7=44(F=Z4)�23=44(F=-24)�3-8=4�1F'-24)•<'g`-2U:1-9=-40�9-10='Sg(F=-1B).4'10'
5)MWFRS Wind Lefti Lumber Increase=1.60.Plate Increase=7.60
Unifdrm Loaas(pl� .
Vert:1-7=14,2-7=-5(F=8).23=41(F=8).3-8=28(F=8).4-8=20.1-9=-12.940=-6(F=b).4-10=-12
Hoa:7-2=2.3-M1=32
6)MWFRS Wind RighC Lumber Increase=L60�Plata Increasa=1.60
Uniform Loaas(pl�
Van:1-7=20.2-7=28(F=8),2-3=41(F=0);3'8=b(F'8)�4-8=-14.1-9=12.9-10=6(F=B).4-1�=-
Horz:1-2=-32,3-4="2
7)MWFRS 1st Wind Pard�el:Lumber In�ease=l.6U.Plate Increase=1.60
UnAorm LoaCS(plfl
VeR'.1-7=26,2-7=32(F=6),2.3=18(F=6).3-8=18(F=6).48=12,1-9=12.9-10=8(F=4).4-10=t2
Horz:1-2=-38,3�4=24
8)MWFRS 2ntl Wind Pa211e1:LumEer Inuease=l.6QPlate Increase=1.60
Undortn Loatls(pt�
VeM1:L7=�2.2-7=t8(F=6).23=18(F=6).3-8=32(F=6).4-8=26.1"9='12.&10=B(F=4),4-00=-1
Hoa:1-2==24,3-4=38
9)MWFRS 3rd W��d Pa211e1:Lumber Inuease=1.60.Plate Increase=1.60
Uniform Loads(pl�
Vert:1-7=26,2-7=32(F=6),23=18(F=6),3-8=18(F=6),4-8=12.1-9=12,9-10=8(P=d).a40=1
Horz:1-2=38,3-0=24
10) MWFRS 4lh Wind PsralleC Lumber Increase=1.60,Plaletncrease=1.60
Unifortn Loads.(p�
Vert:7-7=12.2-7=18(F=B).23°�8�F-6).3-8=32(F=61.4$=26,1"9="12.940=8(F=4),440=-1
Hoa:1-2=-24.3-4=38
17) 3rtl Unbal.Snow-Left:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(pl�
Vart:1-7=98.2'7=-611F=23),23='103(F=23),3�=61(F=23).4$=-38.1'9='20.9�10=37(F=-17).4'10=
12)4th UnbaLSnow-Lett:Lumber Increase=1.15,Plate Increase=1.15
Unifortn Loads(p�
VerC 1-7=95,2-7='117(F=22),2'3='60(F=-22).38=-60(F='22);4-8=-38,1-9=20.9-10=3fi(F='18)•4'10'.
13)Sth Unbal.5now-Right Wmbet Increase=lJS,Pla[e Increase=1.15
Unrform Loads(pIQ
Vert:1=7=36.2-7=61(F=23),23=1031F=-23).3-8=81(F=-23).48=38.1'9='20.&10=-37(F=-17)•4-70=Z
ib)61h Unbal.5now-RighC Wmber Increase=1.15,Plalelncrease=1.75
UnROrm Loads(pIQ
Vert:t-7=38,2-7=-fi0(F=22),23=60(F='22):38=117(F=22).4�=95,1'9='20.940=36(F=16).4-10=2
15)7th L1nbal.Snow-ParalleC Wmber Increase=7.15,Plate Increase=1.15
Unifortn Loads(pIQ
Vert:1-7=38,2'7='61(F=23).2-3=476(F='23).3-8=fi1(F=-23).4-8=38.1'9=-20.94�=371F°-����4'�0=2
i6)BU�Unbal.Sno-s-ParelleC Wmber Increase=1.75,Plate Inuease=1.15
Uniform Loads(pIQ
Vert:1-7=453.2'7=-198IF=-45),23='87(F=45).3'8='190(F=-45),4'8=-153.1-9='20,9-70=-54(F=34).4'��"Z
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Job Tniss TrussType '
EA-0�234 SPEC � '.lobReference o lional Inu WetlJUl1808:40262012 Page1
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-ti 1111� � 3.p-0 31-12
0-0'I 3-1142 3cJ-�� 3"�
Scale=1:66.1
This t�uss design assumes lhe use of Southern Pine lumber�alues Bx�2 -
'hat were publisM1ed in the 20�5 NDS and prior.to the,uDdateO and e.9= s 26 �
lower vales adop[ed by ALSC on June 7.2012. This is being Eone s
explicitly al the direcbon o(.Fra k Avbel,PE,Engineer of Re�ii
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a-i�.iz o-a2 �on �
Plate Offsets�X V: 2:03-8 0�4-0, 5:0-4-7 2 011-0� 7:0-8-72�-4-o ����"4-�40-0-8 12:0-3-8 0-7-0 .14:03-8,0-7-0 15'.0-5-1�-0'B P�TES GRIP
CSI DEFL im (loc) I/de� Ud MTZ� �97j144
LOA�ING (ps� SPACING z-0'� TC 0.95 VeR(LL) '0.151244 >999 3fi0
TCLL 30.0 Plates Increase 1.15 VeM1�7�) -021 1244 >999 240
BC 0.49 Horz(TL) 0.01 22 n/a nla
(RoofSnow=30.0) Lumberincrease 1��5 yyB 0.55 � Wei ht22816 FT=S%
TCOL ���� ReDStressincrv VES� Ma��x Wind(LL) 0.06�12-14 'B99 z4� 9
BCLL ��� � Cotle IRC2009liP�2007 ( �
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LUMeER TOPCMORD e%��e�tivertica�saa�d2�'�°aPudms(6r0-Omax.)PS7.5
TOPC410R� 2XSSYPNO2
90T CHORD 2 X 70 SYPNO2 BOT CHORD Ri9id ceiling directly applled or 6A-0 oc bracin9.
WEBS 2X4SPFStutl'EZCepP .701NTS '1BraceaUt(s):1�
3-�q:2 X 4 SYP No.t D
gEACTIONS (Ib/size) 21=1619I03-8 (mia0-l-e)�22'�556/038 (min.0-1-8)
Max Hoa 21=314(LC 7) VEftTICALS THAT ARE EXTENDE�BELOW A CHORD FORMING A"LEG DOWN'CONDITION ARE
Max Upl'�c 21=-2W(LC 8j,z2=-»90.�8) NOT oESIGNED 70 RESIST LATERAL FORCES,BETWEEN�THE 7RUSS AND THE SUPPORT.
Max Grav 21=2084I���9��ZZ°�940(LCl9) ADDITIONAL DESIGN CONSIDERAT�ONS(BY OTNERS)ARE REQUIRED TO TRANSFER
THESE FORCES TO THE APPROPRIATE LATERAL FORCE RESISTING ELEMENTS.
PORCES (Ib)-MaximumCompression/MaximUmTension q_5=-709/253j7-8=-725/2b�•
TOPCHORD 1-2=0181.2-23=-1619220,323=-1331YG31:3-24=1153b1342060/298,2 5�2251R77.1Y22=d9401265.
g-9=-0217/346.&25=1344/217.W-25=-15651205,
10-11=-2725i256,�5-6=454I303:6-26=-811/280.7-26=-819R80
BOTCHORD 14-15=334/296.13 4 4=-7 611946,7 2-7 3=161194 6.�11-t2=-26/12
WE85 4-16=-9151320.16-1�=-75&234.17-18=-875/333.8-18=883/334.1449=0/421.3-19=�7/314.12-20=01419,
9-20=-43Y327.2-04=-t73it267.5-16=@6271.61fi=4261251.E17=-104/t45.]-17=-255/415.7-18=-5f74.
449=-51/735,8-20=-i8111Q90-12=219/1261
l '
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16-t7 �C=6.0 sf;h=25ft;�Cat II;Exp B;endose0;'MWFRS(low-nse)gable end zone and \` -
NOTES ( � .'t20mPh:7CDL=6.Opsf.BC . P , � ��."�
i)Wintl:ASCE 7-05, �i�
�can[ilever left antl nghl exposed;GC for membere antl forces'8 MWFRS for reactions shown;Lumber `
PC EmenoQ2)zone, . . . i
DOL=t.60 plale g�p DO1=1.60 partiall Ex Ct=1.1,Lu=50-�-0 d:� � � �
2)TGLL:ASCE 7-05;PF-'30 0 psf(flat rooi snow):Ceta9°�'���E'P B' Y P�' ��
3)Unbalanced�snow IoaCS have begn cohsideree.for this tlesign_ '
4)This W ss M1as been desi9ned for 9reater of min roof Ilve load of 20.0 psf or 1.00 tlmes flat mof IoaE of 30.0 psi on overhan9s n q
�on-concurreniwilholher.irveloads: - � �
r
5)Pro�ide adequate a2ina9e to prevenlwater pontlin9.
otherllve loads. '� �'
i .
6)This tniss has been tlesigned for a'10.0 psf bottom c�ord live loatl nonconcurrent with any , ,
7)'This tmss has been designed for a live load of 20 Opsf on Ne bottom c�oN In all areas where a rectangle 3-6-0 tall by 2 0 0 wide `
will ft becwean the bottom chord antl any other me 416�6�� �>>8 8-�8 � "
8)GeOing tlead load(5.0 ps�on member(sJ.3-0 &9. i� ����
�. `
9)9ottom chord live load(400 ps�and adallel to g�ra n alue s a9 ANSIliPl�1 angle o 9a nnformua Builtli 9 designer should veriry m, , ;
�p)peating at loint(s)21,22 wnsitlers pa .. �
��) pmv'de mechan cal con e lion(by olhers)of Wssto bearing plate capabie of withstaPtling 2001b uplift at joini 21 anC 1791b
upli8atjoint22. ��� O ��' �0��
�p)This Wss is Eesigned in accortlance with tne 20091nlemational ResiCenllai Code sedions R502.11]rendIR802.102 anC
referenced stzndaN ANSIRPI�1. ,... vs and desi9n of this Wss.
13) "Semi n9i4 p�tchbreaks vntti fzeC hee�s Member end fixity motlel was used m the ana�Y
Q���pOq�ig representstion tloes nol dep�cl the size or the orienlation of the pudin along che top anNor bottom chorG. N
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Job Truss TmssType ,
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- EA-0023d SPEC Job Reterence o tional
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NOTES (1&17)
15)Attic room checked tor LI360 defleclion.
16) Designs checked forvASCE 7-05 vnntl al 120 mph,wind reactions s 0.56 will adjust wine load�reac[ion to a spaea of 90 mph(0 69 ior 100 mph and 0.84 for t 10 mph).AI
olher wefficienls remain the same as shown.
17) SPF No2 and SVP No.3 can be substiWletl for SPF Stud Grade material(ROOf Uusses only).
LOAD CASE(5)
1)Snow'Wmber Increase=l]5,Plate Increase=1.15
Uniform Loads(pl�
Vert:1-2=-80,2"3='80.3-0=-90,45='80.7'8=-80.8"9=-��9"��''80,4'8='10.5-7=-80,1415=20.12-14=100,11-12=2
p)UnbalSnow-Lefl:Lumber Increase=t J5,Plate Increase=1.15
lJniform Loatls(pIQ
Vert:1-2=-80.23='80.3Q4=-90,424=-108.4-5=98,7-8=38.8-9='48,4'10=38.4-8=10.5'7="B0,t415=-20.12-14=-000.11-12=
3jUnbal.Snow-RightLUmber.Increase=7.i5,Plalelncreau=1�.15 1z�4_��� ��_�z-z�
Uniform Loads(pl�
Vert:1-2=38.23=-��3>"`48.�4-5=-38,7'8='80.8-9=90.940=-80.4'8='10.5-6=-100,6-7=80.14-15=-20,
4) IBC BC Live:Lurtiber Increase=T25,Plate Increase=125 �� �Z_4o
Uniform Loads(pIQ .
VeR:b2=20,23="20.3-4=30.4-5=20:7-8=20,8-9=-30,9-00=-20.4�-8=t0.5"7="20.14�5=-40.12-14=-20,
5)GC Wlnd:Lumber Increase=1.60,Plale Increau=1.60
Uniform Loads(pl� .
VeA:�i-2=fi7,2-3=40.3-0=34:4-5=40.7-8=40.8-9=34.9-10=40.48=-6,5-7=44.N-15=-12
Ho2�L2=-79�,2-5=52.7-i0=$2;56=-56.fi-7=56
6)MWFRS Wind Lefl:Lumber Increase=1�.60,Plate Increasa=l.fi0
Uniform Loaes(p��
Vert:12=9.23='17.3-4=23,4-5=11,7-6=25.8-9=19.9-10=25.4-8=-6,5-7=53.11-05=-12
Hoa:1-2=-2��Z-5=5,7-10=37,5-6=-65,6-7=65
7)MWFRSW�inERighCWmberincrease=1.60,PIatelncrease=1,60 11_t5_�z
Uniform Loads�(pl� 4-8=-6,5-7=53,
VeM1:1-2=15.23=25.3�=19.4-545.7-8=17.B-9=23.9-10=-17.
Hoa'1-2=-27•Z'S°-37,7-10=-5,5-6=-65,6-7=65
8)MWFRS tst Wlnd Parallel:'LUmber Increase=l 6q Plate Inc2ase=1 60
Uniform Loads(pi�
VeM1:1-2=65.23=43.3-4=37,45=43,7-8=26.8-9=20.9-10=2fi,4-8=-6,5-7=26,i t-15=7
Hoa:1"2='77.2"5=u•�-10=38.5-fi=38,6-7=38
9)MWFRS 2nd Wintl ParalleC W mber Increase=l fi0,Plate Increase=7.60
Unitorm Loaas(p�� y_5=2fi,7-BJi3,8-9=37,9-00=43,4-8=-6,5-7=26.11-]5-�2
Verl:1-2=18.23=26.3�4=20,
Horz:1-2=3�•Z-5=-38,7-10=55,5-6=38,6-7=38 .
10) MWFRS 3rE Wind ParalleC Lumber Increase=1.64,Plate Increase=1.60
Uniform Loads(p�fl
VeM1:t-2=41.2-3=19,3>=13.4-5=19.7-8=12.8-9=6.9-t0=t2,4-8=6.5-7=12:N-15=.c
Hoa'.1-2=-53�2-5=31.7-10=24.5-6=-24,6-7=24
11)�MWFRS 4lh Wlnd ParelleC�Lumber Increase=1.60,Plate Increase=1.60
UnROrm'LOads(pl�
Vert:'b2=4,23=12:3-0=6.4'-5=12,7-8=19.8-9=13.9-10=19:4-8=-6,5-7=12.11-15=�
Ho2 y2=-i6.2-5='24,T-10=31,5-6=24�.G7=24
12) IBC Snow on Overhangs:Lumber Increase=1.15,Plale Increase=7.15
Uniform Loads(p��
VeM1:1-2=-80.2-5=-20.7-70=-20.5"�=-20.N45=20
13)Attic Flooc Wmber Increase=1.00,Plate Increase=1.00 'Q ��_20 �4�5-Zo �z�4-�00,
Uniform Loads(p��
Vert:1-2=-20,&3='2�.3-0=-30.4"5='20.�'8=-20,8-9=30.'9-10=-20.4-8=".
11-12=-20
14) 3M UnbaLSnaw-Left:LumOer Increase=t.15,PlaSeincrease=t.t5,
Unifortn Loads(pl�
Vert'.t-2=-38,2-3=-38�3-4=A8.4"5=38,7-8=38•8'9"48.9-10=-38.4'B='70.5-26=-80.4-26=98.14-15=-20.
12-14=100,11-12=20
75)4th Unbai.5now-Left:Wmber Inuease=7.15,Plate Inaease=7.15
Unifortn Loads(pIQ
Vert:�1'2='80.2-23=8�.3-23=112.3d=-122.4"�='112.7'8=38,8-9=�8,9-10=-38.4'8=10.57=-38.1415=-2 .
1244=100,1142=20
� 16) Sth Unbal.5now-Right:Lumber Increase=l.iS,Plate Increase=1.15 .4-8=-10,�5-6=-100,6-7=80,t4-15=-Z0,72-14=-100
' Unifortn LoaCS(pl�
Vert:1�2=38.23='38,3-4=-48.4'S=38.7-8=38,&9=h8,9-10=-38,
' .tt-12=20
17) 6Ih Unbal.Snow-Ri9ht Lumber Increase=1.75,Plate Increase=1.15
Uniform Loads(pl�
Vert:1-2=-38,2"3=-38.3-4=-48.4"5="38,7-8=113.8"9="123.9-25=113.10-25=-80,48='t0.57=38.14-15=-20,
12-14=100.i t-12=-20
�g)7lh Unbal.Snow-Parallel:LumberJncrease=1.15;Plate Increase=1.15
Uniform LoaGS(p�n
Vert:1-2=38,23=38.3-4=-48.4-5=.38,7-8=38.8-9=-48.9-10=38.4-8=1q 5-7=153.14-t5=-�7.'12-04=-10 .
1bt2=20
�9)Bth UnOaLSnaw-Parallel:'LUmberincrease=1�.15,Plalelncrease=1.15 ,
ConlinueE on page 3 -
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Tmss TmssTypa
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ORDERS �-1023i JobReference o tional
7150 s Jan 252012 MRek Industries,Inc. Wetl Jul 18 OB�.d026 2012 Paqe 3
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LOAD CASE(5)
UnRorm Loads(pl�
Vert:t4=-153.23=-153,3-4=163.4-5=-153.7'8=-t53.B-9='163.9-10=-153,48=40.57=38.1415=-20.12-14=100.11-12=
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1-01-0
Scale=1:8 9
This truss desi9n assumes lhe use of Southern Pine lumber values i
Uat were Dutilished in[he 2005 NDS antl prior to Ihe�updated and 5 00 �p 3Ka I I
fower vales adoD�ed'byALSC on June 1,2012f This is being done
explicitly at the direc[ion of Frank Avbel,-PE,E gineer of Record
forthe project.
i
I
�
3
3xa= 3x4 I I
1 ,
LOA�ING(psQ SPACING 2-0-0 CSI DEFL in Qoc) I/defl L/4 PLATES� GRIP
Vert(LL) -0.00 1 >999 360 MT20 197/1??�
TCLL 30.0 p�ales Inrsease 1.15 TC 0.10 �ert�� -0.00 13 >999 24�
(ROOf Snow=30.0) �umber Increase 1.15 8C 0.05
TCDI ���� . RepStresslncr VES WB 0.00 Horz(TL) o.00 n/a Na
BC�L ��� � Code IRG2009lTPI2007 (Matriz)
Wind(LL) 0.00 1 240 WeighC5lb FT=5%
BRACING
iUMBER TOP CHORD SWCNaI wootl sheathin9 tlirectly applied or 1-11-0 oc purlins, except
TOP CHORD 2 X 4 SPF Slud � end verticals.
BOT CHORD 2 X 4 SPF SWd g0T CHORD RIgiE ceiling direcHy appiiea or 10-0-0 oc bracing.
WEBS 2 X 4 SPF SNd MiTek recommends that Stabilizers and requireG cross b2cing
be instaliea tlunng Wss erection,In ar,caNance wilh�Stabilizer
Ins�allation uide.
REACTIONS (Iblsize) 1=87/0-3-8 (min.0-1-8),3=87/03-8 (min.0-1-8)
Max Hoa 1=41(LC 8)
Max UplRt=-18(LC e),3=-3fi(LC B)
FORCES (Ib)-Mazimum Compression/M�imum Tension
TOP GHORD 1-2=37122,23=�0(/5
BOT CHORD L3=0I0
JOINT STRESS INDEJL
1=0.06,2=0.03and3=�.03
NOTES (8-9) CaL II;Exp B;enclosed;.MWERS(low-rise)gable end zone antl GC „
�)Wmd:ASCE7-05;:120mph;TCDL=6.Opsf;BCOl=60psf,h=25R; � � LumCerDOL 1�60 ; � � - ��
Ezterior(2)zona;cantilever left and nghl ezposed;C-0 for members and forces 8 MW FRS for reac[ions shown; -;!��
plale 9nP D�1=5 6� �i'
2)TCLL:ASCE 7-05;W=30.0 ps5(flal roof snow);Category II;Exp B;PaRialty Eap.;Cb1.1 �-�;i;�. ,
3)Unbalanced snow loads have been considered for[his Cesiga . . . .' .,,y ':i
4)This Wss has been designee for a t0A psf bottom chortliive loatl nonconcurtent with any other Irve loads. „, _.f- ,r
5)"This truss has been desi9netl for a live load of 20.Opsf on tM1e bottom chord in all areas whare a rectan9le 3-60 tall by 2-0-0 wide -
will ft beN+een the bottom chord and any olher members. � � ,� _
6)Provitle mechanical connection(by others)of Wss to bearing plate capable of withstanding i81b uplift aljoint9 and 3616 upldt at. 4 �. _
� lr-
joint 3. -
7)This[mss Is designed�in accordanw with Ihe 2009 Inlemational Residential Catle sections R502.11.1 and R802.102 and referencetl , � .\o _
standard ANSIlTPI L ��wind reac;ions x 0.56 will adLSt wind load reaction to a s eed of 90 mph(0 fi9 fov �'_ � 1 i�
1 P r �n
8)Designs checked for ASCE 7A5 wind at 120 mph, . ��.
100 mph and 0.84 for 110 mph).All olher wefficien4s remain the same as shown. •;y„i_.
9)SPF No2 and SYP No.3 can be substiiutetl for SPF SWC Gratle matena((Roof Wsses only). �'�Il(.�
LOAD GASE(5) SlandarE
MAR 0 7 2013
- w: :.
Q WARMNC V N��iqn y A ...and RE.SD M)TFS CN]Hf5 dND INCLUDED�41EKREFERfihC6 PdG6 NIf]6T3 9FJ'ORE 1.6E. ������
pesgn m4tl IIX O�Ay� ith Ml k 1 IDn d �9 b e0 a fy p0 pO � �e � 4�Iw tl d 01 b Itl g po
ApPdcabOBY Id gnPa m 1 rs dgope- aP ai oi o pa'� 1 sponibilM �b Itlm9tlezg tt tle 9 Ba 9 �own .�. ��,r,�nio�i�.
e e<tor Atld t o�l pertnonent b b 9 0�iM1e oveY IIAtld t; . ��IM1 P.pon�dNW ol Rfe E Itl�9 tl v9nat�85t t919�danG e90 din9 I ibe
818 SountlSWe RoaE
bbnCatiOn.p I(y 001o1.9IX09 tlGvary.e�eC� ntlbmcn9[e'Wltl ANSIRPI1�uaY�y Cnktla.OSB89onCB61BUIItlIn9COmPOnen� .Etlenbn.NC3)93Y
Salely In�ortnaXOn�.ava lable howi��ate ImtB t 281'N:leeF hee�iq5:i.e�M nexo n'a;VA 4v�14.-
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py PIY CGT00 EA E619fiP5
Jo� Truss TmssType
t �
.. -c-.- -9361�._ . ,... COMN. . . � . . ' .
' -ORDERS -^�`- - " - - � -- --�- - �.�pgpsAug25201T�M1ekintlustries,-Inc...ThuNov.0310:18:Y62011 Pa9e1 ._»T�
NVR Homes,X ID'zjqRgfu_cHa20WdC5_6BdyU9Pl-c9�ZiFlaQNn4G�K5EC�qKRSR?fOeRMy?SqKUyMyBt
3Qd 0-6]
0�6] 3'�'� Scale=t21.5
T�is truss tlesgn assumes the use of Southern Pine lumber values a�_
Na:were Dubl'�shed m ihe 2005 NDS and prior lo lhe updated and
lowervales adopted Dy ALSC on June 1.2012. This is being done
explicitty al Ihe direction of Frank Avbel,PE,Engineer ot Record 3
forthe prolecl.
�z.00 iz
a
5 Ib
� � ,' f?
d
6 �4=
�.a= �xa II
a i
Pla is '0-2 - 4' " "g _
DEFL in (Ix) Utlefl Ud PLATES GRiP
LOAOING(psQ SPACING 2-0-0 CSI MT20 �9����
TCLL ��0 Vetl(LL) -0.00 4 Nr 120
Plates Increase 1.15 TC 0.1t
Roof Snow=30.0) BC 0.05 Vert(TL) 0.00 5 n/r 120
( Wmberincrease 1.15 Hoa(TL) 0.00 4 n/a n/a yyeighC221b FT=S%
TCDI �0�� RepStresslncr VES WB 0.03
9GLL ��� � Code IRC2009lTP�2�0� (Mairix)
a '� BRACING
LUMBER TOP CHORD SWC[ural wooE shea[hing tlirecUy applietl or 60-0 oc purlins.
TOP CHORD 2 X 4 SYP No? BOT CHORD Rigid cellin9 directly applied or 10-0-0 oc bracin9.
80T CHORD 2%4 SVP No2 MiTek remmmends NalStabillzers ana required cross E2cing
WEBS 2 X 4 SPF SNd be installetl during iruss ereceioq in acwrdance wl�h Stabilizer
i �n t o e
REALTIONS (Iblsize) 2=186/4-10-10 (mia 04.8),4=186/4-10-10 (min.04-8),6=172/4-1040 (min.0-1-8)
Max Ho2 2=106(LC 6)4_�`LC 9,
Maz Up1ift2=80(LC 8),
FORCES Qb)-MaximumCompressioNMaximumTension
TOPCHORD 1�2=0/17.2-4-6"24f703 114/64.4-5=0/17
BOT CHORD 2�6=-24I70,
WEBS 3-6=111/36
1'.�iivi:�r�.
JOINTSTRESSINDEX �` '
2=0.12.3=0.04.4=0.12and6=002 .�:•�'�'' .a:'; 'ii.
NOTES (11-12) h=25f1:GC II;Exp 6:endosed:MWFRS Qow-nse)gable entl zone anC GC -���s,;:���, .-� '�+.,�'
TCDL�.O BCDL=6.OPsf: ° �:�j-i�:-.�'�
1)W n0:ASCE 7-05;120mph�, �' GC tor members antl torces 8 MWFRS for reactions shown;Lumber DOL=t.60 �; ,_�✓��.r�
Entenor(2)¢one;wnUlever 1e11 and right exposeG: -
plale 9rip DOL=1.60 . _
2)TCLL:ASCE�-O5;PF=30.0 psi(9at roof snow):Cale9ory II;Ezp B;Partially Exp.;Ct=1 J _
`. iz;.h i� �,
3)Unbalanced snow loads have 6een consitlered for Nis design. , ,; :� _
4)This Wss haz baen designetl for 9reater of min roof live loatl of 12.0 psf or 1.00 times 9at roof IoaC o130.0 psf on overhangs s `
non-mnwrtenlwiNotherl'rveloads. �� ,��\�
5)Gable requires co�tinuous bottom cl�ord bearing. � � ��!';�; � ;�.
6)This Iruss has been designeC lar a 10.0 psf bottom chorC live IoaO nonconwrrent with any other live IoaGS. '. , �—
� 7)'Thls Iruss has been designeC tor a live load of 20 Opsf on lhe bottom chor0 in ail areas where.a�rectangle 3-&0 tall by 1-0-0 wide . Y f'':',, l,.,1`'
wi0 fit beM'een the bottom chord and any othar memtiers.
g)Provide mechenical mnnection(by oNers)of Wss 10 bearing plate capable of withstanding 801b uplift aljoinl2 and BB lb uplift al '%/�� ' 1 '1 ,
Joint 4.
9)This truss Is designed in accordance w�th the 20091ntemational Residential CoEe sedions R502.11.1 and R802.102 aM re ren
stendard NN51lTPI 1. ar consult Quallfed builtlln9
70)See Standard Intlustry Piggyback TNSS ConneGion Detail lor Connectlon ro bau Wu es applicable,
designer. �nn O rj )01'1
71R � L J
Contlnuetl on page 2
Q�pep/,QpG VMNd�iO P mm([ersandRFdD1N1E5ONi1115ANDINI.IUDFywTXxREPF12&NC&PdG61flf]4TJ�9EFOREI�F ������
�srdan9�wn
peygnvofitllaoseonN'�^�hMlekcomectas.iM1eOesg�bb¢seBanNuponpamme�en h .and�sla n O�WUalbulltlng o P�a^�� ^M ,",'n'.I'.
I �yplcob�'o�dav6^OarometersarAO�We�ircaPaa�bn-ic ^P�^a�� �esWnsidltYO�b�iltlin9tlespro.nitutu0ancare9ob'�8
erectorntlGtamiP�^�nentdocrqitneovero� lNCtu ttnaspo^'ib'iryoltnabu�tl�e�a9^°�F°�"erop
p�IXblamlvPO'�a�MrvY1Wl ebR'tt^��o� �O���d� ����IX�tovwiestobLNtluhqcoruiNCtion'¢IMesPO �IYO e
818 Sa+MSbe Ru°a
tle1 ery.aiaciwn aM bm<r.p. onMt pNTI/RIl O �'��a.DS!B9 aM tC31 W�UG Compomnl �m�.NC 3�932
ioercafwn.auonnmmraztaaee . � n, m �v
. e,u.m�..aMen ava lobk hom lrun Flale Im�iN�a Y81 N Lae Sfr 1 5 1 312 Naxa tl A����
. .. . .. i . .. : � .. .. . I _.
. � .. - . . . ' . '
Job imss
mss Type �ty Poy C6T00_EA E6196715
.�..-.-�_ .. . . . , COMN..,..:-.+,.-:..-.�..�_c-u' � 1
.•.'.." -•• _..' EA-93417 -• _. . . � ' .... - lo6R f �+I oronal
6RDERS�_ _ _ ;..q_.,�
' L250sAUg25201YMiTeklntlwMes,lnc. ThuNov0310:18:462011 Page2'-"'�
NVR Homes,X IDijqRglu_�Ma20�MdC5 fiBtlyU9Pt-f9cZlFksqVJXF�KSE('AqKR.SR?(OBRM475VKuyMyet
11)�esi9ns checked for ASCE 7-05 wind a1120 mph,vrind reactions x 0.56 will adjvst winE load reaUion lo a speed of 90 mph(0.69 for 700 mph and 0.84 tor 7 t0 mph).All
other coefficients remain[he same as shown.
12)SPF No.2 antl SYP No3 can be substitWed for SPF SWd GreCe material(Roof trusses only).
LOAD CASE�S) Stsndard
�WdltMNC Vei1Nd GnCnramelersendftFdUNOTESONTNfSAfm.tesLiown.ar�da���tl��Wid✓iB��PO^e^tHFfOREIASE ����C�
I 0 g itl ta o N'�^�h M1ek co nectors.The tlev0 u b se0 onh' Po^P° � . . ,. I.
APab�b��y�Pppt�i tl WBI bma�be ontyPAtltltoilt paarv'�e 9�ISryost�dlrydanBto Ir�ct nsheePOa��e
ctu-AtlUiM1 �wlpem�are�bro �p 11he er Ys� W ' 1� espo sbftyoifieWlO gtleg ecforg a Iguitlance egordng p185aun&iEeRwd
� pic �qn quo6ry con�d 9aoBa tlaNary ton crb D �� It pry51pP11 O 0N CMe�a:�SB 89 antl IRI Bvlldinq CompeMM EOemm�,NC 2�932
Sa M��� w�ot3a ham i c Pbf I ItlN ]81 N l Shea�Su�e 31M nt onGb Vh RZil6.�
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TNU TeussTypa � PIY E6d]5991
Job
COMN � �
OR�ERS EA'98689 . Job fteference o tional
. -- _ . .«�__.,..._�..�.__. .�_: . . � � - .
�,.�,725�sJan252012MReklndustries,lz. TueJU1031fi:i9'.542012 Page
NVRHwnes,% � T � s ID316�M'iHDmk�fa5WON7L11zkn4-yUEFLn05G?OftbBgtB'71u1zqzFUGU8a2k�ipdUZ?kW -- --�-�
31-11-0 3 -0
it &]-] t0.49 15-11� 21-0A 26-3�9 S]-7 0-t1
o-� sv.� sz-� s-z-i sz-i, sz-i
This truss design assumes the use of Southem Pine lumber values swia=i:�2.a
that were Dublished in the 2005 NDS and pnor lo the updated and 6x6�
I pec tly at the d iectionAOf Prank Avbel�PE,�En9 neer o R�ewrdne
6 1B
forthe project.
8.0o tY
3a4 II 3xd II
v �
5
3x4 i
3x6 � 1<6�
3zd� 8 9
A
3
10 �y
n1 � ,8'`b
d 'a 15 13 16 12 4K6 °
�'6- 3a6 II
6x8= 6xe =
drfi- 3nfi II 3e6 II
3xfi II
214-9 31-01-0 .
io-s� iaai io-s�
�as�
Plate Offseis X V: 6:0.3-7 0.3-0 12:0-1-b�-0-8� 13:0.3-03�0- 14:0-1-e PO-8
LOADMCa (ps� SPACING 2-0-0 C51 DEFL in Qac) UCefl Ud PLATES GRIP
TCLL 30.0 Plates Increase 7.15 TC 0.61 Vert(LL) -023 72-14 >999 360 MT20
197/144
(ROOf Snow=300) Lumber Inuease 1.15 BC 0.54 Vert(TL) -0.34 1244 >999 240
TCDL �0.0 RepSlresslncr YES We 0.59 Horz(TL) 0.�6 10 Na Na
BCLL WntlLL 0.08 14 >999 240 WeighC2381b R=5%
0.0 ' Code IRC2009/rP12007 (Malnx) ( �
BCDL 70.0
gRACING
Ll1MBER TOP CHORD SWGUraI waod sheathing direclly applied or 3-4-0 oc W�ins.
TOP CHORD 2 X 4 SVP No2 BOT GHORD Rigid ceilin9 Elrectly apD�'��or 10-0-0 oc bracing.
BOT CHORD 2 X 6 SVP No2'Fxcept' WEBS 1 Row a�midpt 6-14,6-12
12-14:2 X 10 SYP No.2
WEBS 2X4SPFSwd'Excepl`
G14,6-12:2 X 4 SVP No.3 or SPF Na2
REACTIONS (Ib/size) 2=1779/03$ (min.62d),10=1779i63-8 (min.0�2-2)
Maz Hoa 2=447(LC 7)
Max UO�ift 2=463(LC 8),10=-463(LC 9)
FORCES Qb)-MaeimumCOmpressioNMaximumTension
TOP CHOR� 1-2=0/37,23=-2592l703.3<=2234/GN.4-5=2115/642,&17=-2237/837.617=21151867,F78=-2115I867, .
748=-223)/837.7-8=2715/642,8-9=-2234/671,940=2592l103.10-11=N37 10-12=�419/2024 �',��'`':i'�:''I';;j�.
80TCHORO 2-14=542/2024,1445=-94/1288.13-15=94/1288.A3-06=-94/1288.1246=-94/7288, ..:'`,'' � .l,
WEBS 546=-557/373.7-12=55'1/372.314=324/301,fi-14=-468/1212.G72=A6W1212,9-t2=324/302 , �, •`.T;;.':.+
� .
� _
NOTES (10-11) h=25ft;Cat II;Exp B;endosetl;MWFRS(low-rise)9able enC zone anE ,-���;��" '�I!�^�^�.`t.
1)WinE:ASCE 7-0Q 120mph;TCDL=6.�psf;BCDL=60psf; . _ { . -
PC E#enor(2)zone;canlilever le%and n9ht ezposed;GC lor members�an0�forces 8 MWFRS for reactiore shown;Lumber :,.�,.•
OOL=1.60'plate gnp DOL=1.60� i; ,'� "
2)TCLL:ASCE 7-0Y,�Pf=30.0 psf(flat roof snow):Gategory II;EzD B:Partially Er.p.:Ct=1.1 ;. �, , .S '
3)Unbalancetl snow loads have beem m�sidered(orihis design. -
4)This trvss has been AesignaE br 9reater of min roof live load o116.0 psf or 1.00 times flat roof�oad of 30.0 psf on overhangs ` / `
non-concunen�with otherJive loads. '� e '.'
5)This wss has been GesigneE(or a 10.0 psf bottom cFioN live load nanwnwrrenl with any ot�er IiJe loads. - a,�
6)'This Wss has been Eesigned tor a live loatl of 20.Opsi on Ne bottom chord in all areas where a rectan9le 3&O tall by 2-0-0 wide ,'./,I`,v ,F,~,'
will ft Eetweedl�e Eottom chottl antl any oNa�members,wiN B W L=10.Opsf P �/,I J!r �,i,.���
7)Provide mechaniwl mnnection(by others)ot Vuss lo Ceanng plale capable of wi�hslan0ing 4631b uplift aljoint 2 and 4631E u lifl
at joinl 10. �/'^�,.Y,�
8)This Iruss Is designed in accortlance wiN Ihe 20U9 Inlemational Residential Code sections R502.11'.1 and R802.102 and
referenced stanEartl ANSI/rPl i.
9)'Semi-rigid pitchbreeks vrith�xeC heeis Member end fixiry model was useE in ihe analysis and design of this truss.
t0) Designs checkeG tor ASCE 7-05 vrinC ac 120 mph,wintl readions z 0.56 will aGjust winE IoaE reaclion Io a speed of 90 mph(0.69
for 100 mph anE 0.84 tor 110 mph).All olher coefidants remain lhe same as shown. ��� O � ����
11) SPF No2 and SVP No.3 can be substiNteC tor SPF Stutl Grade matenal(Roof Wsses only).
IOAD CASE(5)
i)Snow:Lumber Inaease=1.15,Plate Inuease=7.15
Contlnued on paga 2 .. , _ . /y
Q WARMhC VmNaesiann rame! nndRFdD/N1E50N1NtSdNDfas9iown.ana]EKREFSRFNC6a,➢�dG�l9�BF1'ORSUSF_ �Y■��Y�
' ppybnva6dfau»onN`^'�ni+uiakcorv� tm.ThUEe.ugnrcbmeaoMY�W P° °
u�IXblafO��3VPOQ'�OinO�ICVOI� BbTamUCR�on�AdEY (1'��mpWB�YW O�o�fi�R/O�bati m6d�8 O �v Y n�ISfIIB PoRSibllifYO��M12 ���.
p9��pf.ACdI�WlIOIptlT�f1Cf11blOCI�QOI�MOVCIOY 1N 11FB�6111BRSpP'�AUYA'OI�hBGlld 9dCL0�0l.fIX9C B IB iCpflC!¢901d�1lp�
pw41 pNSI/flllOaO CMedo.DSB-B9aM6L310u�dingCampomn! 8185aurdsbeRoed
�oHica�ion.9�fiN<m�td,stam6e.tlaNery.erectu tl brodep.� EJenbn.NC t]932
Solery IMOm�albn ovdbttle han irva Plota Im.i1Ne.281 N.Lee Si xl.S�na 313./n I��. A'12111.
. _ _
, . �.
Q�y Ply E64�5991
TN55 Type
Job T�'� � 1
FA.98�y COMN Jo�ftefe�anceolional
,J_. ._P_ORDER '.� _.,...,>..,... . .. . .<.._-�..r�.,..}.....__"_"_ .
]250�5'Jan252012MiTeKindurttlanrin "TueJU103A6d9.542012,Page _ �
NVRHOmes,X ID:ZZ6cyWlHDmk�foSVJ1W]�fjzkwiV-yUEFLO05q40RbBgtB_71ulzqzFUGU8a2kMiptlUZ?kUJ ' �
IOAD CASE(S)
Uniform Loads(p��
VeM1:2-15=-20,1516=60.10-16=20,1-6=-90,611=-80
2)Unbal.Snow-Left:Lumber Increase=1.15,Plale Increase=7 75
Uniform Loads(p��
Vert:245=-20.t5-16=fi0,1046=-20.7-17=A0,6-17=-124.6-11=-38
3)UnbaLSnow-Right Lumber Increase=l 15,Plale Inerease=1.15
Uniform Loatls(DIQ
VeM1'2-15=-20.15-16=:60.10-16=20.7'fi='38.G18=-124,1148=-80
4) IBC BC Live:Lumber Increase=1.25,Pla�e Inuease=725
Uniform Loatls(pl�
VeM1'.240=�40,1'6=-20,6.11=-20
5)GC Wind:Wmber Increase=1.60,Plale Increase=7.60
Unitortn Loads(pin
VeR:2-10=42.1-2=67.2fi=40.6-10=40.1041�7
Hoa:1-2=-79,2-6=-52,6-10=52.70.11=79
6)MWFRS W'ind Left:lumber Increase=1.60,Plate Increase=Lb� .
Unitortn Loatls(pl�
Ver�:2-10=-12,1-2=9.2.6=-17.6-10=25.10-11=15
Hoa:1-2=21.2b=5.610=37,10-1147
7)MWFRS Wnd Righk Lumber Inuease=1.60,P�ate Increase=1.60
llniform Lozds(pIQ
Vert:2-10=-12,7-2=15.2-6=25,610-N=2110-11=9
Hom 1.2=-27.2b=-37.610=-5,
8) MWFRS 1st Wind Pa211e1:Lumber Inuease=1.60.7�ace Inuease=L6D
Uniform Loads(pIQ
VeR:2-10=-12,1-2=fi5,2-6�13.6-10=26.t0-11=18
Hoa:1-2=-77.2-6=-55.6t 0<38.10-11=30
g) MWFRS 2nd W�nE Parallel:Lumber Increau=�,��Plate Increase=l 60
Uniform Loads(pi�
Vert:2-10=-12.1-2=18.2�b=26.6-10=43,10-11�5
Hoa:7-2=-3�.26=3b�6-t0=55,10.11=77
10) MWFRS 3rC Wind Pa211eC W mber Increase=1.60.Plate Increau=1.60
Uniform Loads(pl�
Vert:240=-12.t-2=41.2-6=19.640=12,10-11=4
Hoa:1-2=53.2-6=31,&10=24:10-11=16
11) MWFRS 4th Wind Parallel:Lumber Inuease=1.60.Plate Increa5e=7.60
Uniform Loatls(plp
Vert:2-10=-12,b2=4.2-6=12.6-10=19,iP11=41
Hoa:1-2=-76,2-6=-24.6-10=31.10-11=53
12) IBC Snow on Oveihangs:Lumber Increase=1.15,Plate Inuease=1.15
Uniform Loads(pIQ
Ven:2-10=-20.1'2='80.2-6=-20.6-10=-20,7047=E0
A w�I«� H��nwi�i�����m�e��re«wNroloo�ignL��^�°6°r°�e��a,ia�e m,f��eeror�uss "�RENCQ�
A�pph abiliryolae B^WrortretanaMyopermcwPa t nolcanpw�a t resporcdHT�lYO�b 1tlinBde3g� tlrvntlesaYw*&acYq+M1O�T� ... . ..,.
'u1wV��6ralsupPO�O�'nCNbwlwabmembarsOnly Ptltlfo�wl�empofOryN cvg�0 1 bPtl'tlVmp o�*^� �KK'� ��'°resporclbrrMoitne
erecirn,qtltlltionalPertna�en�biacn9o�iheovemllsimtlureutM1emzponsb4ryo�l0aWldingGedB^erf°9e. �ol8�itlanceregordm6
o con pone 818 WwESitla Roetl
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This Vuss design assumes t�e use of Southern Pine lumber values 6R6�
that were publ'ushed in Ihe 2005 NOS and�prior lo the updated antl
lower vales adopted by A�SC on June 1.2012. This is 6eing done 5
exDlicitly al Ne direcnon of Frank Avbel,PE,Engineer ot Rocortl
for the projec[. e� 1z
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10.3I
PlateOftsets XV: 5:0-3-70-3-0 71:0-1-80-0-8. 12t0-3-03-0- 13:0-1-8�-0-8 P�qTES GRIP
C51 DEFL in (loc) Ildefl U� MT20 �9���44
�OADING (ps� SPACING 2� 7� 0.62 VeR(LL) -023 17-13 >99B 360
TCLL 30.0 p�ateslncrease ��15 BC 0.55 Vert(TL) -0.3411-13 >999 Z4�
(Rao{Snovr30.0) Lumberincrease 1.15 WB 059 Hoa(TL) 006 9 nla n/a
TCDL ���� Rep54ewlncr YES Wnd(LLJ 0.09 7-13 >999 240 Wei9ht2361b FT=S%
BCLL ��� � CoAe IRC2009l�P�20�7 (Matriz)
BCDL �0.0 gpq�ING
LUMBER
TOP CHOR� SWCWraI wood sheaMing directly app�ied or 3342 oc pudins.
TOP CHORO 2 X 4 SVP No2 BOT CHORD Ri9id ceilin9 directly app�ied or 10:0-0 oc braGn9.
WEBS 1 Row al midpt 5-13,5-N
BOT CHORD �x 35Z X NO SYP No2
WEBS �135P�ZIX4•SYPNo.3or5PFNo2
REACTIONS �MazlHorz 1=-458(LC6) �min.0-2-0).9=t781103-b (min.0'2'2) .
Maz Uplifl 7=397(LC 8).9=-4b4(LC 9)
FORLES (Ib)-MaximumCompressiodMaximumTension
TOPCHORD 1-2=-2600f712.23=-2241/61B.3-4=2t21/6W,4�16=-2243/843.5-16=2121/874,5.17=-2117f874.617=2239/83 .
6-7=2177/645,7-8=2236I613,&9=2594I7D5.940=0/37 . �:'�i ._
BOTCHORD 4_13 55013�712613114538/37�2-03='328I305S'13Z-4751219?5-11�67/19198Z8'19=324/3p202fi .,
WEBS
NOTES (10-11) CaL II;Exp B;endoseQ MWFRS(low-rise)gable end zone and i_'u� '
1)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=b.Opsh,h=25ft; Lum�er
GC Erierior(2)zone;wntiiever left and right eaposeE;C-C for members anE torces 8 MWFRS for reactions shown; c
OOL=1.60pIate9riPDOl=1.60 �yte o 11: PaM1iall .Ex Ct=1.1 - :� ..r,::.P�ii��'��,� '� "
2)TCLL:ASCE 7-05;P1=300 psf(9at roof snow): 9 �Y ��P B� Y P' �,,,�.�.:��.,• , : ��7 �_
3)Unbalanretl snow loads hava beem m�sidereE for Nis tlevgn. -'•� �`: ,,T p y::,i+i
q)This wss has Eeen designed for 9reater of min root live loatl of 16.0 psf or 1.00 times flal roof load of 30.0 psf on overhan9s _
norvcona+Renl with other live loatls �:' ,�:
5)This Vuss has been Gesigned for a 10;0 psf bottom choN live loatl nonconcurrenl with any other Ilve loads. -
6)'This Wss has been designed br a tive load of 20.Opsf a��BCDL=�O.Ops(all areas where a rectan9le 3-60 ta�l by 2-0-0 wide � '�i
will fit belween the bottom chord an0 any oNer members, \���
7) Provide mechanical connecHOn(by others)of truss to Dearing plate wpable of withslanCing 391 Ib uplift al loinl 1 an0 4641E uplift �'%�.�.'V iQ 4�7 t
at joint 9. *�L"r"`I,
8)This Vuu is designed in abcortlance with ifie 20091ntemational Residenlial Co�e 5ec0ons R502A 1.1 and R802.102 and
referenced standard ANSI/TPI 1.
9)'Semi-rigid pitchbreeks wiN fized�eels'Member en W^dryeactions z 0 S6w ill aCjust wl nd load reaction�to a spe d of 9D mph(0.69
. 10J Designs checked for ASCE 7-05 wind al 120 mph,
for 700 mph and 0.84 for 770 mph).N�oNer coeRcienls remain lhe same as shown.
11) SPF No.2 and SVP No.3 can be substituleE for SPF Stud G2Ee material(ROOf wsses u^�Y)� ��� O � �O��
' LOAD CASE�S) .
1)Srww:Lumber Increase=1.15,Plate Increa5e=1:15
Conlinued on pege Z � -
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a�y la�qrol wPP�o in ryy - 818 SouMsitle RaaE
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LOA�CASE(5)
Unitomi Loatls(plf)
VeR:1-14=-20.14-15=60.9-15=20,1-5='B0,&10=-8�
2)UnbaLSnaw-Left:Lumber Increase=1.15.Plate Increase=1.15
Uniform LoaOs(pl�
Ve�:144=-20.14-05=-60.945=-20,746=-80,S1fi=-124,540=38
3)UnbaLSnow-Rlght:Lumber Increasa=1.15,Plate Increase=1.15
Unifortn loads(pl�
Vert:1-14=20.74-15=-60.9-15=-20.t-5=38.5-17=-122,70-17=-BO
4) IBC BC Live:Wmber Inuease=125,Plate Inaesse=�.ZS
Uniform Loatls(pl�
V en:1-9=-00.7-5='20.5-10=-20
5)GC W�nd:Lumber Inuease=7.60,Plale Increase=1.60
Unifartn Loatls(p��
VBM1:1-9=-72.7-5=40,5-9=40,9-10=67
Haa:7-5=52.5�9=52.9-10=79
6) MWFRS Wn0 Left:Lumber Increase=1.60,Plate Inaease=7.60
Unifortn Loatls(pl�
VeM1'.1-9=-12.1'S=-17.5-9=25.9-10=15
Ha2:1-5=5.5-9=37.9-10=27
7)MWFRS Wnd Right Wmber Increase=1.60,Plate Inuease=7.60
Undortn Loatls(pm
Vert:1-9=-12.1-5=25.5-9=-t7.9-10=9
Ho2:1-5=-37,59=-5,9-10=2t
8)MWFRS tst WinC Pa211eELumber Increasa=7.60.Plale Increase=t.60
Uniform Loads(pl�
Vert:t-9=-12.1-5=43.5-9=26,9-10=18
Hoa:1-5=-55,5-9=38,9-10=30
9)MWFRS 2nd Wind Parallel:Lumber Increase=1.60,Plate Increase=1.60
Uniform Loads(p��
Vert:1-9=-t2.1-5=26,5-9=43,9-10=65
Horz:1-5=38,5-9=55,940=77
10) MWFRS 3rd Wind Parellel:Lumber Increase=1.60,Plata Increase=1.60
Unifortn LoaCS(pIQ
VeM1:�1-9=-72.1-5=19.5-9=72.410�
Hoa:1-5=37.5-9=24.9-10=16
11) MWFRS 4th WinE Parallel:Lumbervincrease=1.60,Plate Incrsase=1.60
Unitorm Loads(p�� .
VeM1:1-9=-12.1-5=72.5-9=19.410=41
Haa:7-5=-24,5-9=31.9-10=53
12) IBC Snow on Overhangs'.Lumber Increase=lAS,Plate Increase=1.15
Unifortn LoaES(pli)
VarC 1-9=-20,1'5=-20,59=-20.940=80
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This Vuss design assumes tha use of Southern Pine lumber values
thal were published in lhe 2005 NOS and.Orior to lhe updale0 and sx6 �
iower vales adopled by ALSC on June 7.2�12. This is being dona 5
essplidtty al ihe direction of Frank Avbel,PE.Engineer ot RecoN
for Ne projecl.
8.00 12
3x4 II 16 3x6 II
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214-9 31-11-0
10.&] 10y1 10.3]
iasi
Plate Offse�s X V: 5:03-7 03-0, 10:0.1-8 0-0� 11:0.10 3P 12:41-8 0-0-e
LOADING (ps� SPACING 2-OA C51 DEFL in (loc) I/CeM L/d MIA�TES G9�P�
Plates Increase 1.15 VeM1 LL -0.23 10-12 >999 360
TCLL 30.0 TC 0.60 ( )
(ROOf Snow=30.0) Wmbe�Inuease 1.15 9C 0.55 Ved(R) -034 10-12 >999 Z4�
TCDL ���� RepSVesslncr YES WB 0.58 Horz(Tl) 0.06 9 nla Na
BCLL 00 ' Code1RC2009/rP�2007 (Matnx) WmA(LL) 0.09 id2 >999 24� Weigh�:2351b FT=S°h
BCDL �4�
BRAGING
WMBER TOP CHORD Stiuclural wood shea�hing directly appiied or 3-49 oc pudins.
TOP CHORD 2 X 4 SVP No 2 g0T CHORO Ri9id ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2%6 SYP No2'FxcepC WEBS 1 Row at midpt 512,S10
10.12:2 X 10 SYP No2 .
g�gg 2X45PFSlutl'EZCepC
512,5-10:2 X 4 SVP No.3 or SPF Na.2
REACTIONS (IWSae) 1=1693/03-8 (min.0-2-0),9=769310-3-e (min.0�2-0)
Max Haa 1=-444(LC 6)
Man Uplifl 1=392(LC 8),9=-392(LC 9)
PORCES QE)-MazimumCompressioNMazimumTension
TOP CHORD 1-2=-26071714,23=-2243/620:3-4=2123/652,4-15=2246/846.5-15=2123/876,5-16=-2123/876.646=7146/846. ,.,•,�,I;,.;,
6-7=-2123l652.7-8=2243/620,&9=2609J776 '
1143=113H293.1144=173/1293.10-14=-1 7 311 29 3.940=�71/2034 .. i'::�
BOT CHORD 742=-5672034.1243=-113/1293, ryt2=-074/1204.510=474/1204.8-00=328/305 .��"� .�; - ���:
WEBS 4-12=-5371371.G10=537l371.242=328130.5, ` , ' .
i_C
NOTES (9-�0) h=258;CaL II;Exp B;enGased;MWFRS(law-nse)9able end zona and `� �
1)WInE:ASCE 7-05;120mph;TCDL=6.�psE BCDL=6.Opsf; � � � _
GC 6cterior(2)zone;wn[iiever left anC righl exposed;C�C for members and forces 8 MWFRS for reactions shown;Wmbar -
late n DOL=7.60 " '. n<J.,;�"�;�l,:l
DOL=7.60 P 9 P B;PartiaA FxP.:Ct=1.1 - � .. -
2)TCLL:A9CE 7-05:%=3�.0 P�(flal raof snow);Cate9ory II:FsP Y ' .f � i i.
3)Unbalanrsd snow loatls have beem m�sidered for this tlasi9n.
4)This truss has been desiBneO for a t 0.0 pst bottom chortl live load nonconcunenl with any other live loatls. _
5)'Thls Wss has been tlesigneG for a liva load of 20.Ops7 oµh BCDL-7�p,°Ps{all areas w�ere e rec�angle&6-0 tall by 2-0-0 wide �,� ;� r
will fl between lhe bottom chord and any dther members, ,�ti�.
6)Provide mechanical connection(by olhers)of Wss to Deering p�ate fapeWe of vnihstanCing 3921b uplift al loint 1 and 3921b uplift '';i / '(` �-�`J
at joinl9.
7)This truss is designed In acmidance vdN the 2008Intemafional ResiAenlial Cade sedions R502.11.7 and R802.102 antl '°�i j��r '
raferenced standard ANSIlTFI 1.
8)'Semi-rigid pitchbreaks with fined hcels'Member en0 fziry model was used in Me analysis and tlesign of ihis Wss.
9)Designs checked for ASCE 7-OS wind a1 120 mph,wlnd reaclions x 0.56 will adjusl wind loetl reaction to a speed of 90 mph(0.69
Por 100 mph and 0.841or ND mph).All other coeffciants remain Ue same as shown.
10) SPF No2 anC SYP No.3 can be substiNteC for SPF Stud Gretle material(Roof Imsses only).
LOAD CASE(S) �,IAR O � Ly��
1) Snow:Lumber Inaeasa=1.15,Plale Increase=1.15
Unifortn Loads(pl�
VerL:t-03=-20.7314=60.944=-20;1-5=-80.5�9=-80
ContlnueE on page 2 - .
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LOAO CASE(5)
2)Unbal.Snow-left:Lumber Increase=1.75,Plale Increase=1.15
Uniform Loads(pifl
Vert:1-13=-20.13-14=6�,944=-20,1-15=-80.515=-122.5-9=-38
3)Unbal.5now-RighC Lumber Mcrease=1.15,Plale Increase=1.15
Unifortn LoaOs(pl�
Vert:1-13=3a.13-14=60.9-14=-20.1-5=-7�.5-16=422,9-16=-80
q) IBC BC Live:Lumber Inuea5e=125,Plate Increase=l?5
Unifortn Loads(pl�
V a d:1-9=A0..b5=-20.5-9=20
5)C-C Wina:Lumberinaease=1.60,Plale Increase=1.60
Uniform Loads(p�9 '
Vert:1-9=12,1-5=40.5-9=40
Hoa:1-5=52,5-9=52
6) MWFRS Wintl Left:Wmber Increase=7.60,Plate Increase=7.60
Uniform Loads(pl�
Vert:1-9=-12.1-5=-17.5-9=25
Hors:1-5=5.59=37
7) MWFRS Wintl Right:Wmber Inuease=1.60.Flaie Inuease=1.60
Uniform Loads(p�n
Verl:1-9=-'12,1-5=25.5'9"17
Hoa:1-5=37,&9=-5
8)MWFRS ist Wind Parallel:Lumber Increase=1.60,Plate Increase=l.fi0
Unifortn Loads(p�
Vert:i-9=-12.1-5=43.5-9=26
Hoa:1-5=55,59=38
9)MWFRS 2nd Wmd Paallel:Lumber Inuease=1.60,P�ate Increase=1.60
Unifortn LoaES(pIQ
Vert:i-9=12.1-5=26,5-9=43
Hoa:1-5=38,5�9=55
10) MWFRS 3rd Wi^e Parellel:Lumber Inuease=1.60.Flate Increase=l 60
Uniform LoaCS(pIQ
Vert:1-9=-12.1-5=19,5-9=12
Ho2 b5=J7,5-9=24 .
11) MWFftS 4lh Wind Parallel:Lumber Increase=1.60,Plate Increase=l 60
Uniform Loads(pl�
VeM1:1-9=-12.1-5=12,5-9=18
Horz:1-5=-24.5-9=31
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-11 &7-7 t0.&1 1Sitb 21-0A `2fi3- 3141-0
0.17 &�-] b24 &24 S24 624 &7-]
This tmss design assumes the use of Southem Pine lumber values
thal were putilished in lhe 2005 NDS and pnor to ihe updatedand 6x6� �1e-�'��'�
lower vales adopted by ALSC on June 1,2012. This is bein9 tlone
explicitty at the direction of Frank Avbel,PE,Engineer of Rewrd
Por Ne Prolact. s ��
B00 12
3x4 II 6 a„4 II
5 �
3x6 i 3x4 i
3z4 J 3x6 J
4 8
3 9
10
�� 2 f`
d °id
Ex6 = 13 14 12 15 11 an6=
6x8= 3x6 I I 6�_
ax6= 3x6 II
3x6 II 3x6 II
14&] 21.1-9 3b11-0
144] 10d4 ��-9-]
PI t Offs 45(XV) f6'03703-01 fN'0.150-0-81112'0-3-0&0-7� f13'0-0-80-0-81
LOADING (ps� SPACING �2-0-0 CSI DEFL in (lac) I/Ee0 L/d PLATES GRIP
TCLL ��0 p�ates Increase 1.15 TC 0.62 Vert(LL) -023 N-73 >999 360 MT20 t97/144
(ROOfSnow=30.0) Lvmberincrease 1J5 BC 0.55 Vert(TL) -0.34 tt-13 >999 240
TCDL 10.0 Rep SVess Incr YES WB 0.59 Hoa(TL) 0.06 10 n/a Na
BCLL 4�0 ' Cotle IRC2009lTPI2007 (Matnz) Wind(LL) 0.09 10.77 >999 240 WeighF.23616 FT=S%
BCDL 1�.0
LUMBER BRACING
TOP CHORD 2 X 4 SVP No2 TOP CHOR� Slruclural wood sheathing directiy applied or 3-3-�2 oc pudins.
BOT CHORD 2 X 6 SVP No.YExcepP BOT CHORD Rigid ceiling direcUy applied or 10-0-0 oc bracing.
17-73:2 X 10 SVP No2 WEBS 7 Row at midpc 6-13,E11
WEBS 2%45PFSWC'Excepl'
F13,611:2 X 4 SYP No.3 or SPF No.2
REACTIONS (Ib/size) 2=V87/03-8 (min.0-22),10=1691/0-3-e (min.Od-0)
Maz Horz 2=458(LC 7)
Maz Uplifl 2=�6d(LC B),10=391(LC 9)
FORCES (Ib)-ManimumCOmpression/MaximumTension
TOP CHORD 7-2=0/37,2-3=2594f/05,3-0=-2236/613,4-5=2117/645;5-i6=-2239/839,&16=-2777/870,617=-2121/874,
7-17=-2243/843,7-8=212t/650.8-9=-2261/618.9-10=2600/772 '�;.`.l;',:"';��,
BOTCHORD 243=-559R02fi.1374=d10/1291,1244=-71N7291,1245=11N1291.1145=-11W1291.10-11=-469/2032 d:��� „ .._ "r/.i
WEBS 5-13=-538/373.7-71=550/371.3-13=-324/301.643=-467/1198,611=3 7 9 7 219,941=328/305 •.\•' . =���i : �' /
l
'.
NOTES (1411) ��i�h!��_:.
1)Wintl:ASCE 7-05;120mph;TWL=6.Opsf;BCDL=6.Opst,h=25ft;Cal II;Exp B;enclosed;'MWFRS(low-rise)gable end zone and - ,_ '�
C-C Exlerior(2)zone;cantilever left and nght ezposed;C-C for members and forces 8 MWFRS lor reaGions shown;Lumber _ •.
DOL=1.60 plate 9nP DOL=1.60 ' •' .` .,
2)TCLL:ASCE 7-05;Pf=30.0 psf(flai root snow);Category II;Ezp B;Partially Exp.;Ct=1.1 - ` i�'y,,h�%���-'�"'��"� � -
3)Unbalanced snow loads have been consideretl for Ihis Cesign. - '� _ „'_��'!'
4)This truss has been tlesigned for greater ot min rool live IoaC of 16.0 psf or 1.00 limes flat roof load of 30.0 psf on overhangs ��;�� �` .� .
non-concuvenl with other live loads. :-- � �'�
5)This W ss has been Cesigned for a 70.0 psf bottom choN live load nomm�wrtent wiN any other live loads. ! ' � ' "
6)'This Wss�as been EesigneC for a Ilve load ot 20 Opsf on Na bottom c�ord in all areas where a rectangle 3�6-0 tall by 2-0-0 witle �;���•.:�- _
wiil fI beNreen lhe bottom ctiord anE eny other membars;with BCDL=10.Opsf. �✓!. �'�*� ��.�`�\
7)ProviCe mechanical wnnection(by others)of imss ro beanng plate capabla of wlthstantling 4641b uplift at joint 2 antl 391 Ib upiift �'��i ij r�, '_-�
a[lointiQ . .
8)This Uuss Is tlesigned in acmNance with Ne 20W Intema6onal Residential Cotle sectlons R502.11.1 and R802.102 and ✓�
referenced stantlard AN51f(PI 1.
9)'Semi-rigiC pitchbreaks with fxed heels'Membe�enC fixiry model was usetl in the analysis anE tlesign of this Vuss.
10) Designs checkeC for ASCE 7-OS wind at 720 mph,wlnC reactlons z 0.56 will adjust wintl load reaction to a speetl of 90 mph(0.69
for 100 mph and�0.B4 for 110 mph).All other coeffiaents iemain ihe same as shown.
11) SPF No2 enE SVP No.3 can ba substitutetl for SPF SWO G2Ce matenal(ROOf trusses onlyj, h�FR O �� �LI�u
LOAO CASE(5)
1)Snow:LumDer Increasa=1.15,Plate Inuease=1.15
Continued on Da9e 2.
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LOAD CASE(S)
Uniform Loads(pl�
Vert:2-14=20.1445=60,1045=-20,1'6='80,640=-80
p)Unbal.Snow-Left:Lumber Inuease=1.15,Plafe Increase=1.15
Uniform LoaOs(piq
Vert:2-14=20.14-15=60.10-15=-20,146=-80.6-16=122,6-10=39
3)Unbal.Snow-Right:Lumber Increase=1.15.Piate Increase=1.15
lJnifortn LoaES(pIQ
VeM1:2-14=20.I4-15=-60.1045=-20.b6=38,6-17=-124,'10-17=�80
q)IBC BC Live:Lumber Increase=125,Plate Increase=125
� Uniform Loads(pm
Vert:2-1U=-00,1-6=-20.670=-�0
5) GC Wind:Lumber Increase=1.60,Plate Increase=1.60
UnHOrm Loads(p�� �
VeM1:2-10=42.7.2=67.2-6=40.8-10=40
Horz:1-2=-79.2fi=-52.G70=52
6)MWFRS Wind Lett:Lumber Increase=1.60,Plate Inuease=7.60
Uniform Loads(pIQ
Vert:2-10=42,1-2=8•Z'6'-17,6-10=25
Horz:1-2=-21.2-6=5,610=37 '
7) MWFRS Wind RighL Lumber Increase=1.60,Plate Inuease=1.60
Unilorm Loads(pIQ
Vert:2-10=-12,1-2=15,2-6=25,6-10=-17
Horz:1-2=-27,2'6=37,6-10=-5
B)MWFRS 1st Wm0 ParalleC Lumber Increase=1.60,Plale Increase=1.60
Uniform VeM1tl2(10=42.Y2=65.2-6=43,6-10=26
Horz:1-2=-77.2L=-55.6-10=38
9) MWFRS 2nd Wind Parallel:Lumber Increase=1.60,Plate Increase=7.60
Uniform Loads(pl�
VeR:2-10=-12.1-2=18.2-6=26.6-70=43
Hoa:1-2=30.2-6=-��6-10=55
t0) MWFRS 3rd Wnd Para��el:Lumber Inuease=1.60,Plate Increase=1.60
Unitorm LoadS(p��
Vert:2-10=t 2.1-2=4t.2-6=19.6-10=12
Hoa:1-2=-53,2-6=-31,6-70=24
11) MWFRS 4th Wind Parallel:Lumber Increase=l 60.P�ate Increase=7 60
UniformLoatls(pIQ Z��26�0=19
Vert:2-10=12.1-2=4,
Hoa:1-2=�16,2E=-24,&10=31 '
ip) IBC Snow on Overhangs:LumGer Increase=1.15,Plate Increase=1.15
Unitorm Loads(pl�
VeA:2-10=20,1-2='80.2-6=-20.6-10=-20
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Scale=1 83 4
6x8�
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3x4 II
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3xfi% 20
3x6% 6xB�
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3x6= 3x6 II a��
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5:0-5-70- - t0- J-u y: -�- -�-•, .
PI t Off t (XY)' f2'0-3-8Etl 1/tlefl L/C PLATES GRIP
LOADING(psQ SPACING 2-0-0 C51 �EFL '�n (I�) >999 360 MT20 197/144
23.t TC 0.91 VeR(LL) -02212-13
TCLL plales Increase 1.15 VeR(TL) -0.53 12-13 >717 240
(GrouneSnow=30.0) Lumberincrease 1.15 BC 0.87
TCDL HoaITL) 029 9 n/a n/a Wei hL1971b FT=�S%
10.0 Rep Scress Incr YES Matrix�� Wind(LL) 024 12-73 >999 240 9
BGLL �4 ' Code IRC200WTPI2007 ( � �
? ��� gRACING
LUMBER
TOP CHORD S[mctural wwa sheathing directly applietl.
TOP GHORD 2 X 4 SYP No YEZCepY g0T CHORD Rigid ceilin9 directly appli 614b-0-0 oc bracing. Excep'.
4'-3.2 X 4 SYP Na20� i Row at midpt
BOT GHORD 2 X45VP No2'FxcePP WEeS 7 Row almidpt 3-i6 .
g-1 L 2 X 8 SVP No2.11-12:2 X 6 SYP No:10 MiTek recommends thal Stabilizers and required crosstiracing
WEBS 2 X 4 SPF Stud'Except' be installed tluring Imss ereclion,in accordance with Stabilizer
5-t6:2X4SVPNO.3or SPFNo2
WEDGE
Left:2 X 4 SPF Stutl
REACTIONS (IWsize) 9=1278/0-3-8 (min.04-11).2=135fi/0-3-8 (min.0-1-i i) This VuSS design assumes the use of Southern Pine lumber values
Max Hoa 2=�49(LC 7) that were publishetl iathe 2005 NOS and prior to the updated and
Max Uplift9=�463(LC 10),2=463(LC 9) _ lower vales ado0Se4 by ALSC on June 1,2012. This Is being done
Max Grav 9=�435(LC 2),z=1435(LC 2) explicdly.al Ne direclion of Frank Avbel,PE,Engineer of RecoN
forthe project. ��!i��ti,,
,-�i'�:d'.
FORCES Qb)-Maximum ComOreSSionlMaximum Tansion ^,�i-,.-,;�,,
TOP CHORD 1-2=0/27.2-3=2026/fi57.3-0 r138�/561,a20 1244/580,5-20=7215/608.5-6=-1583/794.6-21=-7540/664. •s,
7-21=-t689/631,7 8=3163/120� 8-9=�05511144 9-1�=0/34
BOTCHORD 9?�86��3763,18 12=-932�3301,13-14 399118W,12-13=-40011893,1415 �035�fit4=332/25616�,
WEBS 3-78=0/372,3-06=7281456,5-16=1651255,842=21303,7-13-0/308,7-12=.576l7558,7-t4=-754/375,1416 5'1/1007 _
,5-04=-4t0/1179 ' �^�}
t_
JOINTSTRESSINOEX 5=060,fi=023,7=0.82.8=026;9=0.89,7'1=4�64.�2=0.90,12=044�13°�Z614 OSd 75 01816;=067 t7 0.96�18
2=0.87,2=0.00.3=0.48.4=0.65, ' '- � '
=026and19=02fi -�'�"� ��1.�=�, .. "�
NOTES (12-03) � B;en�JOSed;MWFRS(low-rise)gable end zona and C C ,'�� � ;�'�� ` �
1)Wind:ASCE7-0S;�t20mph',TCDL=6.Opsf{BCDL=6.Opsf,h=25R;Catll; p � WmberDOL=1.60 �p���„ d.���
E#erior(2)ionej cantilever left and n9ht ezposetl GC�for members antl forces 8 MWFRS for reactions shown; 1
plate gnp�OL=1.60 PaRiall Ex Ct=7.1
) Ps=23.1� sf roof snow);Category II;Exp B; Y P��
2)TCLL ASCE 7-0S;�Pg=30.O psf(gmund_snaw; P (
3)Roof design snow load has been reducetl to account for slope.
4)Unbalanced snow loads have been conside2�for Ihis design.
5)This lmss has been tlesigned for greater of min roof live load oi 16.0 psf or 1.00 limes 9at root�oad of 23.1 psf on overhangs
nomconwrtentwithotherliveloatls. �y�ichindudecaseswith�reductions.formultipleconcurtentiiveloads. �`��� � � �r,�y
6)This wss has been desi9netl for basic load combina[ions, u
7)This Iruss has been tlesigned tor a 10.0 psf bottom chord�ive load nonconcurtent with any otM1er live loads.
GontinueC on page 2
UN lHfS AND/NCL W��l����5 PdGE lfl1]413 9F1'ORE IASE ������
A.W6RMNG VerifYd�siC FaJVme! nndRF�1D�fNTES B cn9shown
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NOTES (12-13)
8)'This iruss has been designed for a live load of 20.Opsf on the bottom chord in ali areas where a rectangle 36-0 tall by 2-0-0 vntle will ft belween the bottom chorC and any
other members,with BC�L=10.Opsf. ,
9)Provitle machanical conneclion(by others)of�mss to bearing plate capable of withstanding 4631b uplifl atjoinl9 and�4631b upliB at joint 2.
10)This tmss is tlesigned in accortlance with.the 20a91nternalional Resitlential Code seclions R502.t7.1 and R802.702 antl referenced standard AN51/rPl�i.
17)'Semi-rigid pilchbreaks wilh�fixetl heels"Nember end fxity model was used in the analysis and design oi Ihis Iruss.
12)Designs checked for ASCE 7-05 wind at 120 mph,wind reactions x 0.56 will atl�ust wind load reaction lo�a speed of 90 mph(0.69(or 700 mph and 0.84 for 110 mph).All
other weffcients remain Ihe same as shown.
13)SPF No2 and SVP Ro:3 can be substituteC for SPFSNd Grade material(Roof Uusses,only).
LOAO CASE�S)gtandard
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P�ipg��c fX.VI: 11:03.B.Etlge1.f4:0-54.0-2�, re o-'t:.o-aa�.re:o-i-s.o-z-m.n o:ai i-i�.as-at.n to-�-zo-o-tayli ro z i z o-a_et
LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/eefi L/tl PLATES GRIP
TCLL z3.� Plates Inuease 1.15 TC 0.91 Vert(LL) -022 N-12 >999 360 h1T20 19�/144
(GmundSno�r-30.0) �umberincreasa 1.15 BC 0.87 Vert(fL) -0.5311-t2 N16 240
TWL 10.0 qepSlresslncr YES WB 0.84 Hoa(fL) 029 8 n/a Na
BCLL 0.0 ' Code IRC2009/iP12007 (Malriz) Wind(LL) 025 it42 >999 240 WeighC 1961b FT=5%
�CD
LUMBER eRACING
TOP CHORD 2 X 4 SVP No2'6ccep1' TOP CHORD Strudural waod sheaNing directly aDP�ied.
3-4:2 X 4 SYP No2D BOT CHORD Rigid ceiling Cirxtly applied or G0.0 oc brecing. Except:
BOT CHORD 2 X 4 SVP No2'ExcepC 7 Row at midpt Si3
840:2XeSVPNO2,10-11:2X65VPNo.1D WEBS iROwatmidpt� 245
VJEBS 2 X 4 SPF Stud'ExcepP MiTek recommends Ihat Stabilizers and required cross brecing
415:2 X 4 SYP No.3 or SPF Na2 be installed dunng truss erection,in accordance wi�h Stabilizer
WEDGE
Left:2 X 4 SPF SWtl
REAGTIONS (Ib/size) 8=1279/03-8 (min.0-1-i t),7=1295/03-8 (min.0440) This Vuss design assumes the use of Southern Pine lumber values
Maz Horz 7�58(LC 7) �hat were published in the 2005 N�S and O�or to the updated and
Max Uplift8=463(LC 70).7=397(LC 9) lower vales adopted by ALSC on June 7,2012. This is being done
Ma�Grav 8=1436(LC 2),1=1362(LC 2) explicitty al ihe direction of Frank AWeI,PE,Engineer of Racord
for Ne pmject.
FORCES (Ib)-MaximumCOmpression/MaximumTension
TOP CHORD 1-2=-2033/666,2-3=-1382/563,319=-1246/583,.4-19=1217/610,4-5=458fi1797.5-20=-1535/6fi7,6-20=7692/633, .
64=-3167/1291.7-8=4059/1148,&9=0/34 - ,�!;
BOT CHORD 1-21=-4]2/1558.1]-21=d]2/i55B,1647=�]P/1558.1622=<]2/1558.iS22=>]2/1558.t4-15=J1]/67. • , . - •
B-10=-820l3166.10.17=-836/3304.72-13=40T/7899,11-12=-407/1895.'13-14=71/6.513=320251 ':`_ i.';;Y�i
VJEBS 2-77=0/374.245=733/464,4-05=-167256,741=2/303.E12=0/308,6t1=5�7A559.Ei3=-754l375.1315=-52/10U8 -. � -
.4-t3=<11/1163 .. " ..
JOINTSTRESSINDE% - ' ' '` " �'
1=0.86,i=0.00,2=0.48,3=0.68.4=0.90.5=023,6=0.82,7=02fi,8=0.89,10=0.fi4,77=0.90,11=0.4d.12=026,73=Q5§,14=OA 8;15=�0167,J6=.O.6T,17
=0.26and10=026 �>":�i'`':�`'.'.1�� =
NOTES �72-13) ��!�..`�. „"y :/':`t'.;:.�T:,^'';.��
r_i ::
1)Wind:ASCE 7-05;120mph;TCDL-6.Opsf;BCDL=6.Opsf;h=75ft;CaL II;6ep B;enGOSed;MWFRS Qow-nse)gable end zone and GC;-.'<:_y,� •��•-•_ -
F�nerior(2)zone;cantilever left and righl ezposed:GC for members antl torces 8 MW FRS for reactions shown;Lumber DOL=1.60 �'.•;� '���)�1 ' '`�,.�•�`
plale 9np DOL=1.60 ����j � ��"�
2J TCLL:ASCE 7-05;Pg=30.0 psf(grovnd Snow);Ps=23.1 psf(roo/snow);Calegory II;Ezp 8;Partially Ezp.:Ch1.7 �F�"
3)Roof tlesiBn snow load has been reduced to account forslope.
4�Unbalanced snow loads have been considered for Nis design.
5�This truss has been designeE for 9reater of min roof liva IoaC of 16.0 psf or 1.�0 times 9at roof loatl of 23.1 psf on overhangs
non-conanent with other live loatls.
fi7 This buss�as been designeE for basic loatl wmbinations,whiU indude�ases wit�reductions tor mulGple mncurtent live Iwtls.
7�This Guss has baen designetl for a 10.0 psf bottom chortl live IoaC nonconcurtent with any other live loads. 1��� (� ry )(
Continued on page 2 V ! L L���
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NOTES (12-13)
g)•This truss has been designed for a live load o120.Opsf on the bottom chord in all areas where a iectangle 3-6-0 tall by 2-0-0 wide vri0 fil belween the bonom chord an any
other members,with BCOL=70.Opsf.
9)Provitle mechanical connaction(by others)of tmss to bearin9 p�a��Pable of withstanding 4631b upliR al jainl8 and 391 Ib uplift at joint .
���Tgym�yia ppechlbfya�kenyM1�ed heels�Membe�r end f�ury`ImodeRwas used n i�e ana�tysis antl aesign ot lhis l�rus 02 antl reterenced scantlard ANSIlTPI 1.
7p)�esi9ns checked for ASCE 7-05 wind al t 20 mph,vrin0 reactions x 0.56 will adjusi wintl load readion to a speed ot 90 mph(0 69 for 100 mph anC 0.84 tor 110 mph).All
olher toaRcients remaln the same es shown.
13)SPF No2 and SYP No.3 can be subsliWled for SPF Stud Grade material(Roof Wsses only).
lOAO CASE(S) StantlarJ
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D��^ to inua stabJiry tlu�n9 comhucibn'a ine respons blll'ry of tha x,. „ .
AppiCabSilYdOeilgn����Iw�mBmbersaYy.Atldllonolt Tpomrv'Q'amBwblTyOlb IIOinBde�9��olBuidanCetegording
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3x4 I I Srale=L19 9
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10A01NG(psn SPAqNG 2-0-0 CSf DEFL in (bc) �VEei� Lla PLATES GRIP
TCLL 23.1 plates Increase 1.15 TC 0.19 Vert(LL) -0.01 13. >999� 360 MT20 19I/144
(Gmuntl Snow=30.0) LumberJncrease 1.15 BC 0.12 Vert(TL) -0.02 13 >999 24o
TCOL 10.0 RepStresslncr YES WB 0.00 Horz(TL) 0.00 Na Na
BGLL 0.0 ' ,,,,
� Code IRC2009lTPI2007 (Matnx) Wind(LL) 0.00 1 240 Weight:i61b FT=5%
LUMBER BRACING
TOP CHORD 2 X 4 SYP No2 TOP GHOR� Structu2l wood�sheathing directly applied or 3-&4�oc pudins, except
BOT CNORD 2%4 SYP No2 entl Jarticals.
WEBS 2 X 4 SPF SN4 BOT CHORD Rigid ceiling direc�ly applied or 70-0-0 oc bracing.
WEDGE MiTek recommends[hat Stabilizers and reqWred cross bracing
Left:2 X 4 SPF SNtl be installed tlunng truss erection,in accordance with Stabilize�
Installation uide.
REACTIONS Qb/size) 1=130/03-8 (min.0-1-8),3=130/03-8 (min.O-i-B)
Maz Horz 1=750(LC 9)
Mau Uplift3=413(LC 9)
Max Grav 1=150(LC 13),3=152(LC 13)
FORCES (Ib)-Maximum CompressioNMaximum Tension This iruss design assumes the use of Southem Pine lumber values
TOP CHORD 1-4�-775/8,2-0=96/57,23=117/149 thal were published in Ihe 2005 NDS and prior to ihe upCa[ed and
BOT CHORD 13=0/0 lower vales adopteE by ALSC on June i,2012. This is being tlone
explici0y at the direc[ion of Frank Avbel,PE,Engineer of ReFOrd; ' ,
JOINT STRESS INDEX for the project. -
1=0.09,1=0.00,2=0.08and3=0.06
ti.
i
NOTES (11'12) " '
t)Wintl:PSCE 7-05;120mph;TWL=6.Opsf;BCDL=6.Opsf;.h=25tt;CatJl;6cp 8;enGOSed;�MWFRS(low-nse)gable entl zona antl C C - -
E�iterior(2)zonej cantilever left and nght ezposed;GC for members and forces&MWFRS for reaGions shown;Lumber DOL=1.60 , - , —
plale gnp DOL=1'.60 . -
2 TCLL:ASCE 7-05;P 30 0 sf mund snow;Ps=23.1 sf mof snow;Cat o Ii:Ex 8;Partiall Ex Ct=1.1 � - -
) 9= - p (9 ) P ( . ) e9 �Y P Y P��
3)Roof design snow load has been retluced to account forvslope. ( . �
4)Unbalancetl snow loatls have been consitlereC for this desiga �'. �;,, �1:
5)This truss has been designed for basic laad-'combinations;which inGude cases with reduGions for multipla concurrent live loatls ' � ��'. � �
6)This truss has been designed for a 10 0 psf bottom chord live IoaO nonconcunen[with any ather Irve loads. � .,'�' � �
7)'This truss has been designea for a Irve IoaG of 20.�psf odthe bottom ctiore in all areas wheie a rectangle 3E-0 tall by 2-0-0 witle '= � .��,t��
�willftbeN+eenthebottomchordandanyOthermembers. ���:/rl� �F'�i� l��
8)Provitle mechanicai connection(by others)of Iruss to beanng plata wpable of wi�hstantling 7131b uplrR at joint 3. +i!�(�E
9)Thrs lruss is'desgned in�accorCance witlithe�20091ntemational ResiCential Code�sections R502 7t 1 and�R802.102 and reterenced
slandaN ANSI/TPI�1.
10)"Semi-ngid pi�chbreaks with fixetl heels".Memtier ena.fixity.model was used iatfie 2nalysis and design of this Iruss �
71)Designs checked.forASCE 7-05 wind at 120,mph,wintl reac:ions z 0.56 will atlj6st wintl loatl reaction to e speeE of 90 mph(Q 69 for
1�0 mph anG 0.84 for 110 mph) All otlier coenaenLS�remain tfie same aS sFown:
12)SPF No2 antl SVP No.3 can be substiNteE fo[SPF SNd Grsde matenal(Raof tmsses only). ���� O � ���v
LOAO CASE(S) S�anCartl
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1
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p{w 165 S��p tE�n 1-OU 11< St'ale=1:595
PdD 1-0.5 43-0
4x6�
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3x6% 3 16
2
3x6% 3xfi�
1 q
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5
fi�
9
x �o �$ �
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��oxa = 8.00 12 3x4 II ax6=
10
3.v4 II ye =3x0 6xe =
3x4=
siz
� � ar
PI_a[e OHsets X Y-. 8'0-40 0- 12 DEFL in Qoc) I/defl Ud PlATES GRIP
LOADING(Ps� SPACING 2-0-0 CSI �p8 g-t0 >999 360 MT20 797/144
23:7 TC 0.35 Vert(LL)
TCLL Plateslnitease ��15 BC 077 Veri(TL) -��z� 9'�4 '868 24�
(GroundSnow=30.0) Wmbeilncrease ���5 WB 0.43 Hoa(TL) 0:75 6 n/a n!a
TGD� ���� Re SVesslncr YES � �ggg 240 Weight7731b F?=bq
P Matriz) Wintl(LL) 0.07 9-�0
BCIL 4�0 � Code IRC2009/iP12007 (
B DL � �0 ggACMG >lietl or4-4-1 oc pudlns, except
LUMBER TOPCHORD StmcWrelwoodsheathingtlirectlyeP.
TOP CHORD 2 X 4 SVP No2 end veRiwls. Ex�P�_
BOT CHORD 2 X 4 SVP No2'ExcepC BOT CHORD Rigid�cellin9 directly applied or 1�-0-0 oc braung,
2-73:2%45PF SNd,6-B:2 X 6 SVP No.2 �0-0 oc bracin9:12-13.
WEBS 2 X�4 SPF SWd MiTek recommends Ihat Stabilizers antl required c�oss bracing
be installetl tlu�ing tmss ereclion,in accordance with Stabilizer
REACTIONS (IWsize) 14=570/0-3-8 (min.0-b8).6=634/�38 (min.0-1-8) 7histrusstlesignassumestheuse�oiSouthemPinelumbervalues
Max Horz'14=-402(LC 10) thatwere published in the 2005 NDS and pdor lo lhe updatetl and
Maz Uplift14=266(LC 10),6=-222(LG 10) lower.vales atlopled by ALSC on June.t;20'12!,This is being done
6=735 LC 2) explicitly at lhe direction of Frank Avbel;PE;Engineei of Recortl
Max Grav t4di58(LC 2), (
for the project. � ^,�i
� ,
PORCES_ Qb)-Maz�mumCompression/MaximumTension 4-5=8�SI753,56=-�8T.6�306,67-0/31�,1-04=-660 43
TOPCNORD� 1-2=-254q14 23=301/162.3d6=2321130.4tfi=3891127, �'J,
� ♦ �'
BOTCHORD 1344=109/400.12-13=At7220,2.12=�62r6111-12=-64I355,10-11=01fi33.,9-10=159113008-9=154/1487,
6-8=-163l1446�
WEBS 2-11=0/348.3N=-831773,4-11=5601304,410=-0/330,5-10=-679290.5-9 0/611,1-t3=-161/494 `
JOINT STRESS INDEX ' _ y �
1=044.2=0.34.3�=0.74,4=026.5=0.52.6=0.43.8=070.9=0.84.9=0.00,10=029,11=0.44.12=0.88,13 07014 �0,14and15 �0.00 _
_ i
NOTES (12-13) ' 8;enclosed;MWFRS(low-nse)gable end zone and C C v ..
�)Wind ASCE.7A5,120mph',TCDL=6.Ops5;BCDL=6.Ops1;h.25ft;CaL II;ExP � �Lumber DOL-1 60
GC for members antl forces 8 MWFRS for reactions shown; � ��
ExterioQ?)mne c?ntilevec IeH and right exposetl', � : ,,Y'.�
plate gnp DOL 7 60 ps=23.t psf(roof snow);�Calegory II;�Exp.B;PaM1ially Exp.;Cl=t.i - �
�2)TCLL:ASCE 7 05'.'P9=��P�(Bround snow). . ���� '� 4 E � �\�j �.`
3)Roof design snow load has been retlucetl to account for slope: /,f,,a�, ' ,t��
d)Unbalanced snox loads have been considered for this Oesign.
5)This W ss has been designed for greater of mm roof Ilve Iwd o616.0 psf or 1.00 times flat roof toad of 23.1 psf on overhangs
non-concurrent wilhbttier Ilve loatls.
6j T�is Wss has been tlesigned for basic load combinations which inciude cases with retluUions for mWtiple conwrrent live loatls.
'7)This Wsslias been�tlesignetl for a 10.0 psf boriom chortl Irve load noncanwrtent with any o[herJive loads.
e)'This Iruss has been designed foca live load of 20.Opsf on the bottom choN in all areas where a�rectangle 3-6-0 lall by 2-0-0 wide�
will ft between ihe.bottom chord and any other members. late ca able of withslanding 2661b upliR al joinl 14 antl 2221b up�ift at L���
9)Provitle mechanical connection(by olhers)of Wss ta bearing p P . �`�I�n 0 � J
joinl 6. r(
Continued on pa9e 2
, �.�C/�
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Job Truss TrussType
SPEC �, � � � '
EA 98696 '— � �
�--�-_�.ORQFFS � � . . ... . . � . .
- .:i....,.� .., .<.. _._. . .-.--..� -- .
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NOTES (12-13)
10)This�russ is designed in accortlance with[he 2009 intemational Residential Code seMions R502 11.1 and ft802.102 anG referenced standard ANSI/iPi 1.
17)"Seml-ngidpilchbreaks with fixed heels'Member end 9xity model was used in lhe analysis antl des�9n of lhis truss.
12)Designs checked�for ASCE 7-OS wintl at 720 mph,wind reac[ions x 0 56 will adjusi win�toatl reaciion to a speed of 90 mph(0.69 for t00 mph and 0.84 for 110 mph).All
other coefficieSts remain the same as shown. �
13)SPF No2 and SYP No.3 can 6e 5ubstitWed for SPF Slud Grade malenal(Roof Uusses only).
LOAD GASE(S) SfantlarC
�WdRMIJG VmN dnsi0 n °^'�"'in tl�base0 o N �f� aters nU➢FD LIITE�X AEFERFM'b��'+g�fTO]2 6SFORE IISF,. �9 i��`CY�
0 sg vatid i os onN iM1 hliek M 1 � . t s sP bilM f b kf 9 d 9n �� tl i9 B �g sbown
qpOf abilM �tle 9npammel dMIX�rincwP 1 of mpo . i�� ' �ha� 5P �bl4ryoftha. r.N,�,rranm.n�.
s�arb�emlwppodoimdrvitlual bm mbersonly PCdto ItanP ryb 9�om t�b1Na�^B ol otlon gortivg
erecta.�Adtl fl I pe�manent b I�g �ih pver 119 l e u�M1e p n9tiYry oi�he W M1 d si .fo 9 e� 9 01B Saun&tle Road
tobnca�ion.q IH �d,itomge tl IrverY eci nantlb ci�g.< 0 pN51RP�10 IMCMatlaOSB-B9anEB(31BU0tlInpCOmporenl Edenron,NCR)932
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365 � 9-U9 I 15-0-8 _
� 365 Stt-] 61-02
an6� Srale=LSfi.4 .
B.00 12
2 8
3x6 %
1
3z6 O
3
4
I�
y fi 5 5x6= o
3x4 II 320= 3x4 (�
3G5 � 9-St2 � 1S>-8 i
+-F5 Si14 61-14
LOADING(ps� SPACING 2-0-0 CSI DEFL In (loc) I/tlefl Ud PLATES GRIP
TGLL Z3.� Plates Increase 1.15 TC 0.39 Vert(LL) -OA3 4-5 >999 360 MT20 191/144
(Ground Snovr30.0) Lumber Increase 1.15 BC 0.32 Vert(TL) -0.10 4-5 >999 240
TCDL 100 RepSlresslncr VES WB 0.57� Horz(TL) 0.01 4 n/a n/a
BC�L 0.0 ' 'Code IRC2009lTPI2007 (Matrix) Wind(LL) 0.05 4-5 >999 240 WeighC 88 ib FT=5%
1
LUMBER BRACING
TOPLHORD 2 X 4 SVP No2 TOP CHORD Structural wood sheathing tlireclly applied or 6-0-0 oc pudins, except
BOT CHORD 2 X 4 SYP No2 end verticais.
WEBS 2 X 4 SPF SWd BO7 CHOR� Rigia ceiling Cirectly applied at 10-60 oc bracing.
WEDGE WEBS 1 Rowatmitlpl 2-6
Right 2 X 4 SPF Stud MiTek recommends that Stabilizers anC required cross bracing
be installed Qunng Wss erectioB;in accordance with S�abilizer
Installation uide.
REACTIONS (�b/size) 7=572/03-8 (min.04-8),4=577J0-&8 (min.04-8)
Max Hoa 7=367(LC'10)
Max Uplift7=269(LC 10),4=149(LC10) This truss design assumes the use of Southem Pine lumber values
Max Grav 7=661(LC2),4=661(LC 2) that were putilished in the 2005NDS antlpnor to Ne uptlated antl
lower vales aCOptetl 6y ALSC on June'I,2012. This isbein9 tlone
FORCES (Ibj-Maximum Compression/Macimum Tension expliciHy at the direction of.Rank Avbel;'PE,Engineer of Recortl
TOP CHORD 1-2=-309A73,2-8=476/153,3-8=-395/150,3-4=-888/19�,'I-7=-634/289 forthe project.
BOT CHORD 6-7=-123/365,5�=-40/643,4-5=-40/643 .�
W@BS 2-6=-25A25,3-6=-518/359,3-5=0/270,1-6=-18fi/C50 '
r
��`.`�' -,.�.._ ' ri..
JOINT STRESS INDEX '��,i�
1=0.41.2=029;3=021.4=021,4=0.00.5=0.11.6=QS6and7=0.13 . -
,p_. _
NOTES (��_�p) � , -
1)Wind:ASCE]-05;120mpfi;TW L=6.Opsf;BCDL=6.Opsf;h=25ft;WL 11;.6cp B;enGoseQ MWFRS Qow-rise)gable end zone and C@. �
6cterior(2j zone;cantilever lefl antl nght expased;C,C for memtiers and forces 8 MWFRS for reaGions shown;Wmber DOL=1.60 �- � '�`^:;���;' -
pla[e grip DOL=1.60 �
2)TCLL:ASCE 7-05;Pg=30.0 psf(gmund snow);Ps=23:1 psf(mof snow);Category II;Ezp B;Partially Exp.;Ch1.t ° -
3)Roof design snow loatl has been reduced to�account for slope. � .�;i
4)Unbalanced snow loads have�been wnsidered for thls tlesiga " �
5)This Wss has been tlesigneC for basic load mmbinations,which inGude cases wrth retluctions for mWtiple concurreN live loads � 'v� . ��� �;�
... . � p ' ,�,
6)This iruss has been designe0 for a 10.0 psf bottom chord live ioad nonwncurren�with any,other live loads. •,,:� '{( �:r^----�
7)'This imss has been tlesigned.for a live load oi 20.0psf on the bottom chorC in all areas where a rectangle 3-6-0 tall-0y 2-0-0 wide � r/���. �,����
will ft belween Ihe bottom chord antl any other members.
8}Pmvide mechamcal connec[ion(by others)of wss to bearing aate capable�df aithstanding 2691b upiift atjoint 7 antl 1491�4 at �
�oint 4.
9)This Wss is designed in accordance with the 2009 Intemalional Residential Code seccions R502.11.1 and R802.102 anC referenceC
stantlartl AN51/TPI 1.
70)"Semi-ngiG pitchbreaks with fxed heels'Member end fxiry mcdel was usea in the�anatysis and design of Ihis truss.
Continuedonpage2 ll/iAR 0 7 L111J
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Job Tniss russ Type �H P�Y E61I18I3
ORDEftS EA�-98fi97 - �SFEC,.._ � � _
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11)�esigns checkeC�forASCE 7-OS wind at 720 mph,wind reactions z 0.56 will adjust wintl load reaction to a'speed of 90.mph(0.69�for 700 mph and 0.84 for 110 mph).All
other weHCients remain the same as shown.
12)SPF No2 andBVP No.3 can be substituled for SPF SWd Gratle matenal(Roof trusses only).
LOAD CASE(5) Standartl
� - �i'.�-�r ,w �.
�9dRM� V:lNd��n��asThUO��uSEaS�ON��mterssh���tl�w�tl tl�b�aG�lIIf�OJ3A&FORAL6& ■61��C�
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e�aciw.Atltllfional Pe�manent tiranng o1 flu overall iWCime.0 ihe resporuibll ry oi 1M1e bu Itl'ng tlesgne¢Fw 9 neral gu tlance regard n9
lobncolon qoOlN�onVd,sforoge def ery.erecfw� db a B�conwlt qN51RPIlOUO1MVCMetlo,O5B�89anEIC216uYtlinfl�amponent 8185ow6sNeROaU
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Job T�� 1
1
,-. _.. , .. ' _"' EA-58698,.z'n«. .�r�..s SPEC _„`«-_ _..__yJahHete[ence�o . _
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5x6�
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2 9
3xfi �/
i
3Xo�
3
6
5 la
' 6 Sc6 =
0 3yq II
3x4 II 3v8=
S 0
G
DEFI In (loc) Ildefl LJd PLP.TES GRIP
p.Q_p C51 MT20 7971744
LOADING(ps� $pp�ING Vert(LL) -4.43 4-6 >999 360
TCLL 23�� Plaleslncrease 1:15 TC 038 Vert(T�) -0.09 4-6 >999 Z4�
(Grountl Snow=30.0) B� p�29 Hoa(TL) O.Ot 4 n/a nla
lumberincrease 1.15 Wg 056
TCDL 10� RePStresslncr YES WinC(LL) 0.04 4.6 >999 240 WeighC.9016 FT=S'�°
BGLL ��� � .Code IRC2D091TPI2007 , (Matnx)
BRACING exce t
LUMBER TOP CHORD StmcWral wood sheaMing directly applled or.6-0-0 oc pudins, p
70PCHORD 2X4SVP,NO2 enCberticals.
80T CHORO 2 X 4 SYP No 2 eOT CHORD RigiG ceiling tlirectly app�ied or 10-0-0 oc bracing.
WEBS 2 X 4 SPF SWd WEBS 1 Rowat midpt 2-�
WEDGE MiTek rewmmends thal Stabilizers and�required�cross bracing
ftighC 2 X 4 SPF SNd be Installea during ttuss erection,in accortlance with Stabilizer
Installation uide.
This tmss design assumeaNe�se of Southem Pinefumber values
RFACTIONS .(Iblsize) �8=570/03-8 (min.0-LB).4=fi34103-8 (min.0-1-8) �hatwerepu6lishedinlhe2�O5NDS'andpriortotheupdaletland
MaxHoa8=400(LC:tO) 4_Z2z�LC70)
Max UplittB=-268(LC 10),. lower vales atlopted by ALSC on June-1;2012. This is being done
Max Grav 8=658(LC 2),4=�35(LC 2) expliciUy at tfie diredion of Frank AvOel,PE;Enginaer of Record
forthe projecl.
FORCES Qb) MaximumCOmpressionlMaximumTension 34-881/ �,45=0127.'1-8=-632Y197 `� � ';r,�
TOP CHORD T"2=-308/171 2 9=175/151:3 9=-3941149, ,�//'',
BOT CHORD 7-8=-714�399 6 7-N635,4-6-0/635 •�} �; ,
2-7=-2&124.3-7=-509/349.3-6=01268,1"7=-784/449
WEBS �,1 i. -_ �(��:� i
JOINTSTRESSINOEX �-0.S6and8=0.13 - �� � -
�=0.40.2=029.3=021.4=0.20.4=0.00.fi=0.10, _. '
NOTES (�2-13) .
� �)Wind:ASCE7-D5;120mph;TCDL=6.Opsf',BCDL=6 Opsf;h=25fl',Cal II;Exp 8:enGosedpMWFRS(bw-nse)gable end zone and GC .� > � � ' -
6 � � �
. E#erior(2)zone;canlilever left antl nght exposed;GC for.members and forces 8 MWFRS tor reaciions showrc,Lumber DOL=1.60
.Ex B:Partially Exp.;Ct=1 J "• n �e
plate gnp DOL=1 60 . � . ',. � c
� 2)TCLL�.ASCE 7-ChfP9=30.0 psf(gmund snow):Ps=23 7 psf(roof snow):Calegory II; P �
i ,}� a�
3)Roof design snow load has been reduced�o account for.slope. „ �..�`
. 4)Unbalancad snow loads have been cansitlered for Mis design. �/�� �r t i 1 ��-���.
i 5)This lruss�as been tlesignetl for greater of min roof live loatl of 16.0 psf or 1.00 times flat roof�oad of 23.7 psf on overhangs
� non-wncurtent with other Iive loads. which Include cases w��h reductions for mNtiple concurtenl live loads.
' 6)Thls truss has been designed forbasic load combinalions, .
' 7)This truss has been tlesigned for a 10.0 psf bo@om chortl I'rve load nonconwrteot wiM zny other live_loatls. � ^ � l
�� g)�'Thls Uuss fias been designed for a Ilve IoaC of 20_Opst on lhe bottom chortl in all areas where a ie�tangle 3-6-0 tall by 2-0-0 wiaV'�—
will fit batween ihe bottom chord anE any olher members .
9)Pmvitle mechanical co�neclion(by others)of Wss to bearing plate capable of withsfzntling 2661b uplifl aljoint 8 and 2221b upllft at
joint 4.
�p)This Wss is designed in accordance with the 20091nlemacional Residential Code seclions R502.11 1'antl R802.t02 antl /���
referenceCstandardANSIliPli. �'1AR 0 7 E
17)'Semi-ngid pilchbreaks with fixed heels'Member end fixiry model was used in the analysis and design of.thls lruss.
Conlinued on pa9e 2 �
EPACEMIl4]3FFlORF,L6E ����C�
AWdRMNG Verrludrsr0 Go.v d dRFaDNO'IFSONIHfSdND'NCL��FD�1EI(REFtlERFNCb�Itl 9 o P�..
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OPPf bility �d 9�F� el tl a�. C��Y O� roP f 1 pa b I tY f b Idvg tl¢9 f � � 4 tlB59
blOC g� 1 6'I(ytl n gC 1 C10 -IS�FIB p0 ���Y���he
� lat al pp� �� b���b bm�mbe o H-Atltlio �� P � bl itt� b Id gtle 9 et Fw9 neralgoitla e 90 9
�a qad� ip �� � � �� � qHS�Rp��p IINCtlRda DSB09eMBCSIBUIItlInOC mponmt 8105auntlstleRoatl
1 M � n Q I�y 1!d'10 9B tl G ry" fe 1 � ntl b C 9. Etlenbn'NC 2]931
Salehlnlo _X vabbk�o idY% �-�v.f^ '181 N L 51 �5 1 31�A^x tln VA2�11.
Job Truss Truss Type �ty Ply
Efi1]18]4
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12)Designs checked for ASCE 7-05 wind af120 mph,wind.reactions z 0.56 will adjust wind load reaction to a speetl of 90 mph(0.69.for10�mph antl 0.84 for 110 mphj.All ��
�o[her coefficients remain lhe same as shown. �
13)SPF No2 and SVP No.3 can be substitutetl for SPF SNd Grade matenal(Roof Wsses onlyj. �
LOAD CASE(5) Standa�d
�i(�ir��`� . , ,/l; �i.'
�WdRNIhG .Ve.rjyd v n �� dFFdONOTF50N1NfSd1IDIM.LUDFDXtlEKREFER5AC&PdCfi19f]4T3�HSFORbUSF . . .
D g ftl i sa onM fi Ml k conna t iM1�de4gn 5 b satl onty upon pa t how tl � -r�tl id I b id g c mponent: p�
qppf b�h �tlesig pa matersantlp� per oryaotwn t mponenf esp ublMotb Id'gtl g r n 1M1V E gn B�acingshown ����P�
ctfbtemisuppMOi a dalwebTe �ersonly.'Atltllo�qlfempaarybornglorcureslapprytlunn9cOnsimc�on51M1ere5pow�Aliryoff�e � ��a o�r
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- �
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� ply E61]1895 i
Job Truss TmssType '
t
.:::..._.:_�..- ..._� .... ....c .. - .-.c Sf E.^.. - .r..._-...�__n. ._�_._...:..�. . .. � nh Re(clEfILY_�ll� ........ ?�
ORDERS EA�9�99 7250sAUg2520111MiTeklndustries,��c. WedOCtA2�13:03'�920�1 .age,t__Y__ _,_.
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12-0A 1<-td 1S]A -61
�.0 B-Oq5 689 1FD 1-60 ttd
�p g 4£-9
Scale=1 61.1
4x6�
B.W 14 3x4 II
2 3 ��
3x6 i
� 3a4 �
6
3xfi�
5
3a"o�
6
y �o '8 IW�b
12 N
4Y<° 4x<= 5P6- 9 Sxfi °
15 143[0 = 3x4 ��Sx6=
3x4 II 3x4 II
3xB =
flW�-
� yp-0 � 1 ] �4 � �
�
A
Plat OHs Is V: 9'.0-4 0- -2 DEFL in Qoc) I/de9 Lld PLATES GRIP
p_Q_p CSI ' MT20 197/14d
LOADING(psQ SPACING TC 0.33' Vert(LL) -0041b12 '999 360
TCLL 23.1 Plateslncrease 1.15 .Vert(TL) "O.N N-12 >999 240
(Ground Snow=30.0) B� �'� nla Na
lumberl�crease ���5 WB 045 Noa(Tl) 0.50 7
TCDI ���� Re Slress Incr VES �ggg pq0 Wei9ht 108 Ib FT=5l
BCLL. ��4 � Code IRC2009/TP�2�47 (Matrix) Wind(LL) 0,03 10-11
BC L �4�� B6AqNG� ied or 5-0-7 oc pu�ins, ezcept
IUMBER 70PCHORD SWCNra�woodsheathingtlirectlyapd'
TOP CHORD 2 X 4 SYP No2 end verticais:
BOT CHORD 2 X 4 SYPNoYExcepY BOT CHORD Rlgitl ceiling tlirectly applied�or 10-0-0oc bracing, EsceP��
pqq:2 X 4 SPF SNtl 6-0-0 oc bracing::13-14. ,
WEBS 2 X 4 SPF SWd MiTek recommenCS ihat Stabilizers and iequirea cross bracing
WEOGE Ce inscalled Gunng Wu erecflon,4n accordaiice with Stab4lzer
Right 2 X 4 SPF Swd
This imss design assumes the.use of Soulham Pine lumber values
REACTIONS Qb/size) 15=570/0-3-8 (min.o-�-8)��=fi�'��'3-8 (min.0-1-8) thal were published in the 2005 NDS and20 Z,Th s s be ng done
Max Hoa 15=-400(LC 10) lowecvales adopred by ALSC on June 1, .
Maa GPav 15=658(LC 2),�135(LCL)'O, explicitly el the tlireclion of Frank Avbel,PE,Engineer of Record
for the project.
F�RGES (Ih)-MaximumCOmpression/MaximumTension 5-6=15561470,6-�=-���»3,PB=0/27.
2-3=3811130.3-17=-224/13�.t-17=-376it27.4 5=8 4311 59, �i,,i S;'[;';�;,
TOPCHORD -i-2=-277/139... . 10-11=-11711243.9.10=-49/701. :� -
1 t5=-fi8fi/256 13=-411346.11 12=0/b'�6. •. '.�,
t3-14=�04/198,2-13=-325/21.12- �- -�.� �j.
BOTCHORD 14-15=-1t3/398. 5.9=356I51.1-14=152/511 . .j
7-9=-46/631 . '• .- i
WEBS 3-12=01329.4'-12=-567282.4-t1=0/349.5-11=-622R39.5-10-01393.6-00=-76R05, �` � :f` l '
JOINT STRE55 INDE% �
1=046,2=0.38,3=024,4=028,5=0.34,6=037J=020,7=000,.9=0.t8,9=0.00,1�=036,t0=0.00,11=02612 034� 73 OB614=06515 O.jbantl
16=0 W '
l-.
NOTES (12-13) Cat.II;�Exp e:endosed{MWFRS Qow-rise)9able end zone and C C` �°.
1)Wintl:ASCE 7-05;120mph;TCDL=fi.Opsf;BCDL=60psh h=25ft; o
cantllever lefl and right exposed C-C for members and forces&MWFRS for reactions sFown;Lumber-0OL 1 60 ,
i _� :
E�nerior(2)zone; � �
plate grip DOL=1.60 ps=23 t si(roof snow)l Galegory II;Ezp B;Partialty Exp;C1=1.7 l�, � ry� - � �
2)TCLL:ASCE 7-05',Pg=30.0 psf(ground snow); - P � `i
3)Roof design snow loatl�has been retlucee to account focslope.
4)Unbalanced snow IoaCS have been wnsiDeretl for this tlesign.
5)This tiuss has heen tlesigned for grealer of min mof live loatl of 16.0 psf or 1.00 times 9at roof load o123.i psf on overhang
non-concurrent with olher Ilve loads. wh'��ry include cases wilh reducNOns for muttiple mncurtent live loads:
6)This Wss has been designed Por basic lo Sd b��a^ord Ilve load nonconcurrent with any oNer live'�oads:
- 7j This truss has been designeC for a:70.0 p
8)w IIhFlI behveen Me bottom hord and anyplher memb rson the bottom chord in atl areaswhere a rec'angie 3-6-0�II by 2-0-0 wi ���� O � ���
Con[inuetl anpage 2
rv
dRF,dp)l01ESONlH1SdND1M.lUDFD1R]'���'��PdGfiNlt�]�48 HEFOREUSB ��J�C���
�WARMAG Vc�i(Y��ip p��m b satl lY PO � ����own.o��51 d '[I Ibultl 9 P �
volitlta H�^�hM� r cf - nIDO�9 � p � eporisbltyolboltl gtle 9 �� besg 8 �g�own
D 9 a -�g�p iblNtlun9 eO ztM1 Po �N�Ml�he nu ,.wi.ru,r�
- Applc bAiryo�tl S�P4 m f tlpr 0 a ly Atltlt It mp D' . � �
" fuldteml pp h � tivitiv I b 'ce o� II im N � �h po�4a��YOf�� b Id 9tlesigne (mB r Iguid � 9 �e^
erecfa..Atltlri IP�+T� � �b .d9�efe � � �tlbocing ww�lt ANSIRP�1� IINCMetlo.DSBB9antlB<SIeoIEingCOm � Edenon�NCtl21932e
I Vlmtlon q Iry[ hd,51 oge .
�. a.e.mi.lormaXanaavalablehom➢ussPlatelnstl�e281�N..e?xi`evs.^.��MAm%ma VA42v314.
Job Truss Truss Type pty Py
E61]1875
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e��ncsloDtionx0
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_<_.. ..:, .o-..�-....,. .,,.... ,..-.,—._.�,,,..._�_�_.,._._..�„_.�...._�.....w.. _p�..��:ZZ¢4yWtHDmkQtaSW[YJ]IIR�V-SwKMl1HCT920fFZMCA1iux2LyoQSYIN00DGDryU9om _.,,.__,�..�
NOTES (12-13) 6. ""- "
9)Provide rtrechanicai mnnection(by others)of Wss to bearing plate rapable o�wi�hs�anding 2661b uplift atjolnl.l5 antl 2221b uplltt atjoin�7.
10)This tmss is designed in accordance wiN ihe 20091ntemational Resitlential Cotle sections R502.11.1 antl RBa2.102 antl referencetl standarC AN51/TPI i.
17)'Semi-ngid pilchbreaks with fizetl heeis'Member enC fxity motlel was useE in the analysis and design of lhis Vuss.
12)Designs checked for ASCE 7-05 vind at 120 mph,wind reactions z 0.56 will atljust wind load reaction m a speeE of 90 mph(0.69 for 100 mph and 0.84 for 110 mph).All
othercoeHCients remain tha same as shown.
13)SPF No2 and SYP No.3 can be substituted for SPF S�ud Grade material(ROOf�msses only).
LOAD CASE(5) SlantlaN
Q WdRMhC ,Vmry d tan paro e!. �' nd RFAD N01E5 ON RIfS.Vm INCLUDfD MTEIC FEFRRGM'E PdGE I9f]/TJ QEFORG(RCF , � �
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'e ar h�em�woo�o�nervduai.�eo mamuers aW.'.naavomi tema�rv d«^9�o vuve nodlry aurire caxm�ction e me resporWbuuN o�me {�
ec�a.�AtlRitiOndP�a�n�daG'vgolR�COVetOlvhuclu�ehlMrespMt40iilyofTeWiYJVptlaugntt.fo'BeMrOIB�arKe�Gp]�tl'vq nr.�ii„ nn�i..
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Job Tmss TmssType Qty Ply
Efi1118]6
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lob Reference( pt19 a�
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LOAOING(psf) SPACING 2-0-0 C51 DEFL �in (loc) I/defl L/d PLATES GRIP
TCLL 23.� Plateslncrease 1.15 TC 0.89 Vert(LL) -0.73 6-7 >999 360 MT20 iW/144
(Ground Snow=30.0) Wmberincrease 1.15 BC �0.52 Vert(TL) -027 6-7 >989 240
TCDL 10.0 - �
BCLL 0.0 ' Rep Stress incr YES WB 0.56 Horz(TL) 0.80 11 n/a n/a
BWL jdp CadeIRC2009/TPI2007 (MatnxJ Wind(LL) 0.13 1-9 >999 240 Weight:1471b FT=S%
LUMBER BRACING
iOP CHORD 2 X 4 SYP.No2 TOP CHORD StmcW21 wood sheathing direc[ly applied or 2-2-0 dc pudins, except
BOT CHORD 2 X 4 SYP No2 � end verticals. �
WEBS 2 X 4 SPF SNd'Except' 90T CHORD Rigid ceiling tlirectry applied or 7-3-3 oc bracing.
5-6,4-6.�2 X 4 SVP No 2 WEBS i Row at mitlpt 2-7,4-6
OTHERS 2 X 4 SPF SNd MiTek recommends[hat Stabilizers and requireC cross bracing
WEDGE be installed dunng lruss ereclion,in accortlance with Stabilizer
Left:2 X 4 SPF StuE �
REACTIONS (Ib/size)� 1=858/0-3-e (min.0-i-8),11506/03-8�(min.0-1A) This truss design assumes the use of Southem Pine lumber values
Max Hoa 7=821(LC 9) that were published in the 2005 NDS�andpnor to the-u'ptlzted and
Max Upliflt=b4(LC 9),11=-610(LC 9) lower vales adoptetl by ALSC on Jun91,�2012. This is being'done
Maz Grev 1=980(LC 14),11=1121(LC 14) explicitly af the tlirection of Frank Avbel,PE,Engineer,of Recortl
forthepro]ect. "�'"° •
FORCES (Ib)-MaximumCOmpression/MazimumTension ,
TOP CHORD 1-2=-1371/8,2-3=-805/0,3-4=-)9fi/0,4-13=-246N,5-13=415/103,6-00=473/799,540=-473l799 , y' , `°'�i.
BOT CHORO 1-9=-672/1008;8-9=-672/iW8,7-8=-6]2/1008,7-72=-345/570,G12=345/570'
WEBS 2-9=0/310.4-7=117/535.2-]=556/402.4-6=-891/548 _
JOINT STRESS INOEX - � � '
7�=0.58,7=0.00,2=0.00,3=0.78,4=0.6$5=074,6=0.56,7=0.54,8=0.4Q.9=026,10=0.00,10=0.17and40=0.t7 � : � � -
. ,l�i_.�. �....
NOTES (72-13) .,. � �:��'� '
1)WinE:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=60psf;h=25ft;Cat.II;Ezp B:encloseQ�MWFRS(low-rse)gable enE zone and C C �:) �
6cterior(2)zone;cantBever left antl�nght exposeC;C-C for members and forces 8 MWFRS for reactions'showq��W mber OOL=t.60 �^ f �'
plate grip DOL=1.60 .-`� ��
2)TCLL ASCE 7-05;Pg=3Q�psf(ground snow);Ps=23.i psf(mot snow);.Category II;Ezp B;Partialty Exp.;Ct=1.7 � � i ,, t. A`�C
3)Roof design snow load has been retluced m accounl for slope: "''�_'+.��J .; ��:�
4)UnbaWncedsnowloa0shavebeenconsi0eretlforthisdesigm. �!��!/J��- � �ll�`� ��',"'...
5)This truss has been desi9netlTor basic load combinations,which mrJUde cases with reductions for multiple concunent liv¢loads. .��
6)This Imss has been tlesigned for a 10.0 psf bottom chorE live loatl nonconcunent with any.other live loatls.
7)`This Wu has been designetl Por a live IoaB of 20.Opsf on the bottom choM in all areas where a iecWn9le 3-6-0 tall by 2-0-0� '
wJl ft between lhe botlom chord and any other members,wiN BCDL .10.Opsf.
8)Bearing at joinl(s)11 cbnsitlerspa�allel to grain value using�ANSI/iPl t.angla to grain farmula. Building cesigner shoul0 venfy
capaciry of beanng sudace.
9)Provide mechanical wnnec[ion(by others)of tmss to bearing plate capable ot withsfarMing 64Ib uplift at'pint 1 and 61�Ib upli8 at
joint 1 i. . . ..
10)This imss is desi9ned in accordance with the 20091nternational ResiEentialbode sections R502.t 1.1 an0 R802_10 2 and f1��pR Q 7 2C���
Cont(R�BPFK�aF,�7dard ANSUTPI�1. e
I�IVdRf(fNG VenN d a n Pa .( tl RP.AD NO'fES ON�]Hf5 dAQ)ffR.LUDFD AIIIEX RFSERSM10E PAGE 1➢f�4T3 BSFORF.lASE '
p g ICiprose N hµ� k �-n f rs.M tl si8 � tlo ryupo pom elers liow tl f � ir�d tl olb ldrgm ponent �������.
qpp4c bl�y of tlezig po �ers onb qope�- aparot � omponenl i espo vb l ry �� Itl g d B er,-n 11 u tles gne.B a<ng iliown
u ta'bf ral suppo�a�ndrvMwl weti m mbers only.Adtl f onol�empuary o c rg lo�ssure rab I fy tlunng consimct n s��a rexpo tilltly ot fie
erector.Atlditianal perznanent bepcing ol fM1e ovemll sirvcfora e IDa rexparvibiliry ot IDe builtlln9 tlev9nec Fw geneml guitloze regardirg n mi�...,.inn,r..
fobcofon.qoallryconholsforogetlel ry ��actionontlbrocng<ornuB �N51/fPllOUall1ybrltetlo,D56-99anCBC516u0tlIn9COmponeM B185ounESitleROatl
Sa�y l 1 rmaMOn ova lable iroT iNss Pl �e l liW�e.2B1 N Lee 9ree1 SUitB 914:Alexantlnp,VA 22)Id.
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E6171876
ORDERS EA-98]00 SPEC 1 1
Job Reference(�p(jqp�u
NVR Homes,% ... .�... ...... . .. : 7250 s Aug 25 YJN M1ek Industries,Inc. Watl Oc[12 13'03:10 2011 Page 2 �
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NOTES (12-13)
it)'Semi-rigid pilchbreaks with fxed heels'Mem6er end fxity model was usetl in Ihe analysis antl Eesign of Ihis Iruss.
12)Designs checketl for ASCE 1-OS wintl at d 20 mph,wind reactions z 0.56 will adjusl wind load readion to a spaed of 90 mph(0.69 for 100 mph and 0.84 for 110 mph).All
other coefficienls remain Ue same as shown.
13)SPF No2 and SYP No3 wn be substiW�ed tor SPF SNd Grade matenal(Roof Wsses only).
LOAD CASE(5) Standard
�WAftMNG Ve.ijy daian va��m and RFdD NOIES ON iHfSdAD IhCLUDFD/IITEKXEPER5ACS PAGE lflf�]4]3 B6F()FE(AS& �,r.,�,:i„�w;��
��.o�,a���,�µ,er��,�TMad��a�,��,����ma,�„�.a�da,aa���e��,���e�, �II'REALCLI
Appicobd'Ry o1 eesgn pammeim anE pM�ar incaepuntion of compor�ent ia re5poruibYiryol buiMip de9gnn-rrot M1�s aesgner.&acig stwv.n
eldb�emlwppM01-cMNdWlwebmembeiimly.AECi�iOMl�¢mpOmrybacin8�aimues�abil�ytivmipCO�sshVCNOnu�M1eraipw�9bAlilyo���e
[CIOl. ACEII�10Ilol pM�OnCn�b1OCin8��fM1e ovBloO ShVCNR 6�M1B lBSpWNG'4I�O��11a bUiklillB deYQlIBl.fOf g0(1Blal0�bance feQOltllfNg. /�MI Ii,r/.Inii'iu.
tadication.quofrycw�ml.slorape,tlelivary:arecYwnantlbrocln0�consuB � qN31RII1puuB1�CMetlo.OSB�89o�MlCSIBeOtllnpCOmponmt
Salery InloemaXOn availade kom Wu Plata Ins�QNe,PBI N.Lee Sirxt SuTe 312.Alesantloa,VA YDl L. 818 Sountlsba RoeE
trM�...M1..k. vA�i rn.Kl�t >n�a EOanbn.NC3]9Jl
..- .. .. . " .. _: '. .. . . .. - ' . .. i . ._. . . : . . . .
Jay Truss TrussType bY P�Y E611187]
OROERS EA-98]Oi MONO 1 1
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".. . "�Nb'RHomes;'iS�'-.'-".•• . • .. . ..•°,...—•�"-•^'.. -`. ..- - . ;250sAU92520}1MiTeklndushiaa:Ina..WetlOCt12.13:03:112011Pa9e:1 .,,,r_.,,,,,�� ..�
ID:Zz6cyWtHDmkOfoSWiW]LI)zkwi/-1JR]vztljhgeNxZjIJ0.9A_M]auc8]QdouKiNHSyU9ok
i.z-ti � t4-sa I iz'i< �
� 1.3-01 1.2-9 ]A-1
4x4� Srale=1:1012
5
8.00 �2
3xfi� ��
4
3x6 i
3a6 i �
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� 1
0 �8 _ 8 8 ' t0 6
3xfi = 3xo = Bv8=
3x4 II
�-s-n � ia.sa � n-i�a
'/.z-o �-&t
PIa�eOffsetsIXY1� j1'0-0.7�Edo51
LOADING(psQ SPACING 2-0-0 C51 OEFL in (loc) I/tlell Utl PLATES GRIP
TCLL 23.� Plates Increase 1.15 TC 0.ffi Vert(LL) -0.12 G7 >999 360 MT20 197A44
(Gmuntl Snow=30.0) Lumber Increase 1.15 BC 0.51 Vetl(TL) -023 &7 >999 240
TWL 10.0 Rep Stress Incr YES WB 0.54 Hoa(TL) 0.03 6 n/a Na
BCLL ��0� � Code IRC2�09/iP12007 (Matrix) Wintl(LL) 0.12 b9 >999 240 WeighC 1531b FT=S%
e io.o
LUMBER BRACING
TOP CHORD 2 X 4 SVP No2 � TOP CHORD BWCtural wood sheathing tlirec0y applied or 4513 oc putlins, except
BOT CHORD 2 X 4 SYP No2 end verticals.
WEBS 2 X 4 SPF SnC'ExcepP BOT CHORD Rigid ceiling directly applied or 7-4-7 oc bracing. �
S6:2XfiSVPNo2,4-E2X4SVPNO2 WEBS 1ROwatmitlpt 5-6,24,4-6
WEDGE � M7ek recommends thal5tabilizers aM requiretl cross bacing
Left:2%6 SYP No2 b¢inslalleE dunng truss erection,in acmrdance with Stabilizer
i
REACTIONS (Ib/size) 1=843/0-3-8 (min.04-e),6=913/03-8 (min.0-1-8)
M�Moa 1=818(LC 9) This lmss tlesign assumes t�e use of Southem Pinetumber values
Max UpIi�1=55(LC 9),6=-bi6(LC 9) lhat were publahed in the 2005 NDS and pnor W Ne uptlatetl and
Max Grav 1KJ62(LC 13),6=1131(LC 13) lower vales adopted by ALSC on June T,2012. This is being done
explicity al ihe Girection of Prank Avbel,PE,Engineer of RewN
FORCES (Ib)-MaximumCampression/MazimumTension fort�epmleC[.
TOPCHORD 1-2=-1340/0,2-3=.780/0,3-4=-542/0.4-11=-215/QSN=d34/180,5b=-350/214 .:i':i'�t:ii�l:f:.
BOTCHORD 1-9=b59560.8-9=�659/984.7-8---(�i59/984.740=334/549,6-10=334l549 .\\\'•�� -:!:!!.
WEBS 2-9=W307.4-]=724/534,24=.552l399.4-6=887/545 ;,:) :',�{,.
s;:•. -• )^��'`
JOINTSTRESSINDE% ' 'f'�,�'
_ r(::,3�:. -.� 'i
1=027�,1=0.00,2=0.48,3=0.12,4=0.48,5=0.fi6,6=021,7=0.54,8=0a1and9=02fi _
NOTES (11-12) ' ,.
1)Wntl:ASCE 7-05;120mph;TWL=6.Ops1;BCDL=6.Opsf;h=25ft;WL II;bcp 8;endosed;MWFRS Qow-nse)gable enE zone anE GC ` � „ %�.8 � _
Fxterior(2)zone;wntlever left antl nght exposetl;GC for memSers and forces 8 MWFRS for reac[ions shaxn;Lumber DOL=1 60 `�� -
platagripDOL=1.60 -- �°;- '�t� °d"' .�
2)TCLL:ASCE 7-05;Pg=30.0 psf(grountl snow);Ps=23.1 Dsf(mof snow);Category II,Ezp B;Partially Ezp.;Ct=11 - ^ _ ;
3)Roo/tlesign snow load has been reduced w ecmun�for slope. "!''!��-"':''�� _ •��;;�
4)Unbalancetl snow loads have been consitlered for ihis design. �,,,�.��_„.. "�
5)This Wss has baen tlesignetl for basic IoaO combinaGOns,whic9 inclutle wses wi�h reductions(or mW6ple concurtenl live loads. :%�.� •' `'`*� �
6)This Wss has been designetl for a 10.0 psf bottom cfioN live Ioad nonconcurtent with any o[her live loads. '<i,;��..� „���'2��'
7)'This truss has baen designea for a live loatl of 20.Opsf bn the bottom choid'in all areas whera a rectang!e 3-6-0 tall by 2-0-0 witle
will 0�belween the bottom chord and any other members,with BWL=10.Opsf.
8)Provide mechanical connec�ion(by oMers)ot Wss m bearing piate capaWe of wi[hstanding 551b uplift a�join�1 and 6161b uplift a
joinl6.
.9)This Wss is designed In accordance wilh Ihe 20091ntemalional Residential Code secfions R502.11.1 antl R802.102 antl referenced
stanCard ANSIfTPI 1.
10J'Semi-ngitl pitchbreaks with fixed heeis'Member end fixiry mcdel was used in the analysis antl tlesign of this Wss.
Conlinuedonpage2 PiAR 0 '� � Z013
� WAftMFC Vm(ud a p e( andRFaDlAlFSONiHL5d1mIM:LUDEOlIITE1[R&FFRI'il.C6PdGENIl]OTJBEFORSIAL2 ��„ f,�M;���
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acta.nCtlitiwal pcmonent bmcinp ol iM1e overo�shucMe e ma respowbi4ry of Pe ddkZng desi8necia gmervl B��dance regartling n rni i�..,.mn,u.
�adicolion.q�o4rycaniroLslavge,EeNery.e�ectlonaMbmring.corw�li qN51/RI10�wp�.CMe�a.OSl�U9a�lCSIWYEInqCamponeM B1BSOwNStleRreE
Salah IMaimatbn awlobk kan INss Pbfa I�ss�RUle.]81 N.Lee Sireat.5�ita 312 Ntxaeui�a.VP T131�.
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Job Tmss TmssType ary Pty
- E61]18'!]
ORDERS EA-90]01 MONO 1 1
Jnh RefPren�e!mfona0
NVR Homes,% � `� ' �� � ' � ]ZSO�s Aug 25 2011 MRek InCUStries,Inc. Wetl Oct 1213:03:N 2011 Page 2'
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11J Designs ctiecked tor ASCE 7-05 wind at 120 mph,wind reactions x 0.56 will adjust wind load reaction m a sDeed of 90 mph(0.69 for 100 mDh and 0.84 for 110 mph)./ill Y �
other coeffcienisremain Iha same as shown. -
12)SPF No2 and SVP No.3 can be'substiWted for SPF Stutl Gade matenal(Roof Wsses only).
LOAD CASE(S) Standard
�'MdltN(1�0 VettlVdes�OnDa����dRS.1DNOl£SONTHfSANDINCLUDFDM]Ei(RfiFFRfiM'SPAG6HIf]6T3HEFUREUS& .. . .
DmlgnvaWldweoNy ��ALlek<onrectars.Pwde4gn'¢batetloNy�ponpammetmYwwn.arWSlaanlM itlualWiXtlirgcamponent. ������
A�icotl�ly OI CBSgn po me�ers arW pOpC!vKIXpn.atUn ol CIXnFarron�6lespMSbSiy o�bub�g tlevgnef M�INSS tlELgnM.91aC�g s'rown
hlabiwiwppat. �r.divk�olwebm bersonN�AtlCltiaqlfempororybxrg�olwreslaWTlyG�mgconShucMnutharesporvib�(ityo(iM1e
erec�a Atltlltionalpermonan�bracineotitieovam�z�vcNrebrtiaresporzbiGryo�AaDUi'ding0evgnar.FOrB��a�6�idanceregvitling �•M�� �'•�,•
1oEncation,qoolHyrontrd.s�aope:tlaYVery.erecibnontlbracing,cwuult qN51/IR10uaYNCtlbela,US!-09antlBCSIluIItlLpGempanmf B1BSOUMSNeRaeE
Sa4ry INOrmaMen�avoilade han lmss Vhfe Im�iMa.491 N.toe SVee�.SOife 3@,AbzonNio.VA Y2JI t EEamm�,NL 4>9J2
NWn��rnCW tC L ��r1��i rv�M M1I >M1ti
_. . . . .._. i . ... , _ i . . . . _. i, ,
p�y Ply E61I18]8
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72W s Aug 25 201 TMiTek Industries,Inc. Wetl Oct 1213:03:N 2011 Pago 1 -
NVR Homes,X �D'IZfwyW�HOmkINoSWMPLII�'�V-0JR]vitlj�geNMZjIJb3A_M7ikcBh4k9ouKiNHSyU9ok
S44
511e=139.4
9x0 II
2
e.00 iz a
i
d
3
3x6 II 3ea II
DEFL in Qoc) I/defl L/d PLATES GRIP
LOA�ING(PS� SPACING 2-0-0 CSI Vert LL -0;05 1-3 >999 360 MT20 197/144
TCLL 23�� p�alesinuease 1.15 TC 0.51 ( �
GrounC Snavr30.0) Vert(TL) -0.12 13 >556 240
( Lumber Inuease 1.15 BC 028 Horz L 0.00 n/a Na
TCDI �0�0 RepSUesslncr VES WB �'� Wind�) 0.00 1 "" 240 Weight:241b FT=S%
BCLL ��� � Code IRC2W9lTP12007 (Malnx)
� BRACING
LUMBER TOP CHORD Swctural wood sheaNing directly apqied or 5-9-4 oc putlins, except
TOP CHORO 2%4 SVP No2 entl vertifals.
BOT CHORD 2 X 4 SYP No2 g0T CHORD Rigid ceilln9 Eirectly applied or 10.4-0 oc bracin9.,
VJEBS 2 X 4 SPF Stud MTek racommends lha�Stabllizers antl required cross bracing
WEDGE be installed during Wss erection,in accoNance wilhStabi�izer
Left:2 X 4 SPF Stutl Insfallation uide.
ftEACTIONS (Ib/size) 7=2090-3-8 (min.0-1-e).3=205/03-8 (min.0-1-8)
Maz Hca 1=223(LC 9) This truss design assumes l�e uu of SoNhem Pine lumber values
Maz Upllfti=2(LC 9),3=167(LC 9) thal were puElished in lhe 2005 NDS and.priorto Ihe updated and
Max Grav 7438(LC 13),3=250(LC 13) lower vates adopted by ALSC on June t,2012. T�is is being done
expliutly at Ne direction of Frank Avbel,PE,Engineer of Record
FORGES Qb)-MadmumCompressioNMaximumTension for�heprojecl.
WPCHORD 1-4=�168/12.2'4="147191.2-3=195/222 '
:,Ci't I i ti:�1i(I;i�.
BOT CHORD 13=0/0 ,`\;:"
`` ,�..�._ ".�:'i
JOINT STRESS INDE% �,. . F�•.•` ' �•
1=0.73.1=0,00,2=0.11and3=0.09 '.. -='-�. - "i
, ,f. ':r.r,
NOTES (N42) C�� "
1)Wntl:ASCE�-05;120mph;TC�L=6.Opsi;BCDL=6.Opst h=25fl;Cat.II;Fxp Bi enGOSed;MWFRS(law-nse)9abie enC zone and GG � -_
Exterior(2)zone;�ntilever left and righl ezposed;GC for members antl forces&MWFRS for reactions s�own;Lumber DOL 1.60 -_ _
<��li�
plate 9np DOL=1.60 �
2)TCLL:ASCE 7-05',Pg=30.0 ps((9round snow);Ps=23.Y psf(roof snow);Calegory�ll;Exp B',Partially EzO�;GY-1 A �-'4 �� i •�
3)Roof tlesign snow load has Geen retlucetl io account for.slopa. .j � �:
4)Unbalanced snowioads have Eeen consiEered for lhis design. i i.� �.
5)This Wss has been tlesigned for basic loatl combinations,which inGUCe cases with reCUC[ions for multiple concurtent live loads � �
6)This trvss has been tlesigned for a 10.0 psf bottom chord live load nonconwrrent with any other live loatls ''� � C R..C.,L ',i,•
7)'This Wss has been designetl for a live load ot 20.Opsf on Ihe bottom chord in all areas where a rectangle 3-6U�all by 2-0-0 witle , � 'I ,
will ft benveen lhe botlom c�oN anE any other members. '��71�I��
8)PmvlOa mechanicai connecCion{by others)of truss to.bearing plate capable of wilhstanding 21b upiifl atjoint 1 anE 1671b uplitl al
jo1nl 3.
9)This Irvss is tlesigned in accordance with the 20091ntemational Residential Cotle sectlons R502.11.1 and R802.102 antl ref
stantlartl ANSI/TPI 1.
10)'Semi-ngitl pitchbreaks with fized heels'Member end fixiry.motlel was useC in Ihe analysis and tlesign o t is ss.
11)Designs checkeG tor ASCE 7-05 wind at 120 mph;wind reactions x 0.56 will zdjust wind loatl reaction to a speed of 90 mph(0.69 for
100 mph and 0.84 for 110 mDh).All other coeRcients remain Ihe same as shown.
72)SPF No2�antl SYP No.3 wn be substiNtea for SPF StuE Gade material(Rwf wsses onty). I'I�� � � [�I�`I
LOAD CASE(5) Standartl �
I� tYdRMNG Vmfv d�sio�C��m"d nd READ MIiES ON TNIS dAD tcs Lw«�MlFJ(RFSEREhCb�M n9�1]��?3 AFFOR&I.ISE ����Y�
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3x8\�
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Bx8=
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5-0.13� Sbit SU-it 50.13
Plale OHSets X V. 2.E e 1 6:Etl e 0 8. 3-0 0-4A
LOAOING(ps� SPACING 2-69 C51 DEFL in Qoc) i/defl L/d PLATES C+RIP
TCLL ���8 Plateslncrease 7.15 TC 036 Vetl(LL) -0.05 8-00 >999 360 MT20 197/144
(Ground Snow=30.0) Wmberincrease 1.15 BC 0.62 Vert(TL) -0.15 8-00 >999 240
TCOL 10.0 RepStresslncr NO WB 072 Horz(TL) 0.04 6 n/a n/a
6CLL 0.0 ' CotlaIRC2009/TP12007 (Ma[rix) Wntl(LL) 0.06 &10 >999 24o Weight2761b FT=S%
BCOL 100
LUMBER BRACING
TOP CHORD 2 X 4 SYP No2 TOP CHORD Sweturai wootl sheathing airectly applied or 5-9-13 oc purlins.
BOT CHORD 2 X fi SYP No2 BOT CHORD Rigitl ceiling direc[ly applied or 10-�-0 oc bracing.
WEBS 2X45PFSWd'F�ccepP
4-B:2%4 SYP No3 or SPF No2 This Nuss design assumes lhe use of Southern Pine lumber Jalues
WEDGE that were published in lhe 20a5 NDS antl pnor to Ihe updated'and
Left:2 X 6 SYP No2,Right 2 X 6 SVP No2 lower vales atloptetl�yALSC on June 1,.2012. This is being done
REACTIONS (IWsize) 2=4549/03-8 (min.0-2-01),6=4486/0-3-8 (min.0-2-10) explicdly al lhe direction of Prank Avbel,PE,Engineer of Recortl
forthe prqect.
Mae Horz 2=360(LC 6)
Ma�c llplift2=892(LC 7),6=-845(LC 7)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD b2=0/2fi,23=-0843/960,3-17=3221I718,4-11=3078/I56,4-02=-309�p55,5-12=3221f/16,5-6=�4848/958�
BOT CHORD 2-10=-727/3191,910=727/3191,8-9=-727l3191-,7-8=-560/3195,6-7=-560/3195
WEBS 3-10=376/2118.48=-916/4127,5-7=386/2126.38=4465/463,58=-1474/471 .. •.
�J��' bi..�;h.
JOINT STRESS INDEX � � .
2=0.69,2=0.00,3=074,4=077,5=074,6=0.68,6=0.00,7=0.31,8=0.51,9=0.47an0�10=0.31 `
NOTES (73-14) , i
� �,.,.
1)2-ply Wss ro be wnnected together wilh�l0tl(0.120'n3')nails as follows: . , -- -
Top chortls connectetl as follaws:2 X 4-1 mw at 0-9-0 ac. - "
Bottom choNs connectad as follows:2 X 6-2 rows a�P9-0 oc. �� �� �'
Webswnnectedasiollows:2X4-1rowat0.9-OOa '�`� ; t�.� ,
2)All loatls are wnsidercE equally apphed to all piies,except if noted as fmnt(P)or back(B)face in IM1e LOAD CASE(5)section.Pty to � x
plyconnectionshavebeenproJitledfodistnberteonlybaCSnotedas(F)or(B),unlessotheiwiseindirated. -, '�. , . ..'.;'.-' ".1�
3)Wind:ASCE 7-05;120mph;TCDL 6.Opsf;BC�L=6.Opsf;h=25ft;Catdl;.6ep B;enGOSetl;MWFRS Qow-nse);cantilever lefl anE nght: ��;� ` ,-
ezposed;Lumber DOL=1.6�piate grip DOL=1.60 � 'r; ``
4)TCIL ASCE 7-05 Pg=30.0 psf(gmunB�snow);Ps=17.8 psf(mof snow);Category II;Exp B;Partially Exp.;Ct=1.1 � ��, � i �'��-^'�l
5)Roof Cesign snow load has been reduced to account for slope. 'l�%1�;�..
6)UnbalanceC snow ioads have been considered for this design.
7)This huss has been designed for greater of min�roof live load of t2.0 psf o�7.00 times 9at roof loatl of 23.1 psf on overhangs.�,_�r
noo-concurrent wilh other live loads. '
8)This liuss has been designetl for a 70.0 psf bottom chord live load nonwncurren�with any other live loads.
9)'This Iruss has been tlesignetl for a live loatl oi 20.Opsf on Ihe bottom chorC in all areas where a rectangle 3E-0 tatl'by2-OL witle
wi0 ft behveen Ne bottom choid antl anybtheimembers. �
70)Pmvide mechanical connedion(by others)of Iruss to bearing plate capable of wifhstanCing 892 Ib upli�at joint 2 and 8451b uplift at ���'I fi fl (� r� �Li�`S
Contlp���on page 2 f�R U d
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NOTES (13-14)
11)This tms's is designed in accordance wilh the 20091ntema�ional Resitlential Code sections R502.it1 and R802.102 and referencetl standarE AN51/TPI 1.
12)Girder carties[ie-in span(s):22-1 A'fmm 0-0-0 ro 20-3-0
13)Designs checked forASCE 7-05 wind at 120 mph,wintl reactions x 0.56 will adjust wind load reaUion to a speetl of 90 mph(0.69 for 100 mph and 0.84 for 110 mph).All
othercoeKcients remain Ihe same as shown.
ib)SPF No2 and SYP Na 3�can ba substituted fw SPf Stud Gmde material(ROOt tmsses only).
LOAD CASE(S) S�2ndard
1)Snow:Wmber Increasa=l:t5,Pla�e Increase=7.15
Unifonn Loads(pl�
Verl:2-6=J94(B=3]4).1�=56.4-6=-56
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LOADING(psfl SPACING 2-0-0 C51 DEFL In� Qoc) Udefl L/d PLATES GRIP
TCLL »�8 Plates Increase 1.15 YC 0.37 Ved(LL) -0.14 840 >999 360 MT20 197/144
(Grountl Snow=30.0) �umber Increase 1.15 BC 0.61 Vert(TL) -0.33 8-t0 >730 240
TCDL 10.0 Rep Stress Incr VES WB 0J4 Horz(TL) 0.02 8 n/a n/a
BCLL 0.0 ' Code IRC2009fTP12007 (Matnx) Wind(LL) 003 2-10 >999 240 WeighC 1261b !-T=5%
BCDL 10.0
Ll1M8ER BRAQNG
TOP CHORD 2 X d SVP No2 TOP CHORD Structural wood shealhing directly applied or 6-0-0 w pudins.
BOT CHORO 2 X 4 SYP No2 BOT CHORD Ri9id ceiling direc[ly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SPF Stue'Except' MiTek rewmmends Ihat Stabilizers and requiretl cross bracing
5-10:2 X 4 SVP No.3 or SPF No2 be'installeE Dunng truu erection,in accordance with Stabllizer
SLIDER Left 2 X 6 SVP No.2 3-6-12,Right 2 X 6 SYP No2 3-G12 Installa�ion uide.
REACTIONS (IWsize) 2=810/0-3-8 (min.0-1-8),8=810/0-3-8 (min.�-0-8) This Iruss tlesign assumes the use of Southem Pine lumber values
Maz Horz 2=442(LC 7) that were publishetl in tfie 2005NDS antl pnor to t�e updated a�d
Max Up1ift2=286(LC 9),8=286(LC 70) lowervales adopted by ALSC on June 1,2012. This is being done
Maz Grav 2=817 LC 2),8=817 lC 2 ezplicitly at the tlirection of Frank Avtiel,PE,Engineer ot Record
( ( ) for[he p�oject.
FORCES Qb)-Maximum Compression/Maximum Tension
TQP CHORO 1-2=�122,23=-83W344,3-4=7371370,415=654898,5-1 5=-557141 9,5-t6=5571419,6-16=-654(398,6-7=-732(370,
7-8=830/344,8-9=0/22 :".(j'i rr.
eOTCHORD 2-11=-259/527.17-12=-259/SD.10-12=-259/527.10.13=-94/527.13-14=-94/527.8-14=-41l527 ., `. � „�%! „
WEBS 4-00=224/376,5-10=369/564;670=-224/376 ����, �
�� .�
' r
JOINTSTRESSINDEX �=Q_00,8=0.93,8=024,8=024antlt0=071 .���„ �
2=�.93,2=024,2=024,3=0.00;4=026,5=0.40,6=0.26, ,�
NOTES (7&13) � .�.,�
1)Wind:ASCE 7-05;120mp�;7CDL=6.Opsf;BWL=6.Opst;h=25ft;Cai.II;Exp B;enGOSetl:MWFRS Qow-nse)gable entl zone and GC .1;t i��� -' -
E#erior(2)zdne;rantilever left and�nght exposed:C-C for menbers antl forces 8 MWFRS for reactions snown;�LUmber DOL=1.60�
piata gnp DOL=7.60 - -
2)TCLL:ASCE 7-05;Pg=30.0 psf(9mund snow);Ps=17.8 psf(mof snow);Category II;Exp B;Partially Exp.;A[=t.1
3)Roof tlesign snow load has been reduced lo accou�HOr slope. � � '� �
A)Unbatancedsnowloadshavabeenconsitleredfo�Udsdesign. . _•'
5)This lruss has been designed for g�eater ofmin roof live loatl af 12.O,ps1 or 1.00 timas flat mof loatl of 23.1 psf on overhangs � � ;` " ^
non-mncurtentwithotherliveloads: ' ' � i � �Y_- �
6)This truss has been tlesigned.for tiasic IoaE combinations;which inGude cases wi�h reduclions for multiple concurrent live loads. �
7)This iruss has been designed for a 10.0 psf bottom chorC live IoaE nonconcurtent witFi any other live loatls.
8)'This lruss has been tlesignetl for.a live load of 20.Opsf on Ne bottom chord in all areas where a rectangle 3-&�tell by 2-0- wi
will ft befween lhe.bottom cho�d and any other members;wifh BCOL=�1�.Opsf.
9)Provide mechanical connection(by olhers)oRruss to bearingplate capa�le of withstanding 2861b uplift atjoint 2 and 28fi Ib uplift at
joint B.
10)This huss is tlesigned in accordance with ihe 2009 International Residential Code sections R502.11.1 and R802J02 and
referenced.steoCarC�AN51/TPI1. � �p(� (I
dd�ti�ijSjg'�¢breaks with.fzed heels"Member entl fizity model was used in!he analysis and design of this truss. I�'�ry j\ O � �l'�J
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o�her coeKcienls remain Ihe same as shown.
13)SPF No2 anC SVP No.3 can be substitutetl for SPF StuO Grade ma[enal(Rooi[msses anly).
LOAD CASE(S) Standard •
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NVR Homes,X � � 1250 s Aug 25 2011 MRek Intlushies,Inc Wetl Oct 12 13:03:14 2011 Page 1
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LOADING(psQ gpqCING 2-0-0 C51 DEFL in Qoc) 1/defl Lld PLATES GRIP
TCLL 23.1 plates Increase 1.15 TC 079 Vert(LL) -0.07 &9� >999 360 MT20 197/744
(GrountlSnow=30.0) �umberincrease 1.15 BC 0.38 Vert(TL) -021 8-9 >863 240
TCDL ID.0 Rep Slress Incr YES WB 0.71 Hoa(TL) 0.05 8 n/a n/a
BC�L 0.0 ' Code�RC2009/iPi2007 (Ma�nx) Wind(LL) 0.12 8-9 >999 240 WeigfiC 16216 FT=S!
B DL tOD
LUMBER BRACING
TOP CHORD 2 X 4 SVP No2 TOP CHOR� SWClu21 wood sheatbing directly applied or 5-7-17 oc pudins, excep�
BOT CHORD 2 X 4 SYP No2 end verticals.
WEBS 2 X 4 SPF Stud'Except' BOT CHORD Rigid ceiling directly applietl or 6-0-0 oc bracing.
5-10:2 X 4 SYP No.3 or SPF No2 WEBS t Row at�mitlpt 4-1Q 510,7-10
VJEDGE MiTek recommends tha�S�abilizers and requiied cross brdcing
Right 2%4 SPF Stud be installed tlunng truss erec[ion,in accortlance with Stabilizer
REACTIONS Qb/size) 14=371/03-8 (min.0-1-8),10=1780/0-3A (min.0.29),8=364/03-8 (min.0-0-8)
Maz Norz 14=438(LC e) This truss design assumes lhe use of Soulhern Pine lumber va�ues
Maz UpIift14=706(LC 10),10=-655(LC 9),0=464(LC 7) � thal were published in Ihe 2005 NDS and prior to Ihe updated and
Max Gav 14=471(LC 13),10=1871(LC 2),8=470(LC]4) lower vaies adopled by ALSC on June 1,2012. This isbeing done
explicilly at the tlirecFion of Frank Avbel,PE,Engineer of Record
FORCES (Ib)-Maximum Compression/Maximum Tension for[he pmject.
TOP CHORD 1-14=A54/ifi7,1-2=4728/482,2-3=383/107,34=154/73fi,415=-20�/431,545=-17V571,546=78/574, .,
6-16=-87/428.6-7=4 t0/343..7-8=-505/267 . .�`.1',',•."����. :`:l`�":
BOT CHORD 1344=-504/515.12-03=-765/905,12-17=199/325.11-17=-199l325,10-11=199/325,10-18=407/378.9-18=407/318,���:`�� _
9-19=-107/318.&19=707/318 .�:; . �.. ' '
WEBS 1-13=-429/955.2-03=276/422.2-12=-��2/590,442=0/368.410=-721/457,540=-928/3�4,1-10=-723/454.7-9=0/335..• � ��,�� t,;',
JOMTSTRESSINDEX . .=� �� -
1=0.48,2=0.48,3=0.83,4=0.48,5=0.47,6=0.83,��=048,8=036,8=0.00,9=026,10=0.64,'11 =027,12=4.4QJ3 d33and14 026 � -
. ' i :.ir'.}:` . '
NOTES (12-13) � _
1)Wintl:ASCE 7-05;720mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25R;CaL il;Ezp B;endosed;MWFRS(low-nse)gatile enE zone and C C . �'�
Ezlerior(2)ibne;can[ilever lefl and nghl eaposeC;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 _ .�f
piate gnp�OL=1.60' r
2)TCLL:ASCE9-O5;Pg=30.0 psf(gmund snow)',Ps=23.1�psf(roof snow):Category II;Exp B;Partially Exp.:Ct=t1'
3)Roof design snow ioadhas been reduced to accounl for slope. .`{e`� _.
4)Unbalancetl snow loads have been considered for Ihis desigrt _ /jJ
5)This truss has baen tlesigned�for basic loatl comCinations,which inGude cases with retluctions for multiple concuneM live loads ��
6)This Wss has been tlasignetl Por a 10 0 p'sf tiottom chord live load nonconcunent with any other liva loatls.
7)'This truss has been desgned for a Irve load of 20 Opsf on Ihe bottom chord in alPareas whera a rectangle 3-6-0 tail by 2 -0
will fi�behveen Ihe bottom c�ortl and any other members,with BCOL=70Apsf.
8)Bearing al'pint(s)14 considers pardllel to grain value using ANSIlTPI i angle to g2in formula. Building designer should verify
capaciry of beanng surtace.
9)Provide mechanicai wnnection(by olhers)of huss to bearing plate capable of withstanding tO61b uplift atjoint 14,6551b uplitt at
joint.t0and1691bupliftatjoint8. �,���R � �'7 ����
Continued on page 2 4
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emc�oc�AtltlOional pertnonent bracing of ihe ovemtl sfrucNre e fhe responi Gfry oi iM1e builtling tleigner Fw gen vol qultlaxe regardng'" n m �r i�n.:.
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NOTES (12-13)
10)This wss is Eesigned in accordance with Ne ZO�9µ"ne rea'ctionsx50 56,w lll adtl st G+nld loadsreaction to a speed'of 90 mph(Orfi9 to�r 100nmph a dS0 84lfor 110 mph).All
»)"Semi rigidpitchbreaks with fxed heels�Member enE flzity model was used in lhe analysis�anC design of�his tmss.
12)Designs checked for ASCE�7-OS wind ai 120 mph,
other coeffmients remain the same as showa ,
13)SPF No2 and SVP No.3 canbe substiWled for SPF SWd Grade matenal�(Roof Wsses only).
LOAD CASE�S) StandarE
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LOADING(ps� SPACING 2-0-0 C51 DEFL in Qoc) I/de9 LJd PLATES GRIP
TCLL »�B p�ates Inuease 7.15 TC 036 Vert(LL) -020 &10 >999 360 MT20 197/744
�cm�nasnwV=ao.o) Wmberincreasa f.is ec o.�i vert(r�) -oas a-io >s�3 zao
TCOL �4�4 RepStresslncr VES WB 0.90 Hoa(TL) OA2 8 n/a Na
BCIL 0.0 ' Code IRC2009/TP120W (Matnx) Wnd(LL) 0.04 2d0 >999 240 Weight 13416 FT=S°k
_@S'.D
LUMeER BRACING
TOP CHORD 2 X 4 SVP No2 TOP CHORD Structural woo0 sheaihing direclly appllee or GO-0 oc pudins.
BOT CHORD 2X 4 SVP No2 BOT CHORD Rigid ceiling tliiec0y applied or 10-0-0 oc Cracin9.
WEBS 2 X 4 SPP StuC'ExcepC MiTek recommenAS that Stabilizers and required cross bracing
5-10:2 X 4 SVP No.3 or SPF No.2 De installed dunng tmss erection,in accoraance with Stabilizer
SLIOER Left 2 X fi SYP No1 3-9-11,Right 2 X 6 SVP No.2 3-9-17 Installation��uide.
This huu design assumes�he use of Southem Pine lumber values
REACTIONS (IWsiza) 2=876/03-8 (min.04-8).8=876/0-&8 (min.0-1-8) Ihat were published in Ihe 2005 NDS and prior�o the updated and
Max Horz 2�171(LC 8) lowar vales aCOpted by ALSC on June 1,2012. This is being Cone
Max Uplift2=301(LC 9),8=-301(LC 10) ezplicilly al the direction oi Frenk Avbel,PE,Engineer ot Rxord
for fhe pmjecl.
FORCES (Ib)-MaximumCompressioNMaximumTension
TOP CHORD 1-2=022,23=-B8Bf368,3-4=79&396,445=709/426,515=-60fl�44B,546=-608/448,Fit6=-709/426,6-7=796/396,
7-8=-888/368,&9=0/22
BOT CHORD 2-11=-276/573,11d2=276/573,10.12=27&573,70.13=764/573,13-14=-104l573,&14=104/573
WEBS 4-1�=-246/403;5-00=396/625,6-10=-244/403 � ''��i7�+;;.
.�������",i., ....;�li.
JOINT STRESS INDEX �� �� �
�J' . i n_)��•
2=076,2=025,2=025,3=0.00,4=026,5=0.45,6=0.26,7=0.00,B=0:76,8=025,8=025and10=0.80 ����`�.�.' ._ :.,,
� '" i:i!�t q . _.. _
NOTES (t2-13) � ••��.;.,,«l�� .. . -
7)WinC:ASCE 7-05;120mph;TCDL=6.�psf;BCOL=6.OpsQ h=251t;Cat.II;Fxp B;enclosed;MWFRS(IOw-nse)gable end mne antl GCC: �_ . �
�terioi(2)zone;wntilever le%and nght er.posetl;GC tor members and forces 8 MWFRS for raactions shown;Lumber DOL=1.60 _ . ,
plate 9np DOL=1�.60 = _ !a,', !,!.:"."(i +`"'' . '
2)TCLL:ASCE 7-05;Pg=30.0 psf(grounE snow);Ps=17.B psf(rmf snow);Category II;EnD 0;PaNally Exp.;Ct=1.1 _ �-� '.
3)Root design snow loatl has been reducetl lo account(w slope. � '
4)UnbalanceC snow loatls have been consideretl for-Nis tlesign. i�%\ � ''�.w
5)This wss has been tlesignad for greater of min roof live IoaE o112.0 psf or 1.00 timas Bat roof load oi 23.1 psf on overhangs � ��i ,
non-mnwnentvniholherliveloads. � � ` ^ �.�
which indude cases with retluctions for multi le concurrent live loads. ' �
6)This Wss has been CesigneE for basic loatl wmbinations, P /�'%/�,�"���^.1-. � �}�"��`
7)ihis wss has been designed for a�10.0 psf bottom chortl live loatl nonconcurrenl with any oNer live loads. �Ijt���:���� •�'
e)'This wss has been designetl for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 vnde
will fl belween tha bottom chord and any other members,with BCDL=10.Opsf.
9)Provitle mechaniql connection(by others)oi Wss to bearing pate capable of withstanEing 307 Ib uplift at joint 2 and 301 Ib up�
joinl B.
10)This truss is CesigneC in accortlance with ihe 2009 lnternational Residential Code sections R502.11.1 and RB02.102 and
referenceG standard ANSI/rPl i.
11)'Semi-rigiE pitchbreaks with fxad heels'Member end fixiry madel was used in the analysis an0 design of lhis truss.
Concinuetl on page 2 Iti'�AR 0 7 201 J
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12)Designs checked for ASCE 7-OS wind al 120 mph,wind reactions x o.56 will adjust wine loatl reac[ion lo a speed of 90 mph(0.69 for 100 mph and 0.84 for 110 mph).All
other coefficients remain the same as shown.
13)SPP No2 and SYP No3 wn be 5ubstiWtetl for SPF SWE Grade matenal(ROOf Irusses only).
LOAD CASE(S) Standard
�tVARNING�Ve.vJyd a paivmclersandRfiAONUIFSOAlHfSdM)IM;LfNEDMIlEKR6FFRRAC&PdGEHIfIC]39Fi'URELlSF . . .
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P' t Oft tsfX V1' f5'03-4 0-2-81
LOADING(psn SPACING 2-0-0 CSI DEFL in (loc) I/tlefl LJd PLATES 6RIP
TCLL 23.� Plales Increase 1.15 TC 079 Vert(lL) -0.06 8-10 >999 360 MT20 197/144
(Gmuntl Snrnr-30.0) �umber Inuease 1.15 BC 0.38 Vert(Tl) -020 840 >901 240
TCDL 10.0 RepStresslncr YES W6 071 Horz(TL) 0.05 8 n/a n/a
BCLL ��� � �deIRC2009lTPI2007 (Matrix) Wntl(LL) 0.10 B40 >999 240 WeighC1641b FT=S%
B DL 70.0
LUMBER BRACING
TOP CHOR� 2%4 SYP No2 TOP CHORD StruGUral wood sheathing tlirectly applied or 5741 oc purlins, excep�
BOT CHORD 2 X 4 SVP No2 end verticals.
VYEBS 2 X 4 SPF�SWtl'Except' BOT CHORD Rigid ceiling directly applieE or 6-0-0 oc bracing.
5-17:2 X 4 SYP No.3 or SPF No2 WEBS 1 Row al mitlpl 4t 1,517.7-11
VJEDGE MiTek recommends thal Stabiiizers and required cross bacing
RighC 2 X 4 SPF SNtl tie installed dunng truss ereclion,in accordance with Stabilirer
REACTIONS Q6/size) 15=371/0-3-8 (min.04-8),11=1776/0-3A (mia 62-3),8=426/03-8 (min.04-8) This Wss design assumes[he use of Soulhem Pine lumbervalues
Max Hoa 15=440(LC 7) thal weie published in Ihe 2005 NDS and prior to the updated antl
Mart UpIitt15=119(LC 10).11=645(LC 9),8=238(LC 10) �ower vales adopled by ALSC on June'I,2012. This is being tlone
Max G2v 15�74(LC 14),11=1866(lC 2),8=545(LC 15) ezplicilly a�lhe Cirection of Frank Avbel,PE,Engineer of Record
for�he pro�ect.
FORCES pb)-MaximumCompressioNMacimumTensian
TOP CHORD 145=457/165,1-2=-1133/474,23=389/113,3-4=460/141.4-16=-194/349..5-16=166/569.517=-73/573, ,`,•'.1:..;.' ';.
6-17=-82/427.6-7=105/342.7-B=-W2/272.8-9=027 ,,�`)' _ . ;q,
BOT CHORD 1415=493/529,1314-753/908.1370=194/332,1248=-194/332.11-12=d94/332.17d9=-99/314,1049=99/314. .�:` ,, ^.i.,.-�;� •
10-20=-99l314,8-20=99/314 �� � - ' ' �:° �'� '
WEBS L16=122/957.244=270/431.2-13=-]03/580,4-13=0868.4-11=-728/455,5-11=-92�/306,7-11=-]i7/445,7-10=O1334'� . . ,,
' :�.'. ".'i
JOINTSTRESSINDEX ' ' ' - _
1=0.48,2=068,3=0.55,4=0.48,5=0.47.6=0.81,7=048,8=0.39.8=0A410=026,11=0.64,72=026,13=0.40,_1,4=�33and15=0.26 � _
' ::�-` . ' . (` _'
NOTES (1344) '- '
i)Wintl:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enGOSeC;MWFRS(low-nu)9able en0 zone antl C G: + �'.,'_' _
EAarior(2)zone;canlilever left anE righl ezposed;GC/or members and forces 8 MWFRS for reactions shown;Lumber DOL=1 60 t .F',. �, `.�e,
plategnpDOL=1.60 . ° ., `;'-'=.�, -,:='
2)TCLL ASCE 7-05;Pg=30.0 Dsf(gmunC snow);Ps=23.1 psf(mof snow);Category II;Ezp B;Partielly Exp.;Ct=1.1 '�'iJ,.�C�;`f'1' ��^. ���
3)Root tlesign snow load has been ieduced to account far slope. ,i,.' •�:\;A �C�'
4)Unbalancetlsnowloatlshavebeencan5ideradforNistlesign. '�i:[• �� �
5)This truss has been designed for greater of min roof iive loae of ifi.0 psf or 1.00 times flat roof load of 23.7 psf on overhangs�
nomconwrtent with other live loatls.
6)This Wss has been designetl Po�basic IoaE combinalions,which indude cases with reductions for mulliple concurtent live IoaCS.
7)This Wss has been desi9neC for a 10.0 psf.bottom chord live load nonconcurrent with any other live loads.
8)'T�is wss has been desi9ned for a live load of 20.ODsf on the bottom choM in all areas where a rectangle 3G0 tall by 2-0-0 wide
will fit belween Ihe bottom chord and any other mem0ers,with BCDL=10.Opsf. y {y5 r1 D O r� /fi 1 v
9)eearing at 7oint(s)15 considars parallel ro grain value using ANSIRPI 1 angle�o grdin fortnula. 8uilding designer should veM � �(���\ t L U
capacity N beanng suAace.
Cantinuetl on pege 2
VWApMNG ,VmNdesG G� �mandRF1D1/01ESONTHfSANDiNC/.UDFDI�IFXRSiFltF+K6PdGEMf]C]3NfifORfiUSE ������
DevpnvaGtllorvse M. iM1Mlekcm � fas ih'¢Ca 8 � ��onHuponpa metenYwwri E IaanMivkiuolWMUqco ponent.
nppYCablliryoltla g pa metonanOp perincapa 1� ol pone t xPOnSbIMoI� Itl gtl grier itmsstlesigne B nBS�o`e'n
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Job Tiuss TrussType '
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ORDERS �,p5p s Aug 25 2011 MTek Indusfios,Inc. Wed Oc112 13'.03:152011°PaB�z���
NVR Homos,X I�'ZZEx:YW�HDmkOtoSW�`h7LllikwiV-w4htlkKgElu8o0A0WYR868QGMDVOMN00PY9a�tlyU9og
NOTES (�3-�4) .
i i)This ltlruss s design'ed In acco�dance wth the 2009 Glemation al Residenbal�Codehsec�nons R5021 t 7lland�R80210 2 anC�refarencetl standa tl ANSIRpjiR at joinl8.
�p)"Semi-rigid Ditchbreakswith fxed heels"Membervend fizity mo0el was usetl in lhe analysis antl desi9n of this wss.
13)Desigrvs checked for ASCE 7-OS wind at 120 mph,wind reaclions x 0.56 will adjust wintl load reaclion to a speed ot 90 mph(0 69 for 100 mDh and O.B4 for 110 mph).All
other coe(fdents remain the same as shown.
74)SPF No2 anA SYP No.3 canbe substiwted for SPF Swd Grade matedal(ROOf wsses only).
LOAD CASE(5) StanCa�d �
I
' ���y�dppep��SONTHISdNDINCLUDF�IN]FJC1�FnSN�&Pd4FHI1]OT.i�9f3'ORE1f.SA ...����C�
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Desgn vo4tl IW�I.B onN w�M1 MTek ConneC�oR,iM1tt tlBiBn Is bafeC IY. P�^�°r0^�� ���alltl 6�IXO iM�d�l Wlb 9 C TpDn¢f1, .,.
�isiNtlion 61�a esp�ns billiry of\M1a �,Mi i�.r n ���'
' qppicabiryo�Eev9�"m�tlNd 1ewabmembcearso M��CditiwwllemDav�ybtocn9�b�w.,stab4lNtlurv�6na o�irvss eu8n
5fub�mai�uDW!�� Il�elvdluqtlesgr�x.ia9e^erolBUitlorcaregartlirg B18SOUMSidaROea
erec�w.AtlQ��onol pe�manent bmcirg o�1M o�e�al slmcMe'c Te�PO^"�N° p EOenbn.NG 2J933
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ORDERS FA-98708 SPEC 1 1
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611d
a�� Swle=1]93
This tmss design assumes the use of SouthemPine lumber values
Ihat were publ'shed in the 2005 NDS and prior to the updated and
a�� �2 5 3xa II lower vales aEOpted by ALSC on June 1,2012. TOis is being done
6 explicitty at lhe tlirection o(Frank Avbel,PE,Enginoer of Rewrd
for Ne'projecL
Za zs 3xs�
3x6 i 3��
3a5� �
a e
3 a.iz�
9
3x4 �l
3x6% 10
3Ai% Z
1 1] 14 11
16 t5 �o ��¢
� 6ri2- 13 �o
21 20 19 1B 0x4 = 5� _
Sxfi ° Cx< ° 26 3rE°3x< I I 3xC I I ax6=
3xa II 6xe=
24 9x4=
3x4 II B.00 12
tbza ]+.x
1�1615 611-15 �Sl1d 1 L ]1S1} 38&B 16Bd ]M1Yd
1.161• l.t-1 � .
Pi � orrs � a n rs o-si o z m n3 a�o o-3-�zt -
LOAOING(ps� SPACING 2-0-0 CSI DEFL in Qoc) I/dell L/d PLATES GRIP
TCLL 23�� Plates Inaease 1.15 TC 072 Vert(LL) -0.06 20-21 >999 360 MT20 197/144
(Gmuntl Snow=30.0) Lumber Increau 7.15 BC 037 Vert(TL) -0.16 20.21 >999 240
TCDL 10.0 RepS�resslnu VES We 0.68 Hoa(TL) 0.07 11 n/a n/a
BCLL ��� �� CoCeIRC2009lrP120W (Matfiz) Wind(LL) 0.0520-21 >999 240 Weight:1971b FT=S%
B DL
LUMBER BRACING
TOP CHOftD 2 X 4 SVP No2 TOP CHORD Struclu2l wood sheathing tlirectly applied or 5-10-05 oc putlins,
BOT CHORD 2 X 4 SVP No1'FxcepC ezcept end verticais.
G16:2 X 4 SPF SIUO,11-13:2 X 6 SVP No2 BOT CHORD RigiE ceiling directly applied or FO-0 oc bracing, Except
WEBS 2 X 4 SPF Stud'E:cepC 6-8-14 ac bracing:20-21
519:2 X 4 SYP No.3 or SPF No.2 70.0-0 ac 62cing:11-13.
t Row at midpt 6-17
WEBS 1ROwatmidpt 649,579
MiTek recommends Ihal Stabilizers and required crau bracing
be installed dunng truss erection,in accortlance with Slabilizer
Installation uide.
REACTIONS QWsize) 22=299/038 (min.0.1�8),17=284/0-3-8 (mia 0-1-B),19=1859/0-3-e (min.0-2-7)
Max Hoa 22=439(LC 7)
Maz Uplift22=91(LC 10),11=208(LC 1a),19=E31(LC 9)
ManGrav22�28(LC14).11=404(LC15).19=2080(LC2) .. `:'�1;�;•'i.
�.�D" '���i�
FORCES (Ib)-Marimum CompressioNMaocimum Tension ��?�,:� �`� ' �'%
TOP CHORD 1-22=-010227.1-2=-102&597.23=307/187.3-6=82259,4-24=105/527.524=-78!l61.&6=49/616.625=-74/667. :. .`T .-.
7-25=-]8/569.7-8=-96/486.8-9=174223.9-10=-586/310.10-11=6]]2B6.1b12=0/31 '` �. ..'.
> t.
BOT CHORD 21-22=�92/528,20.21=-875/972,20-26=297/396,19-26=-291/386,18-09=56/0,1748=48/0,6-17=374/260, �- �
1617=138/230.7516=407289,id-05=707289,1344=-117/512,17-13=1]5/493 _ . - "- � _
WEBS 1-21=-507/871,2-21=290/44'1.2-20=-668/589.4-20=0/370.449=72'I/454.549=4242226,17-19=-596/557, �. .,.�:`�::,", �`
5-17=202/482,847=530/309.&16=49/315,945=0/100.1016=39/112.9-14=-9N271.9-16=-299/153 = : i,:,:;.i.,_' - '
JOMTSTRESSINDEX �-��"� � ��,.,��, ~•,,:f �? �'� �`-
1=0.48.2=0.48,3=0.84,4=0.48.5=�.95.6=0.27.7=0.19,8=0.48.9=0.45.10=026.11=0.18,13=Q19.16=0.44.16=0.28:15=0�26;16.=0:54,�17?�0.56.18
=026.19=0.64.20=0.40.21=0.31,22=026anE23=02fi �' `'''. "�-.^.^^., ��:�^�:�-;, �:
�.'<t"t�,. ��,, �
NOTES (1344) ''i�':��rrr�'`�.' -_ `
1)W nd:ASCE 7-05;120mph;TCDL=6Apsf:BCDL=fi.OpsF h=25tt;CaL II;Fxp e;endosetl;MWFRS Qow�nx)gable end zone and GC "'�!i;���'' `�
Ex[arior(2)zone;wntilever lefl and nghl exposed;C-C for members antl forces&MWfRS for reactions shown;Lumber OOL=�1�.6.0�y �
plala gnp OOL=1.60 � 4/�
2)TCLL:ASCE 7-05;P9=30.0 psf(9mund srww);Ps43.1 psf(rool snax);Category II;Exp B;Partially�p.;Ct=1.1
3)Roof tlesign snow load has been 2duced to account for slape.
4)Unbalanced snow loads have been considered for this tlesign.
5)This Wss has been tlasigneC for grea�er of min mof live loatl of 16.0 psf or 1.00 times tlal rwf IoaC of 23.1 psf on overhangs
non-concurtent with other live IoaAS:
6)This truss has been designetl lor basic loatl combinations,whlch indude cases wi�h raductions for mul[iple conwrrent liva loads. �fIAR O 7 YO� �
Conlinue0 on page 2 �
VWARMNG Vertjyd a varamd. mdRFMfAlESONINlSdNDINCLUUEDlII1FJCREFtRFJ�CEPAGEIOf]4T•IBFFOrtEVSE ��;I .���
Oagn valtl in usa oNy v!tln A4i k comeclan.me aesp basetl onry upon pammetm sM1Own r�d e ip an I�#vN�al bultlmg cwnpo.ent. 6�
Appfcabiliry ol tlevgn porame� rs oM p'ope Incorpaatp ot compar.en�Is responslti Ilry ol bvild g dev9^�' ��Oalgn .Btac g sliwn L
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Job T�uss Truss Type �ry Ply
E6191884
OROERS EA-98708 SPEC 1 1
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NOTES (13-14)
7)This Iruss has been tlesigned for a 70.0 psf bottom choN live load nonconwrrenl with any olher live loads.
B)'This wss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rect2ngle 3-fi-0 tall by 2-0-0 wide will ft between ihe bottom chord an0 any
olher members,with BCDL=tO.Opsf.
9)Bearing at joint(s)22 considers parallel ro gain value using ANSIliPI 1 angle to 9rain fortnula. Building desi9ner shoulC venfy capaciry of beanng wrtaca.
10)ProviGe mechanical rnnnection(by others)of Wss to beanng plate capabie af withstanding 91 Ib uplift atjoinl22,2081b uplift atjoinL71 and 631 Ib uplifl aljoint 19.
11)This wss is designeC in accortlance with Ne 20091n�emational Residential'Code sections R502.11.1 and R802.102 and referenced standard AN51/TPI 1.
72)'Semi-ngid pitchbreaks with fizetl heels'Member end fxiry model was used in the analysis and Gesign of this Wss.
13)Designs checke0 for ASCE 7-05 wintl a[120 mph,wind reactions x 0.56 will adjust wind load reaction to a speed of 90 mph(0.69 Por 700 mph and 0.84 for 110 mph).All
�olher coeHpents remain�he same as shown.
74)SPF No2 and SVP No3 can be substituted for SPF Stud GraEe matenal(Roof tn,sses only).
LOAD CASE(5) S�andard
I�WARMNG Ven/y d p� pa�vmK.- nd RFaD M)SES ON IHJS dND/M;LU�FD MI1EK IiF3'ERfiFC6 PAGE lflf]O T3 AFFORS[ASE i•r:r.�i�•w,i r
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aY PN Efi171885
_SPEC, __ , , � �
OROERS EA-98)09 � -
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NVRHomes,X ID:ZZ6cyW�NOmk�foSWtVJ7LfjzkwiVsTp090iUGWOW(UAv9sAiDtlNCll�bqJrgGG9hWyJ9oe'------°��:-.
- - r t �.si ia�
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i.ia-is �-�-�
scaia_i:�e.i
s.c�
em i2
s
1] 9x6 Q
3ae�i 16 3xfi Q
3K8 i 6
e �
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3x6��
fix8� 2 8
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Sx6= `Q
� b 16 �� 10 12 �� 19 �� 20
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3x6=
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PI te OH �s1S.V�' ' "2" '
LOADING(psQ SPACING 2-0-0 DEFL in Qoc) I/defl Ud PLATES GRIP
C51 MT20 iW1144
TCLL 23�� plates Increase 1.15 TC 078 Vert(Ll) -0.07 &10 >999 360
(Ground Snow=30.0) �umberincrease 1.15 BC 0.37 VeM1(TL) -0.?0 8-70 >B97 240
TCOL ���� RepSlresslncr VES WB �.63 Horz(fL) 0.02 8 n/a Na yyei hti631b FT=S%
BCLL ��� � Code IRC2009lfY12007 (Matnx) Wind(LL) 0.10 8-10 >999 24U 9
� BRACING
LUMBER TOP CHORD SwGural wootl sheathing tlirectly applied or 5-10-1 oc pudins, ezcept
TOP CHORD 2 X 4 SVP No2 end verti�als.
BOT CHORD 2 X 4 SVP No2. BOT CHORD Rigid ceilin9 Directly applied or 6-0-0 oc bracing.
VJEBS 2 X 4 SPF SWd'EzceO�� WEBS 1 Row at mitlpt 4-11,5-11,7-11
5-11:2 X 4 STP No.3 or SPF No2 MiTek recommends that Stabilizers and required cross Eracing
WE�GE be installed tluring Wss ereclion,in acwrdance with Stabilizer
Right:2 X 4 SPF Stud
This truss design assumes the use of SouNem Pine IumDer values
REACTIONS (IWSize) 1=390/0-3-8 (min.D-1-8),11=1701/03-8 (min.0-2-2),8=461N38 (min.0.1-81 �hat were pu�lished in the 2005 NDS ane pnor to lhe updated and
Max Hoa 1=-439(LC 7) '
Max Upii1t7=705(LC 9).11=566I��9�•8-Z25{LC 10) lower vales adopletl by ALSC on June 1,2072. This is being tlone
Max Grsv 1=500(LC 14),11=1779ILC Z).8'`.�6�ILC 75) fo pi�Ce y�role�direct�on of F2nk Avbel,PE,Engineer o�Record
FORCES (Ib)-MaximumCOmpressioNManimumTension ��-.
TOPCHORD 1 4 5=3011 9,1'2='7048l310.2-3=453N8,3>=22M123.4-16=-1�SI284.5-16=-7fi/499.517=-Y/502.F17=bl358. .'`i�.1��::=::i�,'i,,,
6-7=-29/277,7-8=-541/170,8-9=0/27 11-12=-234/381,1749=-7&34fi,1049=-16/346, '��" - ��' "•�
73-18=234/381.12-18=234/381, ��� . . ..�:.:; ,.
BOT CHORD 74-15=21/42.1344=-471/866. `� .a .
10.20=161366,&20=16f346 g-11=-8491241,1-11=]15/446.]-f0 W334 ;'�� � _
1-16=�fi7/897.2-14=-0R36.2-13=�St9/429.413=0/359:4-11=-713/434,
WEBS 7 r1� ," '(l f. '.,- �
JOINT STRESS INDEX � .
1=020,2=.0.48.3=0.55,4=0.48,5=0.46,6=0.80.7=0.48,8=0.39,8=0.00,10=026,11=0.66,12=027.13=0.d0,14=A.32�znd'A5�=026 ( ` �
_ `� .n' . -
� f ' _
NOTES (14�15) � ���• `
7)Wind:ASCE 7-05;120mph;TCDL=6.Opst BWL=6.Opsf:h45ft;Cat II;Ezp B;enGosed;MWFRS(low-riu)9aWe end zone antl C C 1 `
Ezlerior(2)zone;canlitever left and righl exposed;GC for members and foices&MWFRS for reactions shown;LumEer DOL 1 60 %�? ,
_.� �
plate grip DO1=1.60 � Ps_23� � �pf snow):Category II;Exp B;Partialty FxP.;Ct=7.1 /
2)TCLL�ASCE 7-05;Pg=30.0 psf(ground snow: PS � � �~`i�j1
3)ROO1deslgnsnowloadhas�eenreEUCedroaccountforslope. �:�;, ' ' ��t'.
1' � ,
4)lJnbalancetl snow loads have been considerad for this design. ��
5)This wss hes been designed for greater of min roof I'ne IoaG of 16.0 psf or 7.00 times flet roof IoaC of 23.1 psf on overfiangs
non-concunent wieh other live loads.
6)This wss has been tlesi9ned for basic IozE combinations,which inUude wses with reductions for mNtiple conwvenl Ilve loa s.
7)This Wss has been designetl tor a 10.0 ps1 bottom choN live IoaO nanconwrtenl wIN any other Ilve loads.
e)'This Iruss has been tlesi9ned for a live IoaO af 20.Opsf o with BCDL 10.psf.all areas where a racta�9�e 7-6-�tai�bY Z-0-O'Mde
will fil between fhe bottom chortl and any�olher membeB,
9)Bearin9 at joint(s)1 consiEers paallel to grain value usin9 ANSIlrPI 1 an91e to 9rein formula. Building designer shoWC veriry capaciry � ��I��
u(beenngsuAaca I�iAR 0
Continued on page 2
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ex�d.Atltli�ional P�^�nm�brocirg oi iha weta151NCNra b ihe resporttid4N oi t�e WdCrtq tlev9^e�.��°�9�^�B re9artl�nB
e g.consu B1BSOU�idaROeE
Ioblcalion.q��irymnVOl.s�wa e.tlefrvery.areciionar�tlb�acin I� pNSIpPI1�uaIINCMeM.�56-B9anGEC51luPdingCOmponeM EEOmm�.NC9933
���.�•.o�w lac�ib�le hom i(s�Pb�e IntlNle:2�N...e ��.�'.?M1�.Nexar�dna.VA 22i14.
JoE Tmss TrussType �ty Pty
E61]1805
OR�ERS EA-9B709 SPEC 1 1
nF Rol.,mnrw InnYnnall
—�••.••.. •.NVRHorries.% "�."'�"•." . .'— . .- .. =•.�"_..'=.—""..�.2WSAU925PO11��MReklntlustries.�inc.:Wad.00i1213:03:17.2011 Page2_ :
_ . _..,._......:.�-.�._�.� . ...�_.
' ID Zz6cyWtH�mkINoSW1VJ/LfjzAwiY-sTp090iUGWONMUAvgsAa�dNC110EqJrgGG9hWyU9oe
NOTES (14-75) ,
10)Provlde merhanipl mnnection(by oNers)of Iruss to bearing plate rapable of withstan0ing 1051b uplifl at jolnl 7,S661b uplift a�joinl 71 anC 2251b uplifl a�joint 8.
11)This Iruss is designed in accordance with the 20091nlemational Residential Code sections R502.11.1 and R802.102 antl referenceC standard AN51lrPl t.
12)"Semi-ngid'Ditchbreaks with faed heels'Member end faity model was useE in the analysis ane design of lhis Wss.
13)Gap benveen inside ot rop chord beann9 and frst diagonal or venical web shall not exceed O.SOOin.
14)Designs checked far ASCE 7-05 wind at 120 mph,vnnE reactions z 0.56 vnll atljust wind load reaction lo a speed of 90 mph(0.69 for 100 mph anC 0.84 for 110 mph).All
other coeKCianls remain the same as shown.
75)SPF No2 and SYP No.3 can be substiNted for SPF SWd Grade matenal(ROOf Irusses only)..
LOAD CASE�S) Slandard
A WARMM: V fL d a v ramdm nnd RA.�D NOTES ON 1HIS dND INCLUDFy Iff1FX RP.FERFNCF.PdGE 191]4J3 BSfORS US& . : .
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qppfcobil➢yo�devg pa t� ndPmperr¢omaalronoicomponenisepo�iLliryol� Id Otl g r-nottmssdasgner8 ng�awn
elnbbralmPpMOlntlrvbwlwebmembenoNy Atltltoriol�emparorybr rngioinsumifab'I'Ntluin9mnshucfon3�hereiporvibJlityollhe
ereClw.AtlEitional permonenf GL<irg o(IM OvB:ai xM¢Nre rs tt�e raxpattiGiry ot iM1e Wi��g tlasgnec FIX 9a�al gvl�nce fepO�dvig n�/.u..r iarei.i�.
fodkation.q�o4rycon'rd.slwoge.tleN.cry.arocl'onar�dbmcvip.cowAt �N51/fPI1Wn61vCMerla,�3l�l9aMlC51lvBClipCOmpoiroM B1BSOU�NeROaE
Safah Inb�maXan�avdloble hom lmss Ybta Im�itote,481 N.lee Stmep ioite 312,NlexarWna.Vq 42]I L Etlenbn,NC Y)9J2
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pLATES GRIP
�ate ORse4s X V: :0-5-1 0-2-0 14: -2-4 0- -0 DEFL in (loc) I/Eefi U4 MT20 1971144
LOADIN6(ps0 BPACING 2-0-0 C51 Vert(Ll) "O.Ofi 20-21 >999 360
23.1 TC 0.71 Vert(TU '0.15 20-21 >999 240
TCLL Plateslncfease ���5 gC 0.38
�GrouiWS�wvr-300) Lumberlaaease 1.15 WB 0.61 Hort(TU 0.64 ti a/a n/a Wei hL1991b FT=S°!o
TCOL ���� RepStresslncr VES Wind(LL) O.W 20-21 >999 240 9
B0.L 0.0 ' Code IRC20WlTPI2007 (MaMz) �
BG�L 10.0 g(tpCING lied or FO-0 oc putlins, except
LUMBER TOPGHORD Structurolwood�sheaNingdirectlyapp
TOPCHORO 2X45YPNa.2.
endyerticals.
BOT CHORD 2 X 4 SVP NaYExcepP� BOT CHORD Rigitl celling dlrectly applles'�6-0-0 oc bracing. Excap:
1 Row 3�midpt a19 5 19
y1g�,2X45PF5wtl,i1-13:2X6SYPNo2 WEBS 7Rowatmitlpt
WEBS 2 X 4 SPF Stud'ExcepC
5-19:2 X 4 SYP No.3 or SPF No2 MTek recommends that Stabilize n a��ance wih55labill e9
be ins�alled during truss erection,
� ti u'
Thistruss design assumes the use of SouNem Pine Wmber values
ihat were published in the 2005 NDS and prior to the updated and
'REACTIONS (�blsize) 1=315103-8 (min.0-7-8),11=317/43-e (min.0-1-8).19=��88�03-8 (min�.�-2� �Wefva�e5adoptedbyALSCOnJUnet,20t2. Thisisbeingdone
Max Hoa 1=-038(lC 7) 59_57���9� ineer of Reco�d
Maz Up�ift1=99(LC 9)�>>=��ILC�D), explicitry al Ihe direclion of Prenk Avbei.PE,En9'
Max Grav 1=442(�G 14).11=435(LC 15),19=19971LC 2) (pr lhe Prolect.
' 424=-69/458.5-24=�2/692,5-6=0/540.�25=34/590, -
FORCES (Ib)-MazimumGOmpression/MaximumTension „�� �
TOP CHORD 1-22=-291t7.1-2=-936/286,23=3461'134,3-4=-1231206, ��_12=0131
9-10=-814/197,10-11=-440/t15. 6_1j__3691260. \'��:" f' �;�..
]-25=38/492.].8=-57/409.8-9=-4601239: _�.. ..r.., -
BOTCHORD 21-22=24I41.2027=-549I7762026=-307140619-26=301/4061849=-55/0 �13g591317
�� �6-17=-81216 t5 t6=81(216 '1445=-251350 10-14=0/24-19, 708I432145-19 t194f2t7,i1-19=5351554.
� WEBS t-21=-545�808 221=0/?26;220--605/429 420-01363. 4 _ ,' °.
� 5-17=177/504 B 17=-5361309.8-t6=0@W.9-15=2641792.8-15=-207/424.1013=310199 9-14=-56/386 ..
I JOINTSTRESSIN�EX 0.69,9=0.64.10=0.67.11=0.13.'13=072.13 00� 14=a53 1`3 000 75 0541fi 0.2617 ::
I t=0.18.2-040.3=083 20�'�0,2109�33 2z=02fiand23�=0.26 ' ��a '
=0.56,18-026,19=064. .
` n
i NOTES ('14t5)
'I � GC for members and forces&MW FRS for reactions shown;4umber OOL=1 60 i '/J� '`�I
�)Wind:ASCE�7-O5;120mph;TCDL=6.ODs1,BCDL=6.Opsll h=25ft;CaL IC Eap B'.enGOSe4 M`lYFRS(iow-rise)9ab�e end zw�e and�C-C
Exterior(2)eone;�cantilever IeII and,nghl exposea; �
' plale 9rip DOL=1.60 �ps=23.tpsf(rooi snow);Category II;Ezp B;Partiaiiy Ezp.;CY-1.1
'I 2)TCLL:ASCE 7-05',Pg=3a.�Psf.(gmund snow);
3)Roof tlesi9n snow load has been retlucea to account for slope.
� 4)Unbafanced snow loads have been consiCered for�his tlesign.
� 5)This[russ has been desg�eQ tor greater ofmin�ro�f live load�of 16.0 psf or 1�.00 times flat roof load ot 23.1 psf on ove angs
non-wncurrenf with other live loads. which inGude cases with reEUCtions for mWtiple concurtent live loads. ����
fi)This Vuss has been designed forbasic load wmbinallons. �,��� � �
7)This Wss has�been desiqned for a 10.0 psf tiottom chord Ilve load nonwncurtent with any o�her live�oaes.
Gontinuedbn page 2
i OWdRIANG Veriludna O -mdeis dRSAD1IOTESON]NISAN�te�rsLsnUDf��'�F.�REF�bPtlGg�r�a^BEFOREU56 �tl.��V��
¢b�¢ud N Po P �^ � ft ssnesgn 8 y 9sM1Own
Desgnyold tw sa onN.'N���M� K c nectae 1N+de 9 � �ab I ly tl 6 c n fiu � � �� � p bIIM of iM1e
APGIicObllY �4 S9(tPalO Bt¢R CPfOPefnCaPAdE11 il� PQU�1''Gr P9��hBbVltln9tlBg9 M fJ 9 afO19uICO C lB9ob��9
'ofo�ble�alwpP�otuidivWV Iweb mbers N �y��yo Component BtB�unESlEcRoaE
erecin.AtldY alpermon nibmc goftheo
XsM�ct e�¢�he�wlt ANSIpPIIOUaIII�'Cdfetla.OSB'89andB618u11Elnfl EEenlon NG2]932
lobncati a �N�ontroL Awa9e•tlel ery,era t n nd bmcing
. � ��.nxi�ClehoR�imssPla�elnstiW 281N:Leew^.::.a5e:ewnr.Anaxon�On'V'4v14.
Job Tmss TmssType Qty Pty
E61]1886
OR�ERS EA�9B]10 SPEC 1 1
nn Rolo.on�a(oofonail
.... _., NVRHOmes.X . .� _ . .;,'_,._...,_i ._.... .-:. �._ . .-..�_,......, .1.]150_sAU925.291,1.MiTeklndusines:lnc WedOCt12'13 03 19 2011;Page2�. .
_ IO:Zz6qWIHOmkQ1oSWPMLfjzAwlVarwBaijko]tEvrtKHnGD212SZdqvFlDZzkaeoZ0yU9oi �
NOTES (14-05)
8)'This imss has been designed for a live loatl of 20.Opsf on lhe bonom chortl in all areas where a rectangle 3-6-0 tall by 2-0-0 witle wil�fit behveen the bottom chortl and��any
other members;with BCDL=10.Ops1.
9)Bearing at joint(s)7 considers parallel to grain value using ANSIfTP�1 angle�ogain formula. Builtling designer should verify capacity�of bearing sudace.
10)�Pmvide mechanical'conneclion(by others)of Wss tobearing plate capable of wilhstanding 991b uplifl atjoin�7,1991b uplift atj6int 11 and�5781b uplifl at joint 19.
11)This truss�is designedin accor0ance with Ihe 2009 Inlemational Residential Code sections R502.1 t]and R802.102 antl ieferenced s[antlard AN51lTPI t.
12)"Semi-rigrd pitchMeaks with fixed heels'Member end fxity model wa3 used'Gthe anatysis antl design of this lmss.
13)Gap between inside of�op chord bearing antl first diagonal or veAical web shall nol exceetl O.SOOin.
14)Designs checked forASCE 7-05 wind�at 120 mph,wina reactiore x 0.56 will adjusl wintl loatl reaction to a speed of 90 mph(0.69 for 700 mph and 0.84 for 710 mph).All
other coeRCients remain lhe same as shown.
15)SPF No2 anE�SYP No.3 can be substiNted for SPF Stud Grade material(ROOf irusses only).
LOAD CASE(5) S�anEaM
�{VdRMNG Verv(yd p O� � dRE.1DAV1E5ONIllfSdNDINCLIJDEDMlF,KIEFFERSNCAPAGEMf�6T3ASFOREL6£ @� _ � . .
D g I d� use onry th Mi k wnne t i� tleagn s b tl ty up pom eters sM1O tl 1 ntl'itl I b Itl' g co ponenL 1ryp�����,
ApPlc �Y�y idevgnpaia 1� � ntlry pe ryaa� noi po an� po sblfyo�b IG gd g - otivsstl�g B ing�M1OVm m
u�nlo�e�alSUppO�ofndrv�duolwOUT9mbarsonry.Atle�anal�empwarybraCng10n5U�establF/tivnn9con5�N<tonstherespo billi�yo�Rie
rectw.AtltliGmolpmmorian�bracingoilM1eorera4�sim WrarsMeresponsbTryotiFebuildingdesignacPo�9enemlguiaance�egartling ' .nmii.e.
� bnc fian,qV�li�yC �d:sfwagG.tl¢IVery ��ec�io0000b ��g camulf qNSI/RI14uaYpYMeda;�iG�l9apCpQllolltlingCamporyeM 8105ountlsiEeROSd
S I rylnbrmaXOn a alablehomiruuPl telnxtifu�el481 N:l S(eet5ufe31Y Alexantlna VA1T31<. � � .
vu....x....o��iow,.6e...�.. +�en�. ..�......we..:wrwnt > Edemm�:NCb932
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Job Truss TrussType pty Py
E61]1887
OR�EftS EA-9891T SPEC t Y�.
�ob R�!4[enc:_(nptlopy�
NVR Homes,X ' � ' ' """ J250 s Aug 25 2011�MTek Industries,Inc. Wed Oct 1213:0320 2011 Page i
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1.10.15�I 61.t 1.18 161 19 21512 ]b1B '�E.98.J1-38
�1-1615.. A1d . 63A S89 ].)A tr9.if d.At] 160'1dd it
- 4x8�.� Scale=tP9 9
6
B 0p 12 3vG I I
]
3x6 i 2A 25
5 3x6 �
3s6�� g 3x6 Q
4n4 4 9
4
3 3s6�
3s4 II �� 3x6 Q
6xB G z �� 1
i] �
1 t
6s12= 1fi 15 �o I
� d 21 20 2fi 19 18 4x4= 5rfi ° t65x6° `q
� 6ei2° 3�a° 3x8= 3a4 I� 3x4 II 3xy =
u 6x0=
3z4 I� 8� 12
i-io-is I +ase �sna �s,�.o rdea � msix I zsye Izs.se a�
PI � Off t (X Y1' f6'0-5-1 0-2-01
LOA�ING(ps� SPAqNG 2-0-0 CSI DEFL in Qacj I/tlefl L/d PLATES GRIP
TCLL 23.� Plates Increase 1.15 TC 0.50 Vetl(LL) -0.17 20-21 >999 360 MT20 197/144
(Ground Snow=30.0) Lumber Increase 1.75 BC 0.39 Vert(TL) -029 20-?7 >652 240
TCDL 10.0 RepSlFesslncr YES� W8 0fii Hoa(TL) 0.04 12 n/a n/a
BCLL 0.0 ' Code IRC2009/TPI20W (Ma�rix) Wind(LL) 0.�3 20.2� >999 240 Weight 1991b FT=S%
BCDL 1 .
LUMBER g�CING
TGP CHORD 2 X 4'SVP No 2 TOP CHORD Structural wood shea�hing tlirectly applietl or 6-0-0 oc putlins, except
BOT CHORD 2 X 4 SYP No2'6ewpP end verticals.
7-18:2 X 4�SPF SNd BOT CHORD Rigitl ceiling tlirectly applied or 6-0-0 oc brdcing. 6ecepC
WEBS 2 X 4 SPP Stud'ExcepC 1 Row at midpY 7-17
6-19:2 X 4 SVP No.3 or SPF No2 WEBS 1 Row at mitlp[ 5-19,6-19
WEDGE MiTek rewmmends that Stabilizers ana required cross bracing
ftight.2 X 4 SPF SNtl be installetl tlunng truss erection,in accordance with Stabilizer
I �ail f d
REACTIONS Qb/size) 7=340/0-3-8 (min.04-8),12=349/0-3-8 (min.0-1-8),19=1733/0-3-8 (min.0-2A)
Max Hoa-0=439(LC 7j This[mss design assumes Ihe use of Southern Pine lumtier values
Max Uplift1=706(LC 9),12=-208(LC 10),19=563(LC 9) �hal were published in the 2005 NDS and prior to ihe updated anC
Max Grav 1�61(LC 74),12=473(LC 15),19=192E(LC 2) iower vales adopled by ALSC on June 7,2012. This is being done
ei:plicitly at tt�e direction ot Frank Avbel,PE,Engineer of Record
FORCES (Iti)-Maximum Compression/Maximum Tension (or the prqect.
TOP CHORD 1-22=37/0,1-2=883/185;23=925/327,3-0=190A24,4-5=56/796,524=-39473,&24=10/621,67=8/440, � ,
7-25=40/470.8-25=33/386.8-9--117/136.9-00=271/119,70-11=-826/203.1142=-508A39.12-13=027 , ��•;� ';i�,
BOTCHORD 21-22=10/48.20-21=-358/441.20.26=-2391362,79-26=-239/362.18-19=-23/9.17-iB=10/18.747=340/246. .�:+'` ':.. . � :./,
ifi-t]=64/198.15-16=100lfi5]..1445=-53/385,12-14=48/341
WEBS 1-21=428/702.2-21=t83/209,3-21=-224/514:3-20=308/261.5-20=-69/418,5-19=868/380.6-19='1189/222. i t'�-= -.� '
i1-19=�T61W1.6-17=-222(585,8-17=523l30�,&16=�I311.10-16=-512�245.10-55=0(248.1}-55=5513�t, '' .) ::
�1144=497/38. "..'��� '.
JOINT STRE55INDEX - ' -�
4=0.18,2=026,3=0.46,4 0.72,5=0.48,6=0.65,]=026,8=0.48,9=Q21,10=0.48,it=048,12=0.39,12=0.0014-0,52^74 00015 ..0,21 'IS 026�i6
=0.43,17=0.69,.18=026,19=0.64,20�=0.54,21�=0.30,22=026and23=026 - -' " � '
�j �v
NOTES (ib-15) r y.., �„ � - r ':
1)Wmd'ASCE 7-05 120mph;TCDL,6 Opsf BCDL 6.Opsf h=253;Wt.II;Exp B;encloseQ MWFRS.Qow-rise)gable enC zone antl C C ��, �
E#erior(2)zonecan0leverleftandnghlezpuseaGCformembersandforcesBMWFRSforreachonsshownjWmberDOL=1.60 /�.� t�'% ���
plale gnp DOl=1 60 �'��� � .
2)TCLL:ASCE 7-05 Pg-30D ps((ground snow);P5 23:T psf(foof snow);Ca�egory II;Exp B;Partially Exp.;Ct=1.1 ' � � �
3)Roof design snow load has been reducetl to account for slope.
4)Unbalenced snow loads hava been consiCe�ed fo�this design.
5)Thls Iruss has been designed Sor greater of min rooi Ove loatl oi t6.0 psf or 1.00 fimes flat roof IoaC of 23.7 psf on overhangs
�non-concurrent wiN o[lier IIJe loads.
6)This tr�ss has been designed�for basic Ioatl iombinations,.which inGutle cases with reduc[ions tor mNtipls mnwrrent live loads. ,��i�
7)This tmss�has been designed for a 10.0 psf tiottom chord live loatl nonconcurrent with any o[her live loatls. ��IA� O �
Con[inued on page 2
V IpARNfNG Vmjy d pn va!'umc[ d RFaD 1N1E5 ON]HfS dND INCLUDED HIIFR REFERFICS PAGE Nff)4T3 HFFORS US& � � .
D g voltl�ause lywd�INlekron ct rs LhuCesig ba tl ly pmpam eters Fow a tlbf 'ntl tl Ib IE gco ponent ��jl�����
AGW ob�tyoftlesignpa 18rspndp pe apvat afcomponenl p0 NItyO�b Id gtl 9 B�-n �� d gn¢�:BOC gsbown ��
bfOrbteralwpp04o�Mrvdwlwe�TmCersonly..ACtlIqfNllempworyMOCmg�onwres�a�irytlu��9cWShu<tonulberespwtiblLry�oft�e �8
ereciw.Atltllfwiial pertr1oneA bracing ot iha overa0 stiiicfora'e ihe responsibillty of Ihe building tlesigna�.Fot 9eneml8�idonce repaFtlirig inu.i�.
iobM'qtion;qualilY�c �fral:siwagettleGveryesecfronaiqMaan9.canvlt ANSURIlOOa11WCMetlo.D3B-B9antlBU1ledtlingCOmpaneA B185owqsiEeROeC
ZaferylnlortnvXOn ailabkhomimssPlatelrulBu�e.4BINLeeSfreel,5ui2314;PIevandna,VA223�0. EJemon.NG3]932
ir w,.n-.�n,.,,�cn e -n.n. rr.m+ �
. , _ _ . ;.
pry Pry
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1
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NOTES (14-15) �
g)•This truss has been designed for a live load of 20 Opsf on lhe bottom chord in all areas where a�ectangle 3-6-0�all by 2-0-0 wide�wil�(of bearing surfa�¢ttom chord and any
olher members;wi[h BCDL=10.Opsf.
lale ca able of withstanding 10616 upliR at joinLi,2081b up�i�1 atjoinll2 and 5631b uplifl aljoint 19.
g)Bearin9 al joinl(s)'1 wnsiders parallel ro 9rain�alue using ANSVTPI 1 angle to 9ran formula Butlding desi9ner shoula�erify wP ci
t0)Pmvitle mechanica�wnnection(by others)of truss to bearin9 p P
�p�?gemNgidsp'aitchEeeksnwihfued¢SithMCh���fenCfxrylmodeRwasuseE'��n�heana�lyssanddesignoftRs�rus02antlreferencedstandardANSi/T@It.
wind rea Wons x 0.56 will adjust wind load reaction to a�speed of 90 mph(0 fi9 for 100 mph antl 0.84 Sor 110 mph).All
13)Gap be�+'een Inside of��op chord bearing and first tliagonal or veAical web shall not eaceed O.SOOin.
tb)Designs checked for ASGE 7-OS wind at 120 mph,
o�p¢r coeKcients Bmain the same as shown.
15)SPF No.2 and SYP No.3 can be substiNtetl for SPF SNd Grade material(Rooi Vusses only).
LOAD CASE(S) Standard
I
f' ���n ��iDM)i'FSONTHISdN�INCLUDFl1MflFX1���SPdGEw1]4�3A6FUFEIASF "�������
Y �qdgplVC VmLV��%A D ectors.ih tl g � basetl ry Po^P m ters h ntl61w ndo'doalb�el9�.g P g�own . . ,. .
D gnvalC� se �y ithNUi k ��q � TPO� f Pon bM1M1/ f6 Id'.^g4�9 ss bi1N1YOI�hB �� . .
APPfimtilry ttle�9 PPom 1 rs tlpmPer rP riobJNtlu 9c lmcim6ihe P
k br Wter I PP� t�rvYJU I eb bers o N.AdC t I I Pw ry� - 91
ertclor.A4dlonolPermone �bmcrgof�M1e II fm f '¢iM1 resPOn4bfiNolfM1 b Ian9Ee99n Fa9 eral9uitl 9 ^8
Lonwlt AN51/iY110oIINCrHed .036-B9e�4EC51EUPtlIngCampo�ent EtlonnNC2932tl
fabnm�ion.qwiiNcbn�m.iiorage.aeurerv.erecfwnanao ing M n. 1V
._ _ ._—�.r_ ,;�nllnMe hoRi iNss Plafe Ins11N\e;491 N.Lee T.ee..^Soi'eN312.Nexa�(Ona.V,44316:
Job Tmss TmssType Qty Ply
E6490533
ORDERS EA-98112 SPEC 1 1
JotiRekrence o tional
NVR Homes,X 7250 s Jan 25 2012 MiTek Intlos�nes,Inc. Wetl Jul 18OB:a�22 2012 Page 1
._�..,,.,�t ..ie i . , _ c a.;., � -. - - - ID:agbEpNkPVQJbeH?DaKBrPgzBtwz3kD29rH46 7m�bo6j8tl9sEvMNTCMMaPN62feM?ywvo8
.. • .. .- • • _•�:•.- �• "•� . �' �36fi 'I' 61P11=I:,�9-160_•-•�i�.�12-00.0 � I' 1511'12 I;�' :19+11A:•v i r+ �::. . ...� .. - . ._' _
366 3YtD 3-0-0 10.0 31-�2 }��q� �
This tmss design assumes the use of SouNem Pirie lumber values
that were publishe0 imthe 2005 NDS antl pnor lo lhe updatetl and gxa= scaie=r66.3
lowecvales adopted by ALSC on June 1,2012. This is being tlone a 23 5�< fi 6x8=
explicitly at tfie diiectioo of FranK bel,PE Engineer of Reug{� q
for the projecL bxs Q
12.00 12 3 4e - ]
6�10 0 �Q �5 16 6x6 0
31
p 4z4 I� 6zA II 3z4 II 8
u
2 18 Bx8=
6n10=
� 9
�
� � Im
b
13 12 � 11 19 ,
ia
6xfi II 10x12'= 10z12= Bx8=
dx6=
368 b1 . 61U0 9-100 tR40.0 15160151 H iS11�8
166 A 0 3-0a ]LL 3-0O 30O 0.1-2 3-11-1]
PlaieOffsets(XV)� �1�08120-0-727 f4'04120d-0� �6'0-S1iO3-�21 f10:0-4-80-0-0� [11:0.3-80-7-01 f12:08-00-7-B� (13:0-4-803-57
LOADING (ps� SPACING 2-0-0 CSI DEFI in Qoc) I/defl UC PLATES GR�P
TCLL 30.0 plateslncrease 1.15 TC 0.81 Vert(LL) -0.141L12 >999 360 MT20 137/130
(ROOfSnow=30.0) Lumberincrease 1.15 BC Q54 Vetl(TL) -0.19 11-72 >999 240
TCOL 10.0 RepStresslncr YES WB 0.57 Hoa(TL) 0.01 19 Na n/a
BCLL 0.0 ' Code IRC2009/TPI2007 (Matrix) Wind(LL) �A5 11-02� >999 240 Weight2391b FT=S%
BCDL 10.0
lUMBER BRACING
TOP CHORD 7X 8 SYP No2 TOP CHORD Strucwral wood shea[hing directly applietl or 6-0-0 oc pudins,
BOT CHORD 2 X 10 SVP No2'ExcepP ezcept end verticals,antl 2-0-0 oc purlins(6-0-0 max.):4-6.
12-13'.T.5 X 925 Mastet-Plank lVL i. BO7 CHORD Rigitl ceiling tlirectly applietl or 6-0-0 oc bracing.
WEBS 2X4SPFStud'ExcepY JOINTS 18racea�Jt�s):75
242,1-t3:7X85VP No2
REACTIONS Qb/size) 13=1553/0-142 (min.0-1-8),.19=1524/03-8 (min.0-i$)
Max Horz 13=291(LC 6) VERTICALS THAT ARE EXTENDED BELOW A CHOR�FORMING A"LEG DOWN"CONDITION ARE
Ma<Uplift 13=165(LC 9j,19=-158(LC e) NOT�ESIGNED TO RESIST LATERAL FORCES BETNEEN THE TRUSS AND THE SUPPORT.
Max Grav 13=1909(LC 19),19=1901(LC 19) qpDITIONAL DESIGN CONSI�ERATIONS(BY OTHERS)ARE�REQUIREO TO TRANSFER
THESE FORCES TO THE APPROPRIATE.LATERAL FORCE RESISTING ELEMENTS.
FORCES (Ib)-MaximumCOmpression/MaximumTension
TOP CHORD 1-20=1528/188,2-20=-1281/198,2-21=-1273/357,&27=-1088/368,3-0=-716/270,6-7=739/236,7-8=-7782/328,
8-22=1247/184.&22=-1507/172.1-13=-2248/233,1049=d901/246,9-10=204V212:4-23=-458/326, "��� �'
5-23=-45�1326,524='826I304.624=$341293 �•;i� � -
60TCHORD t2-13=393/305.11-12=-136/897,1041=23A1 �" :�-""� ;'.�•
WEBS 3-14=-835/308,14-05=-6]5/199.]5-16=-7]6/269.7-t6=783269.12-17=0/429.247=-249382,11-18=0/400, .4^ . • : ,•'(.,�.•�%
848=30/3�8.4-t4=42]l216.544=-638/259:515=-175/139.6-t5=245/39fi.6-06=-1/68,3-1�=-191/34], - t�. �.•�
7-18=-iB/117,9-71=-185/7195.142=216/1374 - v. , -.;7�. �;
NOTES (16-17) '- `�, '.,i;t:,"�,'.i;iy`�� : >
1)WnC:ASCE 7-05;120mph;TWL=6.Opsf;BCDL=6.OpsF;h=25ft;CaL II;Exp B;endosed;MWFRS Qow-nse)gabte entl zone and -
GC 6ctenor(2)zone;,cantilever left and�right exposed;GC for members antl forces 8 MWFRS for reactions showq Lumber '� �' _
DOL=1.fi0 plate gnp DOL=1.60 � �� -.
2)TGLL ASCE�-05 Pf-30D psf(flat roof snow);Category II;Exp B:PaRially Exp.;Ct=1.1,W=50-0-0 -c^ � i �.�. ��
3)Unbalancetl snow loatls�have been consideretl for this Cesign. �
4)ProvideadeQUatedrainagatopreventwaterpontling. `%�����Jt�r.� ` °�_'���:�----
5)This tiuss has been designed fora 70 0 psf bottom chortl live IoaE nonconcurrent with any.other live loads: ��i, ,`Z..
6)'This truss�has been designed for a Irve load of 20.Opsf on the bottom chortl in all areas where a�rectangie 3-6-0 tall by 2-0-0 vntle �� . �
will ft behxeen Ihe bottom choN and any other members. �� J
7)Ceiling dead load(5 0 ps�on member(s):23,7'8,3-14,14-15,15-76,746 � v��-
8)Bottom chortlirve load(40.O.ps�and aaditional bottam choN deatl load(00 ps�applied onty to room.17-12
9)0earing at joint(s)13,19 considers pardllei to grain value using ANSIlTPI 1 angle to grain formula. Buiitling tlesigner shoultl venfy
capaciry M beanng sudace.
7D)Provide mechanicafconnection(by o[hers)ottniss to beanng plafe atjoint(s)13.
11) Provide meclianical conneclion @y others)of�,tmss tobearin9 plzte capable of wi�hstantling i651b uplift al joint 13 antl 1581b Ii��l p�] O n "1 f�1'J
upOBatjoint'19. lif\ f L , I
72)This truss is desi9neE in accordanca with the,20091ntema�ional ReSiCentiaf Code sections R502.11.1�and R802.102 and
referenced standarE ANSIlTPI t.
73)'Semi-rigitl,pitchbreaks with-0xetl'M1eels"Member,entl fizity model was useC in the analysis antl tlesign of this Imss.
06dt�bBg��Q representation does noi depicl ihe siie oclhe onen���on of the pudin alon9 the top and/orbottom�chord.
.... _. . . _.. . __ . . . _.. . __ _. . .
�WdRMhC Vmjy d o p � etm tl RSdD NDTES ON iHfSdND IICLUDED Mf1ElCR6FF1tfiM'EPAGE3IIf�6T3 NSFORE[I�SF,. ��;r.�i i.�w:nr
pesg Ndiwbeao h�hMiek onn brs iM1 tl6sig nbo do ly�po po m t xM1 tl t ntl tl Ib Itl g�o po L ����/y�
bPb ablMo�tlev9 Po � -��tlp pe capaato 1 omponent p n blrylb Id gtl g r-n 1� tl g er:B cngsFOwn ■
Rfwlo�HOlvp�ol tl ¢ialwaEm ba only.Atltlf alfempaoryWo ' gl�' ures�odl�ytlunngconsW fons�M1erespoNGllRyoliM1e Q�
erectd.Adtlitionalp �l�mcin9 �IDeoveraOSimNe¢Meresponstil'ry ItM1ebuildingtlesgner.FOrgen olgudo�ceregartling� •�+ ��� �-^
�ob f q I�y b trol � �g ltlel ry f n or�tl b rg vl� pN51/fPll�ua11M CMetla,DSE-09 vnE 6C51 EuIl0lnp CamponeM 818 Soundtide RoaG
Sale�y Inlo�maXOn a Iable hom ivss PI 1 1 51 tofe,491 N L St ea1 5ule 314 AI tl ,VA 2131�.
no..,.x•.�ow�tnx..�n..�.. 'r..n.b.n... .�.:;x......m..J:m;.:.;.rc.o� >niv eiv ` Etlenbn,NC3>932
� _ . . . . , i
Job Tmss TmssType a�Y %Y
E6M190533
ORDERS EA-98�12 SPEC � �
Job Reterence o tional
. ....:.P.NVRFlcmes.%... .. ._•.�...•�. � -- �.r..,•... _..,....,_, .]250sJan252012MTek'Indus�nes.lnc WetlJo1180B:41232012Pa9e2
. . ..�... _ ,..�. . . _. . . . �.-.....-,.......
�...
I D:ag�E4NkP W JpeH�DaKBrPgiB1 wz-XwnpN BHitIGtl?INJGr90PRRX1ry�51 fXKiPBURywuoA
NOTES (t&17)
15)Attic raom ctiecked for U360 de9ection.
76) Designs checked forASCE 7:OS winC at 120 mph,wind reactions x 0.56 will adjust wind load reac�ion�lo a speed of 90 mph(0.69 for 100 mph and 0.84:for 170 mph).All
o�her coefficienls remain the same as shown.
17) SPF No2 and SVP No:3 can be sutistituted for SPF Stud Grede matarial(ROOf trusses only).
LOAD CASE�S)
1)Snow:Wmberincrease=1.15,Plate Increase=1.75
Uniform Loads(pin
bert:LY--80.23=-90,3-0=-80.6-7=-80,7-8=-90.8-9=-80.3-7=-10,4'6='BQ�12-13=-20.N-12=400,10-11=-20
2)UnhaLSnow-LeR:Lumber Increase=1.15,Plate Increase=7.75
Unitorm LoaCS(pl�
Vert:1-2=-BQ�2-21=-90.3-2t=d08,3-0=98.G7=38.7-8=48.8-9=38,3-7=10.46=80.12-13=20.1142=100.10-11=-20
3)Unbal.Snow-RighC Lumber Increase=1.15,Plate Increase=1.75
Uniform Loads(pl� .
Ven:1-2=-36.23=-48.3L=38,6-7=�80,7-8=:90.8-9=80.3-7=40.4-23=97,6-23=8�.12-13=20,7142=400.1041=20
4) IBC BC Live:tumberincrease=7.25,Plate Increase=125
Uniform Loads(plfl
Vert:i-2=-2Q 2'3=30.3-4=-20,6-7=-20.7-8=30.8-9=-20.3-7=-10,4"6=-20,12-03=40.1142=20.10-11=-40
5)C-C Wind:LumberJncrease=1.60,Plale Increase=1.60
Uniform Loatls(pl�
Vert:i-2=40,23=34,3�=40,6-7=40,7-8=34,8-9=40,3-7=-6,4-6=46,10-13=12
Horz:1 A=52,6-9=52,4-5=-Sfi.5-6=56
6)MWFRS Wintl Left:Lumber Increase=1.60,Plate Increase=1�.60
Uniform Loads(pl�.
Vert:1-2=17.2-3=-23.33=-17.6-7=25,7-8=19,8-9=25,3-7=-6;4-6=53,t0-13=-72
Horz:1-4=5,6-9=37,45=-65,5-6=65
7) MWFRS Wind RighC Lumber Inuease=1.60,Plate Increase=t.60
� Uniform Loatls(pl�
Vert:L2=25.23=19,34=25,fi-7=-07,7-8=23.8-9=-P.3-7=6.4L=53.t043=-12
Horz:1�=37;6-9=-5,45=-65,5-6=65
8) MWFRS 1s[Wnd Parallel'.Lumber Increase=1.60,Pla�e Increase=1.60
UnHOrm Loads(pIQ
Vert:1-2=43:23=37.3-0=43,G7=26,7-8=20.8-9=26.3-7=$4-6=26.10-13=12
Hom 1<=55,6-9=38,4,-5=-38,S6=3B
9) MWFR52ntl Wind Parallel:Lumber Increase=1.60,Plate Increase=l.fi0
Uniform Loads(pl�
Vert:1-2=26.2-3=20.3-4=26,6-7�3,7-8=37,8-9=43,3-7=-6,4-6=26,70-13=12
Horz:1-4=-38,6-9=55,4-5=-30,58=38
10j MWFRS 3rtl WinG Para�lel:Lumber Increase=l.6Q-Plate Increase=l 60
Uniform Loads(pIQ
Vert:L2=19.2-3=13.3-0=19,E7=12.7-8=6,8-9=12.3-7=-6.d-6=t2.�0-13=-12
Ho2�1-0=37.6-9=24,4-5=-24.5-6=24
i i) MWFftS 4th Wind Parallel:Lumber Increase=l 60,Plate Increase=1.60
Un'rform Loads(pl�
Vert'1-2=12,23=6,3-4=12,6-7=19,7-8=13.8-9=19,3-7=-6.4-6=12.70-13=-12
Hoa:1-4=-24,6-9=31.4-5=-24,5-6=24'.
12) IBC Snow on Overhangs:.Lumber Increase=0.90,Plate Inciease=0.90 PIt.meta1=0.90
Umform Loads(pifj�
NeR:1-0=-20.6-9=20,4-6=-20,10-13=-2�
13)Atlic Flooc Lumber Increase=1.00,Plate Increase=1.00 .
Uniform Loads(pifl
VeA:�.1d=20.23=-30.3�4=-20.6-7=-20,7'8=30.8'9=20,3-7='10,4'6=-20,12-13=20.11-12=40Q1041=20
74) 3rd Unbat.Snow-Left:Lumber Increase=1.15,Platelncre5se=t.t5
Uniform Loads(plfl
' Vertt-2=38,23=-48.3-4=-38:6-7=-38.7A�8.8-9=-38.3-7=10.4-24=80.&24=-98.12q3=20.1142=400.
10-11=20
15)4lh Unbal.5now-Left:W mber Increase=1.15,Plate Increase=t.15
Uniform LoaCS(pIQ
Vert:1-20=-SQ 820=412,23=122.34=-112.6-7=-38.7-8=48.8-9=-38.3-7=-10.4�'6=-38.1&13=20.iL12=-100.
10-11=20
16) Sth Unbal.Snow-Right Lumber Increase=l.i5,plate Increase=t.15
Uniform Loads(pIQ '
Vert:1-2=38,2-3=-48.34=38,6-7=38,7-8=-48.8'9=38.3-7=40,4-23=-97,&23=80,12q3=-20.1142=400.
10-11=-20
�7�)6th Unbal.Snow-Right Wmber Increase=1.15,Plale Increase=t.15
UnHOrm LoaCS(pl�
Vert:1-2=38.23=-48.3-4=38,6-7=111.7'8=-021.8-22=111.&22=-80;3-7=-10,4-6=38.1243=20.1 L12=-100.
i o-i i=zo
18) 7th Unbal.Snow-Parallel:Lumber Increase=1.15,Piate Increase=tl5
Unifoim Loads(pl�
Vert:1'-2=38,2-3=48,3-0=-38,6-7=38,7-8=!!8,8-9=-38,3-7=40,4-fi=453,72-13=20;11-12=-000,io-11=-20
19)8th UnbaLSnow-Parallel:Lumber Increase=1.75,Plate Increase=1.15
Uniform Loads(pl� .
Vert:7-2=153,23=-163;3-d=153,6-7=153,7-8=-163,�&9=-153.3-7=-70,4E=-38,12-13=20,11-tY--100,10-11=-20
A WARMNG Vervfud a oarame( � -dRFMNOIFSONlHfSMDINCffIDF�Nf1EICREFFRP�.C&PdCFXlf.l4]3�HFFGREIASR ������
� gn ftlfwosa N n�MT�km t �Ri d z9 isb setl ly p p m � �ovm a d �abn Q tl alb Id g o p n�.
qpplC bl�y ol tl¢ g pOp � rs a tl p p - OP � � p011e 1 pon b I ty f b Id g tl g0¢t 1 fru4 tlE g 9 OC g SM1Owp
e�wla�emisuppMOlntlrvtli:alwebmembersanty.AdC�onaltempwarybmCmglo�n5u�e51blrytl0�gonhuCt S�h po bll�yo��M1e
� Adtli�bn I p en�bmc ng of Ihe �eroll sWCWre S t�e respansMliry ot�M1e b�M g tl iH�ec For geneml guttlorce regardng ^�s " � ^
1 bnc fon,quolify �d-sto�oge.tl II� ry Cfionontlbm[ngcomuB >N51/fPI1QUaIIWCtlbtla,D58-89aMlCSIBUIIEInpCOmponent 8185oWdsideROatl
So(erylnbrmaXanavaibbASiramlvssPldleUUfdute,281N.Lea5treel,Suile314,Alexantlna.VAYY314. - Etlenlon;NC2]933
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Truss TyPe
JOE TN55 ' 1 .
_,EA-98j13 - SPEG � � Job ReFerence o �wnal �
° " OR�EftS� - �--T � �- � �-- - =" ' - � -<^7250sJan252012MiTeklnduslnes;Jnc. ThuMay3115:46302012Page1 p�
�ID:61ZInrwRkKKK2kDHVJh�b22zBiwj-JUNhav?iplusKHl�2Jpt�0op_EOaBwEg�y_o�?Y9�..�� . ,
NVR Homes,% ' �. � _2
�'._12 y�.�� 3-0-0� 3'� � SwIe=165.fi
This tmss design assumes the use of.SOU[hem Pine lumber values gxa= a� _
Bx12=
that were published in(he 2005 NDSand prioi to the upaaled antl q s24 25 fi sx6 ��
lower vales adopted by A�SC on June�t,2072. Thls isbeing done�
explkitiy al the direction of Frdn Avbel,PE,Engineer of Reco�CY`6 I
for the ProjecL iz.00 tz 3 6xs��
6x6�/ 22 �p 15 16
8
Z oxQ � yxp II 3xe II
23
21 18 Bx8 =
9
Bxe= 1 �
i lo
„ ,o
zo
19 3 12 � - 9x8 °
Bx8 = 10[12 -
tOx12 =
1&1-8 16 20.3-0
311-12
/-1 ]-0A 10.1-8 13-tA _ _ �"
f1'+'OA-14 0-0-
y_p . " ' . -0- " '9 T ' '��.,"�'�'°' -_ GRIP
p���x Y�' ' ' .in Oa) Vaefl Lid PLATES 1971144
CSI DEFL MT20
LOAOING (P� SPACING 2-a'� Vert(LL) -0.14 11-12 >999 360
TCLL 30.0 plates Increase 1.15
TC 0 45 Ve���) _py0 11-12. >999 240
Lumberincrease 1.75 BC 0.49 Horz(TL) 001 20 n/a Na WQi9hL22��b �T-S�
(Roof Snow=30.0) Wg Q Sq
TCDL �a�� RepSlresslncr �ES - Wind(LL) ��� »-�2 '�9 24�
BCLL �� � Code�IftC2009lTPI2007 (MatnxJ
gRACING
TOP CHORD Stmctural wood sheathing directly applied or F>0-0 oc purlins,
LUMBER excepl end verticals,�and 2-0-0 oc pudlns(6-0-0 max.):�4-6.
TOP CHORD 2 X 8 SYP No?
BOT CHORD 2%1�SYP No.2 BOT CHORD Rigitl cellin9 dlrectry apP�ietl or 6-0-0 oc bracin9.
WEBS
2 X 4 SPF SWd'�cepC JOINTS 1 Brace at Jt(s}15
z.�2,1�-19,9-20:2 X 4 SYP No.70
REACTIONS (Ib/size) 19=1557/03-8 (min.0-1-e).2a=�557/03-e (mia 0-1-8)
Max Hoa 19=2941LC 7)
Max Uplift 19=-170(LC 9).20=170(LC 8).
Max Grav 19=1942(LC 7B),20=79421LC.i 8).
FORCES (Ib)-MazimumCOmpression/M�imumTension
TOP CHORO 8 23=73361204,9-23=1575/192,13-19�-19422fi631213121332353 0-20 91942/2%.9 10=-213M1/237221/3 .
424=�531301,5-24=445801,5-25=-810/281,6-25=8181280 \\ ,,,
BOTCHORD 12-13=3191317.11-12=-157/951.70-01=25115 .';/.
WEBS 3-14=922/316.�415=-766Y216.15-16=-�4/313.7-16=-897J314.12-17=0/422.2-17=391316:11-18=01422
8-18=-391330,1"12='197/1263.444=12112]1.5-14=�4261252,5-15=484/143.fi-t5=2 5 2141 5.616=-3174
� 347=-041135.7-08=-18/11fi.9-11=-218/1260
I
� 15-16 Gat.II;F�cP B:encloseQ MWFRS Qow-rise)9able end zone and __
NOTES � � �z�m h;TCDL=6.Opsi.BCOL=6.�psf;h=25ft; Lumber _ - ��. �
�)WinA:ASCE 7-05: P . C-C for members and forces&MWFRS for reactions shown: _ ,,,_�
�. GC E�eM1Or(2)zone:rantilever left and n9ht exposeE l .} , y _
DOL=�.60 plate 9np DOl-1.60 Cate o7 II;Ezp B;Partially Exp.;C1=1.1.1u=50-0-0 q '' � -
2)TCLL:ASCE 7 O5;PF=30 0 psf(flat roof snow); 9 .y f,\ 1f � .; � J
I 3)Unbalanced snow loads have beedconsidered ffir lhls tlesign.
4) Provide aCequete tlrainage to preventwater ponding. 1e�:p taU hy 2��w�da � '� �
5)Thisttuss has been dasgnedkor.a 1�.0 ps5.bottom chob live load nonconcurrenc wilti any.other Ilve loads. ; ,� � `
'�/,i�� � �ti�i
g)•This Iruss has been designed fo�a live load of 20.Opsf on lhe bottom chord ln all areas where a rectan9 J
will&t belwee��he bottom chord and any othe�members. a lieE onty to room.>>-�2
7) Ceiling tlead load(SA�ps�on member(s).2-3,7-B,3-14.14-15,15-16,7-16
B)Bottom chord live load(40.0 ps�and additionalbottom�hord dead load(0.0 psQ pP�
9) gearin9 at joint(s)79,20 considers parallel to 9rain va�ue usin9 ANSIlTPI 1 an91e to 9rain for'�O lb o��l'�a9 joent9 9 and 7�O Ib rl
�pyciry of bearing surface.
10) Pro�itle mechanical connection(by olhers)of Imss ro beanng p�ate capable of withstanGing P r�� J
upliftatjoint20. �Y�iAR 0 7
11)ThiS�NSS is designed in accoNance wi�h the 20091nterna[ional Residenlial Code sections R502.11.1 and R802.102 an
refe�enceG standaM ANSIliPI 1. . �
12) "Semi-ngiC.pitchbr�ea�nlat on d es oot depictt�e sae otyche o�ien[ation of thehpud naaloing thetop andlorhb ttom chord.
o�liG�mrabag�A v
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OzJ.gnvaGUl �k am 1 �W Per . pracMB� I bfiNtlu 9 �� �nist� spo�sstillAYOHM1e
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Job Truss TmssType �ry Ply
E6434011
ORDERS EA-98�13 SPW 1 1
Job Reference o tional
- -.�_�- �:NVRkomes,-R-��--- •-�� '� �•-� � � � � —^--�c- �-�,.�:.��..o� _-.� •._�...,..-_ ,.. ?�ZSOSJan252012MTeklndust_ries,inc Thu.May3115a6382012,Paqe2 .
_ ID'blZlnrwRNKKIQkOHW�I]b22zB1w�JUNhav?ipiusKH112Jp100op_EOaBwEgDy_o�ssAy9V�� � '��"
NOTES (15-0fi) � ..
14)Attic mom checketl for L/360 defleclion. ,
15) Designs checkeE for ASCE 7-05 wind at.120 mph,wintl reactions x Q56 will adjust wintl load reaction ro a speetl of 90 mph(O.fi9 for 100 mph and�.84 for 110 mph).All
otfier coeffcien4sremain the same as shown.
i6) SPP No2 and SYP No3 can be.substiWtetl for SPF Stud Grade matenal(Raof irusses only).
LOAD CASE(5)
7)�Snow:Lumber Increase=1.15,Plate Increase=l'.15
Uniform Loads(pl� -
Vert:1-2=-BD.�23=9q 3-4=-80.6-7=-80.7-8=-90.8-9=-80,34=40.4-6=80,12-13=-20,11-t2=-100.10-11=20
2) Unbal.5now-Left:Wmber Increase=7.75,Plale Increase=1.75
Uniform Loads(pIQ
Verti 1-2=-80,2-22=-90.3-22=-108.3-0=98,E7=38,7-8=48.8-9=38.3-7=-10.4-6=8q.12-13=-20,1142=-700.1041=-20
�3) Unbal.Snow-Rlght:Lumber Inuease=1:15,Plale Increa5e=1.15
Uniform Loads(pl�
Verti 1-2=-38.23=38,33=38.6-7='8�.7-8=90,8-9=-80.34=10,4-24=-98;'fi-24=-80.12-13=20;1142=-700.10-11=-20
4) IBC BC Live:Lumber Increase=125,Plate Inuease=125
llnifortn Loads�(pl�
Vert:.1-2=-2Q�2-3=3q3-0=-20.6-7=-20.7'8=30.8-9=20,34=40.4'-6=20.12-13=-40.1142=-20,t4'11=-00
5)GC Wintl:Lumber Inc2ase=1.60,Plate Increase=7.60
Unrfortn loads(pin
Vert:1-2=40.23=34,3-4=40.6-7=40.7-8=34.8-9=40.3-7=fi,4-6=44: 1Q-13=�2
Hoa:'1-4=-52,6-9=52,4-5=-56,5-6=56
6) MWFRS Wind Lefl'�Lumber Increase=1.60,Pla�e Increase=7.60
Unifortn Loads(pl� �
Vert:L2=-17.23=23,31i=-17,64=25.7-8=19,8-9=25.3-7=6.46=53.10-13=.-02 .
Horz:1 A=S,6-9=37,45=65;5-6=65
7) MWFRS Wind�RighC Lumber Increase=1.60,Plate Increase=1.60
Uniform Loads(pl�
Vert:1-2=25.2-3=19,-.33=25.fi4='17.7-8=23.8-9=17.3-7=6.4-6=53..10-13=42
Hom��=-37,6-9=-5,4-5=-65,S�b=fiS
8) MWFRS tst Wnd ParalleC Wmber Increase=1.60,Plate Increase=1.60
Uniform Loads(pIQ
Veh:1-2=4J,2-3=37,3-4=43,6-�=26,7-8=20,8-9=26,3-7=-6,46=26„10-73=12
Horz:'i-6=-55,&9=38,4-5=38,5-6=38
9)MWFRS2nd Wind ParalleC lumber Increase=7.60,Plale Inctease=1.60
Unifortn Loads(plfl �
Vert:i-2=26,23=20,3L=26,6-7=43,7-8=37,�9=43,3-7=-6,4-6=26,10-13=-12
Hoa:1-4=38,6-9=55,4-5=-38,5-6=38'
10) MWFRS 3id�Wintl Parallel:Lumber Increase=1.60,Plate Inaease=l�.60
Uniform Laads(plp
Vert:4-2=19.23=13,3-4=19.G7=12.7-8=6.8-9=12,37=-6.4-6=12,10-13=42
Horz:i-0=3t,fi-9=24,4-5=-24,5-6=24
i t),MWFRS dth Wintl ParalleCiumber Increase=1.60,Plate Increase=1.60
Unrfortn Loads(pi�
Vert 1-2=12,23=6:3�=12.6-7=19,7�8=13.8-9=19,3-7=-6:4-6=12,1043=-12
Hoa:1-4=24.6-9=3t.4-5=-24,5-6=24
12)Attic Flooc Lumber Increase=1.00,Plale Increase=l A�
Uniform LoaES(pIQ
Vert:1-2=20,23=-30,34=-20,64=-20,"l-8=30,8-9=20,3-1=-10,4-6=-2Q-02-13=20,1142=400,10-11=-20
13) 3rdUnbaLSnow-Left:Lumber.Increase=�.75,Plate Increase=1.15 �
Unifortn Loads(pl�
Vert:Y-2=38,23=-48,3-4=-38,6-7=38,]-8=A8,8-9=38,3-7=-10,4-25=-B0,625=98,12-13=20,11-12=-�00,
10-01=-20
14) 4ih UnbaLSnow-Leftriumber Increase=1.15,Plate Increase=1.15
Unifortn Loatls(pl�
Vert:1'-27=-8Q�2-2t=-t12.23=-122.3�4=-112.67=38,7-8=-48.8-9=38.34=40.4-6=38�12d3=20.11-72=-100,
10-11=20
15),Sth Unbal.Snow-Right Lumber Increase=1.15,Plate Increase=1.15
Unifortn Loads(pl�
VeM:.1-2=38.23=�8.3-0=38,6-7=38.7-8=-08,8-9=-38.3-7=10.4-24=-98.6-24=80,12-13=-20.N42=-100,
t0-17=20
16j 6�h Unbal.5now-Right Lum�er Increase=7.15,Plate Increase=1.15
lJnifortn Loads(pIQ
VeR:i-2=38,2.3=48.3-4=-38,fi-7=-112.7-8=-022.843=-112.9-23=-8�,3-7=40.46=38,12-13=-20..1142=100.
10-11=-20
17) 7lh UnbaLSnow-Pa211eC Wm6er Increase=175,Plate Increase=1.15
Uniform Loads(pin
Verl:1-2=38.2-3=-48.3-4=-38,6-7=38.7-8=-08.8-9=-38,3-7=-10.4'6='153,12-13=20.11-12=-100,1041=-20
18) Blh Unbal.5now-ParalleC lumber Increase=1.15,Plate Increase=1.15
'Lniform Loads(pl�
Vert:b2=-153,2-3=-163,3�=-153,6-7=153,7-8=-163,&9=453,3-7=-70,4-6=-38,12-13=20,17-12=40q 10-11=-20
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SWery IMOimafion ava la�le hom imss Plote I�isf W�e.4B1 N lee Sheet;Soite J14 Alexontlna.VA 42314: Etlen�on,NC 3]932
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.bb Truss Tmss Type Qry Ply
E6434018
OR�ERS EA-98�14 SPEC 1 1
Job Reference o tional
NVR Homes,% _ . .. . .- ,. . � ��250 s Jan 25 2012 Mi7ek InCustnes,Inc. Thu May 31 iS.3S56 2012 Page 1
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x.w.� _ M, . .50
Odt 311:1Y. S1-t2 3-0-0 3L0 3-b4 3-it-02 0.11
Bx8 ° 4r6 = Bx12 = Scale=169]
5 6 ]
5xfi O
6xfi O
4 8
12.00 126x6.�j .
1] 18 19 fix6 Q
s25 ax4 II ax4 II 3xd II s
2a
2fi
Z� BxB=
Bx8=
2
� 1 10
H
pr
� 6 0 23
BxB ° t5 14 13 �2
tOV12 = 10x12= BxB =
6rB =
3tY12 <-1� ]-tA I 10.1-8 t3tA 16Y0�tfi10 20.3�0 I
11142 �0.1�12 360 . J. . II
PIatCOH§�fY�V)� f20-3-e0A-0yj59-4420/i-Ol f/'0-84 2 0-4-01 17 0'03-80-4-Oi f12'0-4-10�0-0-91 f13'0-&80-7- 5. - - - '048
LOADING(psfl SPAGMG &0-0 C51 DEFL �in' Qoc) Ildefl LJtl PLATES GRIP
TCLL 30.0 plateslncrease 1�.15 TC 0.94 Vert(LL) -0:15�t3-75 >999 '360 MT20 197/t44
(Roof Snow=30.0) Lumber Increase 1.15 BC �.49 Vert(TL) -021 t3-15 >999 240
TWL 10.0 RepStressincr YES WB Q54 Horz(TL) 0.01 23 n/a n/a
BCLL o-0 ' CodeIRC20W/TP120W (MaMx) Wind(LL) 0.0613-15 >999 240 Weight231Ib PT=S%
B L 0
LUMBER BRACING
TOP CHORD 2 X 8 SYP No2 TOP CHORD Striictural wood sheathing tlirectty applied or 6-0-0 oc pudins,
BOT CHORD 2 X 10 SVP No2 except end verticals,and 2-0-4 oc pudins(6-0-0 max.):5-].
WEBS 2X 4 SPP Stud'ExcepP BOT CHORD Rigid ceiling tlirectly applietl or 6-0-0 oc bracing.
3-05:2X45YPNO.iD JOINTS 1Braceat.lt(s):iB
REACTIONS (Iblsize) 22=1618/03-8 (min.0-1-9),23=1618/0-3-8 (min.0-0-9) This Nuss tlesign assumes the use of SouNem Pine lumber values
Max Horz 22=298(LC 6) Ihat were published in the 2005 NDS and pnor to Ihe updatetl antl
Max Uplift 22=-203(LC 8),23=-203(LC 9) lower vales ado0�ed by ALSC on June 1,2012. This is being done
Max Grav 22=2057(LG99),23=2057(LC 19) explici�ly.at IM1e direction o(F2nk Avbel,PE.Engineer ofRecord
for lhe pmject.
FORCES Qb)-MaximumCOmpressioNMazimumTension
TOP CHORD 1-2=0/81,&24=-1608/227.3-24=-1340/238.3-25=1236/344,4-25=-1060/363,4-5=-770/252,7-8=-726/252,
8-9=-127?1356,9-26=1338/239,40-26=-1609228,10-11=0/81,16-22=2057/307,246=2245/286,12-23=-2057/307
,10-12=-2247/288,5�6=-055/300,64=-820/279
BOT CHORD iSt6=317/317,.74-15=447/942,7314=147/942.72-13=-27/13
WEBS 4-17=906l334.17-19=-751/233.18-19=-869I334.8-09=-677/335..15-2�=0/420.3-20=-48/314,73-21=0/420. •
&2t=-08/329,2-05=-177/1262.5-17=d22Y171.6-17=-425253.648=486l744.7-18=253/415.7-19=-5(74, '"t.:'•'•.•.'.': ":l:.
4-20=�49)135,'8-21=-251NS.t0-5 3=2 0 211 2 60 ' � ,. �
NOTES (16-17) ' :���::`i:'� `.,u�'?
1)Wine:ASCE�7-O5;720mph;TCDL=6.Opsf;9CDL=6.Opsf,h=25ft;CaL II;Fxp B;en�JOSed;MWFRS�(low-nse)gable end zone antl ; - _
.;, i•-. -,.,.;:. .._., „S
C-0 Extenor(2)zone;cantilever left and right ezposed;GC for members and forces 8 MWFRS for reactions shown;Lumber _ . ' -
DOL=t60 plate grip DOL=1.60� , ' , ' -
2)TCLL:ASCE 7-05;Pf=30.0 psf(flet roof snow);Category il;Ezp B;PaRially Exp.;C1=1.1,Lu=50-0-0 .� � �
3)Unbalanced snow loads tiave been�nsideretl for tfiis tlesign. � -
4j This tmss has been tlesignad for greaterpf min mof live loatlaf 20.0 psf or 1.00 tlmes flat roof load of 30.0 psf an overhangs ;
non.wnwrrent with other IiJe loads. '� • �
5) Provide adequate driinage to prevent water ponding. s
fi)This tmss has been designed for a t0.0.psf botlom chortl iive load nonwnwrrenl with any otherJive loads.. � ,
7)'This Wss has been designed for a Ime load�of 20.Opsf on�he botlom chord in ail areas where a reclangle 3L-0 tall by 2-0-�wide �- � �
w➢I.ft behveen the bottom chord and any o[her members. ����
8)Ceiling Eead load{5.0 ps�on membeQsJ.3-4,8-9,�4-17,77-1$.78.19,&19 � ,
9)Bottom chord live load(40Apsn and additionai bottom chortl dead load(O.0 ps�applied oniy to room:13-15
10) Bearing atjoint(s)22,'23 considers��parallel to grainbalue using ANSI/rPl 1 angle ro grain fortnula. Building designer should venfy
capacity of beadng surtace.
7 i) Pmvitla mechanical wnnection(by others)of lmss to beanng plate capable of withstanding 2031b uplift at joint 22 and 2031b
up�lkalloint23. ���R � �] ����
12)This tmss is designed in accordance with the 20091n�emaiional Residentiai CoEe sections R502.11.1 and R802:102 and t
ContAPf@fPOf�FJ92�ard ANSI/rPf 4.
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Qry P�Y E6436018 .
;Twss Tmss Type
Job � �
SPEC Jo�Reference o lional
� .,._+. .....� ��W: �.. . EA-98714'�' '_ _'.___.._� ..�..-,...,._. �.. . .
ORDERS � - � 7250s`Jan2'v20t2MiTe:InOuslnes,Inc.ThuMay3115:35:562012 Page
NVRNOmes.% ID'.P6UzFF?q4UCKupFdQ�EqWzBtwcEzb_rOE70n?yJdxeRTIK_?C MSUJmYUk2LROG8iHY�X- " � " °
NOTES (�fi'»�
13) "Semi-rigid'pilchbreaks with�faed heels'Member end fiziry model was used in the`anarysis and design of this ��' 0.69 for 100 mph and 0.84 for 110 mph).All
14) Graphical pudin represenlation Coes nol depict lhe size or the orientation of the'purlin along Ihe top antllor bottom chord.
�5) Attic room checked for�lJ3fi0 deflection. �yind readims z 0'.56 will atljustwina loatl reaction ro a speed of 90 mph(
t6) Desl9nsphecked tor ASCE 7-05 wintl a1120 mph,
oiher wefficients remain lhe same asshown..
17) SPF No 2 antl SYP No 3 can 6e substituted for SPF Stue GraCe matenal(Roof[russes only).
LOAD CASE(5)
i)Snow Wmber Increase=l.t5,Plate Increase=1.15 .4-8=10,5-7=80.15-16=20,13-15=100,12-�3=-ZO
Unitorm Loads(P�� !45=-b0�7'8='80;b'9=-90�9-10=-80.10-71=80, .
Vert:1-2=-8�.23=80,3"4°'90.
2) Unbal.Snow-Left:Wmberincrease=1.15;Pla[eincrease=1.15 9'p_� �0-11=-7b�4-b''10,5-7=-84�5-16=-20,13-15=10a.12-73=-20
Unifort�Loads(P� . .q-ps-110.4'S=-100,7-8=-38,8-9=-48,
Vert:1-2=-80,23=80.3-25=-90,
3) Unba�.Snow-RigFClumber Increasa=1.75,Plate Increase=tl5 �y-13=20
Uniform Loads(pIQ
Vert:-1-2=:3E..2-3=-38.3�4=-48.4"5=,38.7-8=80,8"9='90.9-70=90.10-11=80.4-8>1Q 56=100.6-7=b0.15-16=20.1315=-1 .
4) IBC BC Live:Lumber Increase=125,Plale Increase=125
Uniform Loads(pl�
Vert:l-2=-20.2"7='20,3-4°"30.4-5=2�.7-8=20.8'9=34 9-t0=-20.10-11=20.4-8=10.5-7=2q]5-16=-40.1345=20.12-t3=-4
5)GC Wind:Lumber Increase=lb0,Plate Increase=1.60 y_8=-6,5-7=44.12-16=-�2
Uniform Loads IP�� Z 3-40,3-4=34:45=40.7-8=40,e-9=3A.9-ta=40,1041=fi7.
- Vert:�1-2=67, �_�0=52;10-17=79•5-6=56,6-7=56
Ho2:1-2=-79.2-5=-5z�
6) MWFRS`Nind Left'.Lumber Increase=1.60,Pla[e Increase=1.60. �2�6-�Z
Unifortn Loads(pl� 45_�� 7-8=p5,&9=18.9-10=25,10=11=15;4-8=-6,57=53,
Ved:12=9.23=-17.3�=23,_
Harz:1-2=21.2-5=5.7,10=37,�10-11=27,5-8=-65.6-7=65
7)MWFRS Wind Right Lumber Increase=1.60,Plate Increase=1.60
Uniform Loaes(P�fl q.5-25.7-8=17�.8-9=23;9-10=-17.10-11=9.4-8=-6:57=53,12-16=-12
Vert:L2=15.23=25;3-4=19.
Hoa'.1-2=-27.2-5=37.7-10=-5.70-11=21.5-6=65.6-7=65
�.8) MWPRS 7st WindParalleC Wmber Increase=1.60,Plate Invease=1.60 4�� 5 7_26 �2�6-�z
UniformLOatls(P�0 4-5=43.7-8=26.8-9=20,9-10=26.10-it=18,.
Vert:1-2=65,�23=43,3-4=37, 10-t1=3Q 56=-38,6�=38
Ho2.1-2=-77.2'5=-55.7-00=38,.
9)MWFRS 2nd W�n4�ParalleC Lumber Increase=1�.60,Plate Increase=1.60 4_8_6 �7_zs �Z�6=-12
Unrform Loads(pN) �10-11=65,
Vert:L2=t8;23=26.3<L-20,45=26.7-8=43,8-9=37.940=43,
Ho¢1-2=-30.2-5=-38.7-10=55.1041=77.N>=30�6-7=38
10)MWFRS 3N W�nd Parallel:Lumber Increase=1.60,Plate Increase=l.fi0 4 8-6 �7_12 �2�6-�Z
Uniform Loads(p�� �
Vert:L2=41:23=79.3-0=13,4'.-5=19.7-8=12,8-9=6.9-10=12.�1�°11=4,
Ho2'.1-2=-53,&5=-31,7-10=24:'10-.11=16.5-fi=24.'6-7=24
71) M�^1FRS4thWin4Parallel:LUmbe�Increase=1.60,?�alelncrease=7.60 4�-� 57_1Z �z�6=-12
Uniform Loads(pl� - � 10-17=41•
Vert 12=4,2-3=12.3-4=6.45=12.7-8=19.8-9=13,9-t0=79,
Hoa:1-2=16,2"5=-24.7-10=31,10-11=53.56=24.6]=24
�p) IBC Snow on Overhangs:Wmber Increase=1�.15,Pla[e Inaease=1.15 .
Uniform Loatls(pIQ
Vert�i-2=-80.2'5=-20.7-10=-20,70-11=80,57=20.t2-16=-
13)Attic Floor.Wmber Increase=1.00,Plale Increase=l 00 48_�� 5_7=20,75-16=-20,
' Unrform Loads(p�0
. VeM1'.1-2=-20,23="20.3�=-30.4-5=20,7"8="20..8"9=-30.9d0=-20,10-11=-20,
13-15=100.72-13=20
i4)3rd Unbal.Snow-Left'.Lumber Increase=1.15,Plate Increase=l 75
Unitortn Loads(P�� Z3-38.3�=?8.4'b='3b•�'8''38,8-9=-48.9-10=38.10-71=38,48=-10.5'6=80.6-7=10q�5-tfi=-20,
' Vert�i-2=-38, .
t345=-100.12-13=-20
, 15)�4lh Unbal.Snow-Left:Lumber Increase=1.15,Plale Increase=�.15
. Uniform Loacs(p�� .
Vart:b2=-B0.2-24=-80,3-24=113.3�=t23.4'S='it3:7-8=-38.8-9=-48�9-t0=c38,7G-11=-38,4$=-10.5"7=38.
15-tu=20.13-15=t00,t2-13=-20
1fi) Sth Untiai.5now-RighC Wmber Increase=lJS,Plate Increase=1.75 4-8=-10,5-6=-700,6-7=80,15-16=Z0,
Unifort�Verta i(2=�38.23=38,3"4=-48.4"5='38,7-8°"38,8-9=-08,9-10=-38.t0-11=38,
13-'15=-100,12-13=20
��� U�ni ortn L atls�P�hL Lumber Increase=1.15,Plate Increase=�.15 �p Z6=-80;10-11=-80,48=-10,5-7=.-38,
�Vert:.t-2=38.2-3=38.3�4=-48.4-5=38.7-8=:1�3..8-9=423,9'Z6=113,
" 15-16=2Q.13-t5=400.12-t3=-20
18)7lh UnbalSnow-FaralleC Wmber Increase=1.15,Plale Increase=l.t5
Gontinued on page 3
basetl IY W�P9 � M1 d 6� r�0 IOUOI b Itl 9 . 0 nent. . ������ .
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Desgn vafO 1 b..�iM1 Mi k e ��iM1 tl 9 n W^ M IabSry tl �g on tt.Qon I ih ezpo 5 ti IIitY oRM1e .. . .
APPfmblp �tl 9 P e�e p tlP P R c �Pa'tio. 1 P er 19utl e gordng
"�(plote I P�h � BNd I b b oIY AtlCt � I1eTPO .ryb 9�o BiBSOUntlsitleRoatl
rectoc Ntltl t I P�man 1 b n9 0�tM1e Il stm 1 B'u lb P ti F�y f ih bV W 9 tle9gne�fa 9
tlefive�Y.e� � antl br ug mnsu0 pN51RP11 a f1y CMetlo �SB 89 oM BRI BuOtling Component EOanlon NC P932
labncatio q Iry.mn�mlM1e.�mlmsPlatelns\Nte ZBIN Lee51 et.5.,i1�I�AI Mi `�A2v14.
. . . . . . . i . . . , ... . . .. . i - :.-. i _. . , .. .
Job Tmss TmssType �ty Ply
E6434018
CRDERS EA-99]14 SPEC 1 1'
JobReference o �IOnal
NVR Homes,X . • •- � 72505 Jan 25 2Gt2 MTek Intlusines,.lnc. Thu May 3� 1535:56 2012 PSge 3
:. ..,. ._ .. :_
'»-.--'-- - '- •'•�...�....-..W»......_... ��.:;;n_ �- . ___z.. �,C�P6UxFF?q4UCKupFtl0f2EqWZBiwc�zb_AE?On?yJdxeRTIK_?C_MSUJmVuk2LROG8zAyJX _..
LOAD CASE(S)
Unifortn Loatls(pl�
Vert 1-2=38,2-3=38.3-4=-48.4'S='38,7-8='39.8-9=-48.9-10=-38,10-11=38.4-8=1Q 54=-153.15-16=-20.1345=-100,12-�3=20
19)8th UnbalSnow-ParalleC Wmber Increase=tl5,Plate Increase=1.15
Uniform Loads(pl� �
VeR:L2=453,23=-153,3-0=-063,45=153,7-8=453,8-9=-163,9-10=-053,10-11=-753,48=-10,5-7=38,15-16=-20,.1315='100,12-13=-20
AWdRMNG Vere(Yd O �.a!'a�� dRFaDNUTESON1HI5dlm/NCLUDEOAIITEKXFfERFl�C6PAGEHIf�6T3�'BFiJRR(ASE. - - ,
>esgn vaftl�ar ose onN ib Miak con 1 Th tlesB s b � d ly opon pa t �o a tl' i nd tl I b Itling co po nt.� ¢��Q �■9_
a'.r. i
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eracia.Atltlitionalpertnanenibracngo�iheovemYximclureelM1Blesponatilryo(iM1ebulidingtleugner fwgeneml9�tlanCerapartlng ` ` '^�
�obnca�iOn,quolifymO�ml.stWoge.EeYVery.ef¢dbAantlbmCiOg/COrtsvlt pN51/IPIIOUaIIhCtlfetla,�SB-89antlBC51BUI1tlInpCampeoeM B185ountlsi�leRCatl
Svlety InlormaMOn availabk fiom imss Pbte Ins�iWte.291 N.lee Slraet;Sw�e 31Y,Alezo�tlna.VA 413i4 Etlenlon,NC P]932
IIWiM�m�irVtPM Fri���a�� wM111 )�ti �IV -
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--- ' _ . . .. . _ ._
Job Tmss Tmss Type QN P�Y
E61]1891
ORDERS EA-98)15 COMN 1 1
P (amnr I fnnall.
- �: - . � _ . r...=- ..- -^•+.•^.-F.;-�r- - . ... •�•' •]250sAU9�52011�d�Teklndu.Nes:Inc..WedOCt12.13.032fi2a�1 PaS°.t _�.,...,-�
- NVR Yorrzs,X'
� 10 Zz6cyW�HOmkOtoSWtW/LfjzkwN-SCm25p]9HXEPsMdiFrfi4WF6zfOpRTU?LAqtJUyll9oV
U-11A� a s � s-�r-e. � �aao-i � �in-0 aaio-a
h 11-0 5-0-15 4-tOA� 4-169 �5815 0.11-C�
4x6� Swle:il4.=t•
4
8.00 12 9 ID
3s4� 3x4 �
3 5
fi
2 ]
b �
Sx6= 8 Sxfi=
6x8 -
9 B � 9-0i-0
�-9 H B a -
LOADING(psQ SPACING 2-0-0 CSI DEFL In (loc) I/defl Ud PIATES GRIP
TCLL 23.1 plaleslncrease L15 TC 0.31 Vert(LL) -0.15 6-B >999 360 MT20 197/144
(Ground5now=30.0) Lumberinuease 1.15 8C 069 VeM1(TL) -0.79 6-8 >604 240
TCOL 10.0 RepSlresslncr VES WB 026 Horz(T6) 0.03 fi n/a n/a
BGIL 0.0 ' Code IRC2009/iP12007 (Matnz) Wintl(LL) 0.05 2-8 >999 240 Weight.91 Ib FT=S%
BCDL 100
LUMBER BRACING
TOP CHORD 2 X 4 SYP No2 TOP CHORD Strucfural wwa�sheathing tlirecily applied or 5-6-3 oc pudins.
BOT CHORO 2 X 4 SVP No2 BOT CHORO Rigid ceiling tlirectly apPlied or 10-0-0 oc brecing. �
WEBS 2 X 4 SPF Stud MiTek recommends that Stabilizers and.required cross bracing
WEDGE . be installed dunng imss erection,in accortlance with Stabilizer
Left:2X45PFSW4,RighC2X45PFSNd Jnstallation uitle.
REACTIONS (Ib/size) 2=792/0-3-e (inia�D-7-8),fi=792/0-3-8 (min.0-1�-8)
Max Ho22=285(LG 7) This Wss tlesign assumes lhe use of Soulhem Pine lumber values
Max Upiift2=314(LC 9),6=-314(LC 10) �hat were publishea in the 2005 NOS and prior to the updaled�antl
Max Grav2=978(LC 2),6=918(LG 2) lower vales adopted by ALSC on June�1;'2072. This is being DoBe
� � ezpliciUy at the tlirection of Frank Avbel,PE;Engineer of RecoM
FORCES Qb)-MaximumCompression/MaximumTension fo�lhepmlect.
TOP CHOR� 1-2=0/9,23=1147/41],3-9=875/335,4-9=-777/355,4-00=-772/355,5-10=-875/335,5-6=1447l4'i��,6-7=027
BOT CHOR� Z-8=-284/88],fi-8=-199I887
WEBS 3-8=332/304,4-8=-194/5�1,58=332/304
JOINT STRESS INOEX .;j;',4;`;.;zi s.:�r
2=039,2=0.00,3=Q26,4=029,5=026,fi=039;6=000and8=0J7 \`,���� � _
� P' .
NOTES (12-13) ���. -
1)WinC:ASCE 7-05;120mph;TWL=6.Opsf;BCDL=6.Opsf;h=25R;CaL II;6cp$;endoseQ�MWFRS Qow-rise)gable entl zone and GC ��.� _�,�!
Exterior(2)zone;.canliiever left and nght exposed;C-G for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60
plale gnp�OL=1.60 ;
2)TCLL:ASCE 7-05;Pg=300.psf(grountl snow);Ps=23.1 ps((roof snow);Category II;�Exp B;Partially Exp.;Ct=1.1 - -
3j Roof design snow load has been reduced to account for slope. . S � " -
4j Unbalanced snow IoaES have been wnsidered�for Ihis design. : _
5)This truss has been tlesigned for greater of.min roof live load of ifi.0 psf or 1.00 times 9at roof load of 23.7 psf on overhangs ��'�
non-concurreniwitholherliveloads. . �, i�.r-:
6)This iruss has been tlesigned for basic load combina�ions�which inGUde cases with retluclions for multiple wncurrent live loatls � �� _,. a
7)This tmss has been designed for a 10Aps1 bottom chor0live load nonconcurren[with�any other live toads.
8)'This lruss has been desi9ned for a live ioad of 20.OpsF on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ' /� �-�T?f�` " "
will fl between the bottom chord and any olher members. ��! < < �
9)Provide mechanical connection(by o[hers)of Iruss to bearing plate capable of withstanding 3141b uplift at joint 2 antl 3141b vplift a_� - '�
join�6. ' V^..-•-
10)This truss is designed in accoreance wi�h Ihe 2009 Internalional Resitlential Code sections R502.11.1 and R802.102 and
referenced s�andardANSI/(PI�7.
11)'Semi-ngid pitchbreaks with fized heels"Member end.fxiry motlel was used�in[he anatysis and design of this tmss.
Conllnued on page 2 �1�A R � �7 ����
1
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D g ftl f�uu ly Ah Mi k t LM1 if ig D tl ly p p �Ers�M10 M 6 f ntl W I b d' g po ent ������
hpp! b¶ty �des9 pa e�ersontlp pe apwa� � p ni po blry Po Itl gtl g e�=� fl tl 9 .B gSM1Own �
ef btemisuppw� f tlndwlweb embersonly:PtltllonalfempomrybmcmgbL�wreh�obArytloNgcortshucfonsiM1erevponitill�yoliM1e
erecfor,ltltlitionalp anen�tirocirgof�heovemllSW f e'nIDercspon bfryofiM1ebuildingdes9^er.Fwge ealBUidmceregarding � �'.inu:e,.
� b� f0 q aliry �d'iW g tl I �ry 1 ontl� - g b�uN� qry51/TlflpuollNCrlRela,D5E�99a�lCSIEUI1tlIngCOmponenl 81850und50eftoad
SMely InfolmoMOn ava lable from imss Plofe Inst iNe.291 N lee 51 eet,Soife 312 Aleaonena.VA 42]td.
Mcn.nn.mn�..otnxwi...i: " .n.A.�..i�n i >ma �'a�v� 'Etlemm�.NC2]932
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TN55 TyPB I
Job T�� � 1
' --- .-COMN�..:... � �R f�� . Inc. W��1213:03262011 Pa9o2
v�... .- " ',:-�Ep.98715axra.vc4�.n-...w.�-.�.�.._�.a:.. . — .T,-... v JU U9oV.
ORDEftS 7250sAUg252011MTekn�us es. RTaLRa' Y. --. - ... •.-.
ryyR Homes,X ID:ZZ6cyW�HOmk�foSWtW7�ljzlcwi 0.69 fo5100Hmph and 0.84 foG��qmph).a� . .- ,�,-
�p)Oesigns checked for ASCE 7-OS winC at 120 mph,wind reaUions x o.56 will atljusc win0 load reaction to a sDeed of 90 mph(
otne���ue^��emaln lhe ume as s�ow��
13)SPF No.2 antl SYP No.3 can be substiWted for SPP Stud Grede malerial(ROOf trusses onty.
LOADCASE(S) SlandarG
i
�r •
dRfdDNp�ONTHICdNDINCLINF��'�RFFER�iMEPAG&N11]<TJBFJ'0�[�.SE ��E��7O
. . meterssrwwn.orWht MnidudUUltiv�6cm�Wr�ent.
Vcrv(u AciOn Cwvmc(ers on t fius eesi9^ r�Brxb�9 zlrown \0
�ypw�la usa onN`"��F�"'�et connoctors:i�h tleLal����a��fe°�yylnY o�buldin9 tl s 9 " ponsi r,i.+ , nn��i.
��aqZry ol tle�g�W��tan wd Wopc+on��l��t��ay daca�0�o i�wre slobiiH d�m9�9�aw�orce5regadnf�y ol ihe 018 SouMSNe aoatl
e for Wtemi suPP� t e�Orvdual wab�*�amban N: bti I I�e Wildu�g OevB�er. EEenlon.NC 2]933
cYeC1IX.AtldlliMal P�T�nent broci�p ol Ilta overaY k�mc�Ve'¢�re�w ���
_ _ _....:�.whomirussPbblm�i�Na.�IN.LeeSYreelw5.11e]t�A^exor�tl�a. A2231a.
�pGticalbn.9�tiNronfrti.zlaOpe:a�very.eracYronantlbfacir�p.corsWt PNSI/IPI1�uaPNC�Mda.OSS-BOOn46C51BU0GIn9CamV°�
._ �
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J� TNU TeussType �h Ply E6111892
OR�ERS EA-981t6 GOMN � �
. _ _ Jo¢aete[❑ U+rniona0
� Z25�s Aug 252011 MiTek Intlustries;Inc.Wetl Ctl 12 t3:u3:[c[uii rago i • � -
NVR Homes,X ID3URKSHWxiLVFO_?_o3Ha Wz1�3J-SCm25p]9H%EFSMdiFrf�4W FHk(HCRTZ4LAqUUyll9oV
n.a a-z-�o �.z-u azna a.a.m n.a
Sr�ie=es�i
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5
11 �1
io.00 iz
a.a O 3.a �i
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1
3
B 5t�m
�1� +d
10 ax6 II
Ew I�
a.e =
ii
PI I Off X ' 2: � -80.1�2 8' � -ti -1-2
LOADING(psQ SPACING 2-0-0 C51 DEFL in Qoc) I/defl L/d PL4TES GRIP
TCLL Z�.S Plateslnuease 1.75 TC 020 Vert(LL) -0.07 &10 >999 360 MT20 197/144
(Grountl Snow=30.0) Lumber Increase 1.15 BC 0 44 Vert(iL) -0.17 8-10 >999 240
TCOL 10.0 ftepSlresslncr VES WB 025 Horz(fL) �02 8 n/a Na
BCLL 0.0 ' CodeIRC2009/fP12007 (Matnz) Wine(LL) 0.02 2-10 >999 240 WeighCB91b FT=5%
BCD 1
LUMBER BRACING
TOP CHORD 2 X 4 SVP No2 TOP CHORD SwcWral wood sheathing Eirectty applied or 6-0-0 oc puAins.
BOT CHORD 2 X 4 SYP No2 BOT CHORD Rigid ceiling direcUy applied or,10-0-0 oc bracing.
VJEBS 2 X 4 SPP SWtl MiTek recommentls Ihat S[abillzers and required cross bracing
SLIDER Left 2 X 4 SPF SWC 2-8-3,Right 2 X 4 SPP Stutl 2-B-3 be installed during Iruss erection,in accoNance with Stabilizer
In t II t'o a 'tle
REACTIONS Qb/size) 2=660/03-8 (min.0-1-8),8=66N�3-8 (min.0-1-8) This imss design assumes lhe use of SouthemPina lumber values
Max Horz 2=308(LC 7) thal were published in the 2005 NDS and pnor to Ihe upda�ed 'and
Max Uplifi2=261(LC 9),0=261(lC 10) lower vales adopted by ALSC on June 1,2012. This is being Cone
Max Grav 2=760(LC 2),8=760(I.0 2) explicitly at ihe direction of Frank Avbei,PE,Engineer ot Record
forthe pmjecl.
FORCES (IG)-MazimumCOmpression/MaximumTansion
TOP CHORD 1-2=0Y25,23=-829@9fi,3-4=-692/326,4-11=641/302,5-1 t=-549l320,5-12=5491320,6-12=-6411302,G�=-699326,
7-8=-828f296,8-9=0/25
BOTCHORD 2-10=489/577,8-10=-106/577 ..v�1��'•!'��=�j;�.
WEBS 4-10=-227/276.5-10=225/468.fi10=-227/276 .`:.'''� ;,. ';/
`:}�J r.. b i i��}�.a-/'�
JOINT STRESS INDEX "\e:� -'"' ,�
2=0.85.2=048.3=0.00.4=026,5=0.28.6=026.]=D.00.8=0.85,8=048�antl10=0.64 `^ ' :_,};>��.= �'2�i, %
:i/� ,•�1 ' _,
NOTES (12-13) . '•'�":' ,. '_
i)Wnd:ASCE�-05;120mph;TCOL=6.OpsF,9CDL=6.Opsf;h=25ft;CaL II;Exp B;endoseE;MWFRS Qow-rise)gaCle enC zona anC GC�' '� _
Lumbe�DOL=7.60 -- , � "�'�"�
EAerior(2)zona;canlilever lefl anC nght exposed;FC for members anB�forces 8 MWFRS for reactions shown; _ : 'i`}�), - ��.
plate gnp DOL=1.60 ' ..�- : ...—. ` �; �
2)TCIL:ASCE 7-05;Pg=30.0 psf(grountl snow);Ps=21.5 psf(roof snow);Category II;Exp B;Partiaily Exp.;Ct=7.1 . �' � � ' y
3)Roof design snow load�as been reducetl to account for slope: ��;^ f4. _,
4)Unbalancetl snow loads have been consitlered for Nis design. . i �-��� � _.`�`
5)This truw has been designed for greater of min roof live load of 16.0 psf or 1.00 times Bat roof loatl of 23A psf on overhangs . � . l �;
non-conwrtenlwithalherJiveloads. �,��! �� h�"�/ .,,��,_ -
fi)This truss has been designed for basic loatl combinations,which indude wses wi�h reductions for mulliple concurten�live loads. • ,����'� �—^
7)This Iruss has been Eesignetl for a 10.0 psf bottom chord live load nonwncurrenl with any other live loatls. �I
8)'This truss has been designatl for.a live load of 20.Opsf on ihe bottom chord in all areas where a rectan�e 3-6-0 tall by 2-0-0 wid�
will fit between the bottom cfiord and any other members. � ��'��`
9)Provide mechanica�connection(by others)of Wu to bearing pla[e ca0able of withs�anding 267 Ib uplift aQoin�2 antl 261 Ib uplift at
joint8.
10)This truss is designed in accorCance with Ihe 20091ntematioral Resieential Cotle sections R502.11.1 and.R802.102 and
raferencetlstantlardANSI/TPI1. �IAtI �t � ll��?
11)'Semi-ngitl pitcAibreaks wiN faed heels'Member end fiairy model was useC in the analysis anG Cesign of Nis lruss.
Con�inueG on page 2
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Job Tmss TmssTYPe �ty Py
Efi1]1892
OR�ERS EA-9B]t6 GOMN > >
�M1Rf P�lynll
- NVR Homes.%.._.,.. ' ^:':� . •�•..`• ,°'- � �250 s Av 2520ll.MTak IndvsMes,Iric. Wed Oct 12 13:0.3:D 2011 Paqe 2
,.....:._..... .. . .: . ...... , s... _. ....z.. � � 9� . .
" __ �..�.�... ,< _.,. _.-.�. _ .
ID3l1RK5HIqxiLVFO_9o3KaWZl��'Z�PAGRqIwafSsOZqFyMwtlko5U3tlrAwC92qa�n+yU9oU�' "—
12)Oesigns checked for ASCEd-05 wind at 12�mph,wind readions x 0.56 will adjust winE load reac�ion ro a speea of 90 mph(0.69�for 100 mph and 0.84 for 110 mph).All
other coeKCients'remain the same as shown.
73)SPF No2 and SVP No.3 can be sobstiNieE for SPF SWd Gratle matenal(Raof trusses only):
LOAOCASE(S) Standard
AWARMNG�Vmlu�1�C n�+�� ndRFM1NTESONTHfSAND1IRLUD£DMITJCRF3'F.RFIKSPAG6Hltl4]3�9F3'ORSUSS. ������
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LOADING(ps� SPAqNG 2-P� CSI DEFL in (lac) Ildefl Ud PlATES GRIP�
TCLL 2�.5 plateslncrease � 1.15 TC 0.36 Vert(LL) -0.�6 7-9 >999 360 MT20 1W/144
(GrountlSnow=30.0) Lumberincrease 1.15 BC 0.60 �Ven(TL) -0.15 7-9 >999 240
TCDL 10.0 Rep Slress Incr NO WB 0.95 Hoa(TL) 0.04, 5 n/a Na
BCIL 0.0 ' Code1RC2009/TPI20W (MaMx) WinQLL) 0.06 &10 >999 240 Weight2121b FT=S%
BCOL 10.0
LUMBER BRACING
TOP CHORD 2 X 4 SYP No2 TOP CNORD Shuctural wood sheafhing direetty applietl or.410-6 oc putlins.
BOT CHORD 2 X fi SVP No.1D BOT CHORD Rigid ceiling directly applied or 7b0-0 oc bracing.
WEBS 2X4SPPStutl'EZCepC
3-9:2 X 4 SYP No.3 or SPF No2 This[russ design assumes Ihe usa of Southem Pine lumber values
WEDGE �hal were publisfied in the 2005 NOS and�prior lo the updated and
Left:2 X 4 SPF Stud,Right 2 X 4 SPP Stutl lower vales adopted by ALSC on June�,20t2 This is being done
explicitly at the direction of Frank Avbel,PE;Engineer of Record
REACTIONS (Iblsizej 5=5865)03$ (min.0-2-55),1=579310-3$ (min108-05) Forlheproject.
MazHo27=253(LC5) �
Max Uplifl5=1080(LC 8),1=1026(LG 7)
FORCES (Ib)-MaximumCOmpressionlMaximumTension
TOP CHORD 1-2=-6723/7205;'2-71=3538/864,3-N=-0472/893,3-12=3388/896;4d2=-4538/86�,4-5=-67t5/1206,5-6=0/29
BOT CHORD 140=-915l4896,9-10=-915/4696,8-9=-819/4889,�-8=819/4884 57=819/4889
WE85 2-10=-072/2P0.3-9=1029f5421.4-7=<65/2753,&9=-292814B6.A-9=2�131477 �p .
`�l J
JOINTSiRESSINDEX� ��� C., � r?-�I��'�,��
1=0.94,1=0.00,2=0.94,3=082,4=0.94,5=0.94,5=0.00,7=040,8=0-99,9=0J2and70=0.40 '� ' ..-.., `
�? ..s � :�;/�,�J
NOTES (13-74) . ' � � �C`��:: '
�.:
1)2-piytrusslo�beconnecledtogetherwith�l0tl(0.120'x3")nails�asfollows' - . �
Top chords connecied as follows�.2 X A-t.mw at 0-9-0 oc. . -
Bottom chords connecleC as follows:2 X 6-2 mws a[0-EO oc. ' � '�:,'��' {
: � 1 '
Webs connected as follows:�2�X 4-1 row a10-9-0 oa ��� ° , -
2)All loads are considered equally applied ro all plies,except if notetl as front(F)or back(6)Face in the LOA�CASE(S)seclion.Ply to _ � � '
ply wnnec[ions�have been provitled to tlistribule only loatlshoted as(F)or(e),unlessbtherwise indicated.
3)WinC:ASCE 7-05;120mph;TCDL=6.Opsf;BWL=6.Opsf;h=25f�;CaL II;Exp 8;enGosed;MWFRS Qow-nse);cantilever left and ngh� � _ .�„- ��: �-° .
exposed;Wmber DOL=1.60 plate grip DOL=1.60 `�� � �`
A)TCLL:ASCE 7-05;Pg=30.0 psi(grountl snow);Ps=2t5 ps5(roof sno�u);Category 11;Exp B;Partially Fxp.;p=1.1 ��/�� t ��i,"{�+ -;.{�y
5)Root desigRsnow load has been reduced�to account for slope. ��� -�!�
6)UnbalanceBSnow IoaES have been wnsidered for this design. ��r+� �
7)This iruss has been designed for 9reater of min mof live load of 16.0 psf or b.00 times flat mof loatl of 23.1 psf on overhangs� {,i.r--�
non-wnwrrent with olher live loads..
8)This truss has been tlesigned for a 10.0 psf bottom chorC live load nonconcurrent wi�h any other live loads.
9)'This tmss has been designeE for a live loatl oC20.Opsf onihe bottom chord in all areas�+here a rectangle 3-6-0 fall by 2-0-0 wide
wifl T�t behveen ihe bottom chord and any other members. �
10)Provide mechanical connection(by others)of truss to bearin9 plate capable of withstanding 70BO Ib uplift aljoinl5 ana 10261b upliR �`�I I,p (� ^ /r�1 �
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NOTES (1344)
1t)This Ituss is designed in accordance with Me 20091nternationalResidential Cotle eeclions R502.11.1 and R802.102 antl referenced standard ANSI/TPI i.
72)Girde�qrries lie-in span(s):3bi 1-0 fmm 0-0-0 to 16-11-0
13)Designs checked forASCE4-05 wind�al 120 mph,wintl reactions z 0.56 will adjust wind loatl reaction to a speed of 90 mpn(0.69 for 100 mph and 0.841or 110 mph).All
other cceKcienis remain lhe same as shown.
14)SPF No2 and SVP No.3 can be substituted for SPF Stutl GraCe matenal(ROOf tmsses only).
LOAD CASE(S) Standard
1)Snow:.Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(pl�
Vert:i-5=-634(F=614),13=-63,3-6=63
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LOA�ING(ps� SPACING 2-0-0 CSI DEFL in Qoc) I/de9 L/d PLATES GRIP
TCLL Z�.S p�atesincrease 1.15 TC 0.47 Vert(LL) AC511-12 >999 360 MT20 197/144
(Ground Snow=30-0) �umber Increase 1.15 BC 0.40 Vert(TL) -0.13 77-12 >999 240
TCOL 10.0 RepSUess�ncr YES WB 0.35 Hoa(fL) 0.12 8 n/a n/a .
BCLL 0.0 ' CodeIRC2009RP12007 (Matrix) Wind(LL) �.OStb12 >999 240 Weight:1001b FT=S%
6COL 10.0
LUMBER �BRACING
TOP CHORO 2 X 4 SVP No2 TOP CHORD Struclural wood sheathing directly applied or 4-9-8 oc pudins.
BOT CHORO 2 X 4 SYP No2 BOT CHORD Rigid ceiling directly appliee onA0-0-0 oc b2cing.
WEBS 2 X 4 SPP Stud MiTek recammends that Stabiiizers�antl required cross bracing
SLI�ER Leh 2 X B�SYP No2 2-73,Righl2 X 8 SYP No2 2-�3 be�installed dudng wss erec�ion,In accordance withStabiliier
Installatonquide �
REACTIONS Qb/sizep 2=657l0-3-8 (min.'04-8),8=657/0-3-8 (min.04-8) Thislmssdesign,assume5theuseofSouthemPinelumbervalues
Max Hoa 2=322(LC 7) that were published in the 2005 NDS and pdor to the updated and
Maz Uplift2=262(LC 9),8=-2fi2(LC�10) lower valesadoptetl by ALSC on June:7,2072. Tfiis is bein9 done
Max Grav 2=758(LC 2),8=758(LC 2) .explicdly at the tlirection of Frank Avbel,PE,Engineer of Record
. for lhe pmject.
FORCES (Ib)-MaximumCompressioNManimumTeosion
TOP CHORD L2=0/3,23=-1260/351,3-4=-1182/380,413=-96]229,5-03=�8�/247,5-14=887/282,�6-14=967264,6-�=-1182/39
,7-8=-12fi0/329.8-9=0/3 - �+•f�.;'.:
BOTCHORD 2-12=-350/889,77-72=356/913.10-11=-05�/913.8-10=-14]/889 .�'l;'':��•.-�����''::/�
WEBS 5-11=457/820,4-12=0/143,640=0/143.4-11=469/297,6-11=-169/327 .�..:�' �:+r��.�•.. '•'�/.
.\•�`�}'
JOINT$TRESS INDEX -1 !-
2=Q55,2=046;3=000,4=0.50,5=0.40,6=0.50,7=0.�QB=0.55,8=0.46,t0=026,11=0.39and12=026 - ��? �t�`; .
'.!),.� �� - �
NOTES (13-14) � '
1)Wmd'ASCE 7-05;.120mph;TCDL=6.Opsf,BCDL=6.Ops1;h=25ft;Cat.II;Exp B:endosed;MWFRS(low-nse)gable end zone and C C� � �
Ea2erior(2)zone;cantilevei lefl antl right exposed;GC for members antl fomes 8 MWFRS for ieactions showq�Wmber DOL=1.60 ,� s
pla�e 9rip DOL=1.60 i� '
2)TCLL:ASCE 7-OS;Pg=30.0 psf(ground snow);Ps=2L5 psf(rooi snow);Categary II;Exp B;Partialty Erp.;Ct=1.t �.
3)Roof design snow loatl has been reduced ro account for siope. r,��; ' , _
4)lJnbalanceC snow loatls have been wnsidered for this Cesi9n. � '
5)This Wss has been tlesignetl for greater of min rooi live load of 16.0 psi or 1.00 limes flat roof load o123.1 psf on overhangs � �� �\��,
non-wncurrentwith otherliveloads. ,� f�•'lJ1�„ ,���'�1�� �
6)This Wss has been designed for basic load combinations,which include cases with reductions for multiple concorrent live IoaES. ����' '���
7)Thls Wss has been tlesigned for a 100 psf bottom chortl live loatl nonwncurrenl with any otharvlive loads. �
B)'This lruss has been designetl for a live load of 20.Opsf on the bottom chord in ali aieas where a rectangle 3-6-0 tall by?-0-0 wid
wJl Fl�between[he bottom chortl antl�any other members.
9)Bearin9 atjoint(s)2,8 considers pa211e1[o grain value using ANSIliPI 1 angle to 9rain formula. Building Eesigner shoulE venfy
capaaty of bearing surtace. '
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2621b uplift atjoint 2 and 2621b uplift al
joinl8.
Continued on page 2
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NOTES (13�14)
14)TSeml rigldSpticFb eaks wi�ean eelslt Membe end fixity modeR aIS used n the analys s and design of�t M1sOms 02 antl referenced standard ANSI/rPl 1.
13)Designs checked for ASCE 7-05 wind al 120 mp�,w�nd reactions x 0.56 will adjust wind load reactlon to a speed of 90 mph(0.69 for 100 mph and 0.84 for 170 mph).All
olher weK�cients remain lhe same as shown.
t4).SPF No.2 and SYP No3 can be substiWted for SPF Slud Grade matenal(Roof trusses only).
LOAD CASE(5) Standard
�WARHING VenludeaiQ ➢�r°^'d a ARfiADN0elE5 yN��eters nUDFDMIEiCAFi�FRSM'�bu1C�9�mPOren��REUS& ������
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LOADING(ps� SPACING 2-0-0 CSI �EFL in QoC) I/deil Ud PLATES GRIP
TCLL ���5 plateslnaease 7.15 TC 0.47 Vert(LL) -0.05�0-71 >999 360 MT20 197/144
(Gmund Snow=30.0) LumberJncrease 1.75 BC 0.40 Vert(TL) -0.13 10-11 >999 240
TC�L 10.0 RepStresslncr VES WB 0.36 Horz(TL) 0.12 8 n/a Na
BCLL 0.0 ' CodeIRC2009lTPI2007 (Matrix) Wind(LL) 0.�5W-17 >999 240 Weight98ib FT=S%
BCDL 10.
LUMBER - BRACING
TOP CHORD 2 X 4 SYP No2 TOP CHORD Stmctural wood sheathing directly applie0 or 49-6 oc putlins.
BOT CHORD 2 X 4 SYP No2 BOT CHOR� Rigitl ceiling tlirectly aOPlietl or 10-0-0 oc bracin9.
WEBS 2 X 4 SPF Swtl MiTek recommends Ihat Stabiiizers and reqvired cross bracing
SLI�ER Left 2 X 8 SYP No2 2-7-3,Right 2 X 8 SYP No2 2-7-3 be iBstalled�tluring lruss erection;in accordance wi�h Stabilizer
Installation uiEe.
REACTIONS (Ib/size) 8=601/0-3-8 (min.04-B),2=659/03-8 (min.0-1-8) This Iruss design assumes the use of Southern Pine lumber values
Ma<HOa 2=323(LC 8) ihat were publistietl in the 2005 NDS and pnor to the updated and
Mau Uplitt8=192(LC 10),2=2fi3(LC 9) lower vales adopted by ALSC on June 1,�2012 This isbeing done
' Max Grev 8=690(LQ2),2=760(LC 2) explicitly at the tlirection of Frank Avbel,PE,Engineer of Rewrd
for�he projecl.
FORCES (Ibj-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/3,23=-726W354,3-4=d 18&382,,442=-972/234,5-02=-882/252;5-03=-893/285,6-13=-973126],6-]=d 19fi/375
,]-8=-12�?J345
BOT CHORD 2-11=-353I893,10-11=-359/916,940=-080/928,8-9=169/905
WEBS 540=-161/827.411=0/143,&9=0/143.44 0=4 67129 7.6-10=-179/336 • .;i.J�`�:;!'�:�?ii<e:
,�c�- ' _ , '�/i.
JOINTSTRESS INDE% '�,�� �..�"'�'`�=�1��.�
2=Q55,2=0.46,3=0.00,4=0.5Q�.5=0.40,6=0.SO,1=0.00,8=055,8=0.46,9=026,10=0.39and11=026 '• �-
. T '�>
-,<
NOTES (13-04)
r,� .
1)Wntl:ASCE 7-05;120mph;TWL=6.Opsf;BGDL=6 Opsf,h=25ft;Cat.II;Exp B;enclosed;MWFRS Qow-rise)gable entl zone and C C , ^ -
E#erior(2)zone;can[iiever left and nght exposetl;FC Por members and forces 8 MWFRS�fdr reactions shown;Lumber DOL=1.60 __ , ,�,,,, '
plategripDOL=1.60 - - ` .� -
2)TCLL:ASCE 7-05;Pg=30.0 psf(gmund snaw);Ps=27:5 psf(roof snowj;Category II;Ezp B;Partialty Exp.;Ct=1.1 ' , ,
3)Roof design snow load nas�been retluced to account far slope. " �� _ -
4)Unbalanced snow loads have been wnsidered for this design. '�:'�� - i D.S
5)Thls Wss has been designetl for greater of min mof live load of ifi.0 psf or 1.00 times fiat roof IoaC of 23.1 psf on overhan9s .- -•-• ��- -
�:'- :
non-wnwrrentwifholherliveloads. •. -^.%l';,, , ��.'� '
�6)Thls Wss has been tlesigned for basic load combinations,whicli'inGUtla cases with�retluctions for multiple wnwrrent live loatls. ��*'� `����''�� ":'�\, ..
7)This truss has been designed for a 1�.�psf botlom chord iive load nonconcurtent with any o[her live loads. � � . ��
e)'This wss has been designed for a live loatl of 20.Opsf on the bottom chord in all areas where a rec�angle 3-6-0�all by 2-0-0 wide
will fif behveen lhe bottom chord and any other members.
9)Bearing al joint(s)8,2�consitlers paralle6to grain value using ANSIlTPI t angle ta grain formula. Building aesi9ner should verify
capacity of bearing sudace. '
10)Provide mechanical connection(by others)of truss to bearing plate capable of withslandin9 192 ib uplift al joint 8 and 263Ib uplift at
jainl2.
Conlinued on page 2 �V,A R 1J 7 21�I�
Y� WARlUNG VertJyd q O_� d dHFFaOIATESONIHfSdNDINCLUDEDAIIIEKRFSERFNC6PdGEHIf�l9�3AFJ'GRF,USE. . _ ,
D�g Itl t e o ly tlM1 MiBk On ¢C� iM1 tl �sig b tl ly p p � NOw ptl k fIX -ntl tlU I b Itl g co ponenf ����q�
hP�f tifM f tletlgn po e� rs �iitl P W apa'at I P ent � bl ty f b Ia g d¢v9 n f hu tl g .
r.B ng shown e
hl latemisupportofmtlrvtlualwebm b only Ntldl It p ryb gt ez�abirytl g �--zfiu t t�erespo bdliryoitM1e d
e �or.Aedfonalpartnanenfbmcng �f� overadsfmcNreutherespomblty �thebuiWlrgtleagneLSrBeneralgmtlorcereg�Ning � -� :.im:e;.
Iabncation.quafNconVOl.s�oraga,tlelivery.erad'wnandbrocingconwlV pNSI/IPOpuollp CMeEa,OSB�99anEBC51luAEingCOmpenenl 0185ountlsidaROeE
SWerylnrormoMen ovailabiefromimssPla�elnsiMNa;R81N.leeStreaCSUiteJl4.AlexoMria,VA44Ji4. �
na...n...cw �n Etlenlan,NC2)932
,. ; ....
. i ., _; _ ... i
' ,
• � • I
p�y Pty E6171895
Job Tmss }TrussType� '
.. ... 1
—:. _—_ ,. .. . . _ . � .
_ .. . _EA-98719 ti,�l _��=.�..�._'"' .
ORDERS -. .� rlc . - •...•��^-�'"�'�' 7250`sAOg252����MTek�'"�sVies.Ir.c,WedOCt1213'.03292011�Pa9e ......_'.-"..__
10'.3UftKSHtqxiLVFO_?_o3Ke Wzj73J,Vm%wg6rO5GVp6K5CNNO0i9tkislzeo3R f3JKwpy�yu�
NVR�HOmes,X
NOTES (�3-�41
h �.69 br 100 mph antl 0.84 for tt0 mph).All
���Tpis�russ is designed in accobance�+'��h lhe 20091n[emational Resiaential Code seclions R5021L1 antl R802.102 antl referenwd standartl AN51
wind reactions z 0.56 will adjusl wind load reaction to a speed of 90 mp (
�p)"Semi-rigitl�pi[chbreaks with faetl heels-Member end fxity model was used in the analysis and desi9n of this mss
13)Designs checked.5or ASCE 7-OS wind al t20 mph, Roof trusses oniy).
other coeffcients remain lhe same as showa.
�4)SPF No2 and SVP No3 can Ee substiWtetl for SPF SWd GraCe matenal(
LOAD CASE(5) Stantlard
i:.
- IM,LfJDFDM��F��EPdGENII]6J3BSF'QREUSE. ���sa��
d pBdp 1�TE5 ON]11/5 dlID f��o nd fa '�a id al buBtl 9 ^jO hown �
V�pegpf/!G Ve/JY�aO y°���^��M �bme001Y P,. e°�nbl\Y ih Itlin9tl 9 ! n1�V4tl �9� &Otill�yoHhe •'. ".
Dysren �d� f 5 �N wi�F1 Mi k C <tIXi thOmIX9 n OQC m��. . tObl�y d 9 ShU M1o1115 t� ! P ..
pppfi<atilryolde 9^���m �� ���r Forge aralgutl 9 �d^9 . g�g5 ndsA�0.00d
u for late�pl wPp �o�'���b al eb mambers �p�A��uia h ih P sponp��y oi 10 ti Id'ng Ge4gn Camponent EEemm�.NC 21933
areclor.AtlClonalp�an ib angottha
re
mr.�rntion.o�aliry ronirol.9ora9e,qe0very.arec?b^o-tl bmcing�ror�sult AN51/IPII� 11ry Cdledo CSB 99 antl BC51 Bm ng
. . _._...o�.•si...rm�a.281N.leeS�reel:5vile_312A^exaotlna V,�31a.
Job Tmss TivssType Oty Pty
E61]1B9fi
ORDERS E/+-9W20 SPEC 1 1
J h R ferenrn( C I1
,.. ._ ....,..yVRHOmes.Y ,:._.... .. .:. _ .� �r.:;...-..,_,.,.,w._.,_..._ ...�..._..w.. . T.750sAU925201tMiTkltli 'esln _W=EOCt1?ta93309011Yqe1
� �r1�3URKSH4niLvFO_?_o3KeWzj?3J-aSluSieCVigjTgOi4vdFMPIDGgNNKbFnot5Fyl19oH �Y••����� ;.�-,••
� 0.1t-0 3-IDa 0.1
Scale=1:14]
3 E
¢�t6 i
soo �p
6
2
� ' — la
3x6 �I g
Cx6 —
3x4 °
}16-0 ,
Plate Oflsels IX Y1' f2'0-0-0 04-37 f2�0-1-6 4&91 f3�0-2-is 9-p-01
LOADING (ps� SPACING 2-0-0 CSI DEFL in QocJ I/tlefl Ud PLATES GRIP
TCLL 23.� Plzteslncrease 1.15 TC 021 Vert(LL) -0.00 2-5 >999 360 MT20 197/144
(GmuntlSnmv=30.0) Wmberinrzeasa 1.15 BC Q26 Vert(TL) -0.01 2-5 >999 240
TWL �O�a RepSVesslnu YES WB 0.00 Horz(TL) 0.00 5 Na Na
BCLL 0.0 '� Cotle IRC2009/�PI200'! ,(MaVix) Wintl(LL) 0.00 25 >999 240 Weigh�:i61b R=5°o
B O 0.0
LUMBER BRAGING
TOP CHORD 2 X 4 SYP Na2 TOP CHORD Stmctural wood shealhing directly applied or 3-10-0 oc pudins.
BOT CHORD 2%4 SYP No2 BOT CHORD Rigitl ceiling tlirec�ly applied or�10-0-0 x brddng.
OTHERS 2%4�SPF SWtl MiTek recommentls Nat Stabiliiers ana requiretl cross bracing
WEDGE be installed dunng Wss erection,in accordance wiN Slabilizer
Left:2 X 4 SPF SWG Installation uitle.
REAGTION$ Qb/s2e) 2=201I03$ (min.04-8),5=138/0-�-8 (min.04$)
Max Hoa 2=114(lC 9) This W ss design assumes the use of Southem Pine lumber values
Max Uplifl 2=-108(LC 9),5=-81(LC 9) lhal were pu6lished idthe 2005 NDS and pnor to tne updated and
Max Gav 2=23'!(LC 14),5=169��C 74) lower vales adopted by ALSC on June�1,2012. This is being done
.explicitly at the direction of Frank Avbel,PE,Engineer of Record
FORCES (Ib)-MauimumCOmpression/MaximumTension fo�thepfojecl.
TOP CHORD 12=0/9,2E=-ID9/0,3-6=-36I2,33=-]/0,3-5'420/128
BOT CHORD 2-5=-04/50
JOINT STRESS INDE%
2=035,2=0.11,3=0.37and5=0.52
1 � �=i
NOTES (1445) \`� ` '� ' / '
1)Wind:ASCE 7-05:�20mph;TWL=6.00sf;BCDL=6.Opsf;h=25fl;Ca�.II;E<0 e;endosed;MWFRS(low-nse)gable end zone and C-C ����� � �' _��'!-
Eztanor(2jzone;rantileverleftandrig�tezposetl;GCformembersanafo¢es8M4'1FRSforreactionssM1OwqWmberDOL=160 .������ ' �•n, �.
�'
pla[e Bnp DOL=1:fiQ �� "�� r� '
2)TCLL:ASCE 7-05;P9,30D�psf(ground snow);Ps=23]psf(roof snowl;Calegory IC Eap B;Partially Exp.;Ct=t1 - "
3)Raof tlesiqn snow loatl has bean reduced lo accounlfor slope. �
4)UnbalanceE snow loads have been consitleratl for this design. " � -
f1��1"! _
5J This Wss has been tleslgnetl(or greater of min root live bad of 16.0 psf or 1 00 times fla�roof loatl of 23-1 psf on overhangs �, i �'�., _
nonrancurtentwithotherliveloads ,'��j!'�- ' :(. :
6)This Wss has been tlesignetl fo�basic load combinations,which indude cases wi�h retluctions tw multlple concurrent live loatls. - �
])This W ss has Ee¢n tlesigned for a 10.0 psf bonan chortl live load nonconcurtent wiN any other live loads �F�: ���n', c �� :(-'
8)'This Imss has been designetl for a live load�of 20.Opsf on[he bottom chord in all aieas where a rectangle 3-6-0 tall by 2-0-0 wide " .'t
will fit beN.een the bottom chortl and any ofher mem6ers. - ���'�`�
9)Bearing atjoint(s)5 considers parallel to grain value using AN51liPl 1 angle to grain tormula. Building designer shoultl verify capadty ��1 . .��\ " / ?
of baaring suRace. �� � i
10)Pmvide mechaniral connection(by othars)of truss to beanng plate atjoint(s)5. �
1 t)Pmvide mecnanicai wnnecYion(by others)of Wss to beanng plate rapable of wit�standing 1081b uplifl atjoinl2 antl 811b uplift at
joint 5.
12)This tmss is tlesignetl in accotdance with Ne 2009 Intemafional Residential Cotle sections R502.11.1 antl R802.102 and
�o����gfie�.�qtlartl ANSI/iPl 1.
I�AR 0 7 2�J13
� WARMM' VmfY d O o � nd AfidD fN)ES ON 1HIS AND IhCLUDFD MpEK RFi'ERF.�CEPAGE Nlf 16T3 HFi'ORE i15& � - '- --
Olw�lafemisuPPOtlofndntlualwebm mCbersonlYtlAtltltonaltemP��Y�racn9�a'nsure�f GlNtivnn9cor¢Nqoalbt�erespo blltYOflFe ������
Appfcablry �d g p � rsantlpope wPwaf � ponen�l po bltyol�oltl 9d 9 othu tl g B crgshown
rec�a.Ptltl'tliond p¢+nonent pating oi 1M1e rneiolV r4ocNre's Yne resPansrolliry of ihe bui�ng tleUgne2 For geneml gvitlance regarding i.vd i���erm�.i..
I b-� fi n.quallryconimi sbmge�d I �ry�ereciqnantlb -g camutl qNSlpPllp�ollp Ctlbtla;U5B�89onEB<51lulltlhgCamponent
5 1 ty�i�rtnaNOn ovolobklromirvssPl YInsPoNe.481 N L �SfraeCSUit 312 Alesontlno:VA�314:' BieSOUntlsitlekoaa
N(n�n���npw N mlr�ia� 1(W�F�A��i nw4� •eMna��ll�rriveMl�t )M3 �PIV EdO�b�.NC2�932
. _ . ,. � _ . . - -
.lab Tmss TmssType �ry Ply
E641896
ORDERS EA-98]20 SPEC 1 1
GC1�Alion31J -
tiVRHOmc< X_�� _„_,;,_ .__�„�__�_ �2505AUq252011MiT ki tl in s,inc W dOd1213:03802011 Page2
- __r�—. . . .�— .�.w�.-. .-_y___ ' _ __ . . . . _.
� � ' — --�� IU30RRSHtqiiC-vP0_9o3iaY�'�J>97-avwSS.,JTgjIgGx4vur.MF�nGeNNKSbFnotS'ryiJ5bi: "-' �
NOTES (14-15)
13)'Semi+i9id piMhbreaks with fxetl heels'Member end fdy mWel was usatl inNe analysis and tlesign o(this tmss.
16J�esigns checketl tor ASCE 7-05 wintl at 120 mph,vnntl reac[ions x 0.56 will adjus�wind loatl reaccion to a speetl of 90 mph(0.69 for 100 mpti antl 0.84 for 1 W mph).All
other coeficienls remain ihs same as shown.
15)SPf Na2 and SYP No.3 can be substituted for SPF SWd G2de malenal(Roof husses only).
LOAD CASE(5) S�antla�d
�GWdRMNG VmNd o o !�+mders dREADN0IESON]SIISd)mINCIUDFIJNRFXREF'FJtliNCSPdGElflf�l¢T3A&i'ORE(�E. ���N,;i;+
�Desg fdt seo N ��Mi kco xt rs Rusaelg� b doNyupo�po t .tro o�W� �oro intl ;tl IWtldmgc p nl. ��9�0
APP! blry ftles9�P0 � � -�MP� C �pwa�p � mpoOeM spo b'Iry (bld� 9tl B - t� tl 9 :'0 95hOwn. �_
k� la�eialzappo� � tl dualwab b only.Adtlfi I�empomryb�acmgfomureS�atil�ytlunOgconiWC�on¢�her¢5pon5blltyolOte �e
( .AOdM1 nalpertna �nibracng f�M1 � D�fmct e iM1e p r�stilryaf�hebvltlngtlavgnar.lagenerolgoitlanceregaramg ^�� � ^� �
ibrcafon9�alryconld�stwogetlleryaectodandbc�g. onsulY pN51/fPllpoaOpCMeAa.05689antlBC5lBUIl0ingCOmponen� Bt85oundsNeROatl
SNerylnbrmaMOn a alablahomirvss%alel ifufe.481N L �Sf et,SUite312 hlexontlna VA22310. Etlanron,NC2]932
IfWn���nCi�r N '✓.M�rn hM l� >Ilt] . .
_ . _ ;
�ab imss
TrussType QH P�Y E61]18W
1 �
... .:-.IORU6k5 � :-i.� .,�_ ....,EA-98]^.1. -._.,.......SPEC. ... .... ,.__:...« �.i..>.., .. e .,,..,� .;;'a3e3iCOGC�oPQof�� ...,
. . - ... . .�� .. ......., .,.�.
;250 N+9252011MiTekltlusMes�lnc:'WetlGcl121J."30201t.Fag., _.
NVftHOmes,X ID:3URKSH�quLVFO_ o3KaWz1�3J-ss5luSSeCV1gITgOa4vdFMP?]GggNJCbFnot5FyU9oR •
t -
2-it4
� 2-0i-15 Scale=l]fi]
4�%
a
a.w u
3.n�
fi
3
2
� , lo
s
a�-
3x4 =
H
PI teOff t (XYL—L��'0" 0-0-0..
�S� DEFL In (loc) 1/defl �LJd PLATES GRIP
1OA01NG(psQ SPACING 2-0-0 .
>g9g 360 MT20 �9���
TCLL � z3�� Placesincrease 1.15 TC 0.11 Vert(LL) -0.05 2-5
GroundSnow=300) BC 0.31 VertQL) -0.13 Z-5 'S�4 24�
( Lumber Increase 1.15
TC�L �40 RepStresslncr YES WB 0.1? HorzQL) -OOU 5 nla �. Wy�9ht:251b FT=S�
BCIL �� � Gode IRC20091TP12007 (Matrix) WinC(LL) 0.00 2
BCDL 10.0
BRACING
LUMBER TOP CHORO Stmctural wootl sheathing direclly applied or 5-11-0 oc pudins.
TOP CHORD 2 X A SYP No2 BOT CHORD Ri9id ceiling directly applied or 10-0-0 oc bracin9.
907 CHORD 2 X 4 SYP No2 MiTek recommentls that Statillize�s�and required cross bracin9
WEBS 2 X�4 SPF SNtl be inslalled dunng truss erection,in accordance witti'�Stabillzer
OTHERS 2 X 4 SPF SWd Installation uide.
RfAGTlONS (Ib/size) 2=275/03-8 (min.0-1-8),5=204/04-8 (min.0-LB)
Max Hoa 2=126(LC 7)
Max Uplik2=142(LC 7).5=-102(LC 7) This truss design assumes the use of Soathem Pinelumber values
Max Grav 2=327(LC�14),5=257(LC 14) tha[werepublishetl in the 2005 NOS antl pnor to lhe updated and
IoweF vales adopled by ALSG on'June t{2012:This�is being done
explicitly at lha direc[ion of Frank AvbeI,�PE,�Eogineer of Record
FORCES (Ib)-Maximum Compressionl3 6%�-A3/0,4-6=36124,4-5=99199 '
TOP CHORD 1-2=0l9,2-3=335219, far Ihe pmjecl.
BOTCHOR� '25=323/279
WEBS 3"5="297/344
JOINT STRESS INDEX �
2=020,3=0.11,4=003antl 5=0.13 .
1
NOTES (14-15) Y �.•
Q Wind:ASCE 7-05:120mp�:TCDL=6.Opsf�,BC�L=6.Opsf,h=25R1 CaL II;6ep 8'.enclosed;MWFRS(low-rise)gabte end zone antl C C ' y .� ,'<�
Exterior(2)zone;cantilever lefl and nght exposed;GC for memtiers and forces 8 MWFRS for reaclions shown;Wmber DOL 1 60 _
plate grip�OL=1.6� . _
2)TGLC ASCE 7-05;Pg=30.0 pst(9muntl'snow);Ps=23.1 psf�mof snow);Category II;Exp B;PaM1ialry Ezp.;Ct=1.t _
3)Roof Cesign snow Ioatlha5 been reduceC to account for sbpe. ��s ��
4)Unbalancetl snow!oads have Eeen consiCeretl for this tlesign.
5)This truss has been Cesigned for 9reater oi min roof live load of 16.0 psf or 1�.00 times 9at mof load of 23.1 psf on overhan9s _ ' �.
non-concurrent wi�h olher live loatls. � �� �
6)This�mss has been designetl for basic load comtiinalions,which induCe cases witli reductions for muitiple cancurtent live loads -� '
r��r
7)This tmss has been designee for a 10.0 psf botlom chord live load nonconcurtent with any other live loads. ��_�—
g)`This triiss has been designea.for a live loatl of 20.Opsf onlhe bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide `r
willfitbelween the bottom chorG andany other.members. '
g)Bearing atjoint(s)5 considers pa211e1 ro grain value using ANSIlTPI 1 angle lo grain formula. Building designer should venfy� ��y �
of beanng surface.
10)Provide mechanical connec[iod(by othaFs)of tmss lo bearing plale a�joint(s)5.
11)PmviDe mechadc?I wnneclion @y others)of tmss io bearing plate capable of withstanEing 1421b uplift al joint 2 and 1021b uplifl at
;0�^�5 �AR 0 7 2013
Continued on page 2
�WdRMhC Vm(u d -Gn Dara dm�.nd RShD 1NiE5 ON lHIS MD IHCLWFlJ MlEi[H6FEREM'ti,eGe Mm.PO/3 HLFOFE 0.SE.
w
'iM1 MT k� �w+ib tl 9 �1� � t t ss tl g B B �owm ��' ����
p �g litl l N � '0� d� �� �P p biIHY 16 Itl 9 tlesi9 bYl f f ihe ��
APPh bli�y ttl 9 W e1M. tly P¢ Cotp � bJiydum C 1m �0 � ��e po Yo . . .
� � bt als PFM � tl 0 al bT b V ly:Ptldt II po ryb 9�oin B 9 tln9 .
eclo Addf Ipe ��b e II t ct '^Ib po -tifty f�hab Itlrgtl g acFpg mlg�dan 90
e��pr g nen� �Bi85ountlsNeROatl
� b'cotan.q IryC id �omg tl f ry ¢cf tlb g.� � I� pNSIRPIi� IIry G�kda.D5C�89anCGC510u11tlIn9COmpo� E4enbn,NC9932
5 1 h�nbrm M1 alableho Vu PI 1 ImiB � 281 N.L Fire FS 1-�31Y Nexa>n a VAP2314.�
... __`"__n.�Hme...n:.R.wFM.
._._� - .. . � ... ._ ._ . . . .
. .' . . -.....i . . . - ' .. . � . .
� . . .. I . .. . . . � _ . . ._. ',�
I
, • p�y PIY E61]1891 �
TNU TrussTypa
Job � 1
' ' " '—"'- SPEG� ufoo
�.. ,.{-..OR�3EFS_"'._.....-..._.:. .EA-98�21� . � �.�--.._. "_ Jnb R t s���
- — '_ �.V�- --'�7�25G�sAu�l.+[U1TN�iFEk�Intlustnes.�Inc..WedOh1213-.03:3020�1 Pz9e2.,. `.-`....v
NVRMOmes,% ID'.3URKSHIqxiLVFO_?_o3NaYJ¢113J-zzAuSSeCVigjTgOx4vtlFMP?7GggNJCEFnotSFyll9oR � �
NOTES (1415)
12�This Wss is Eesignetl in"zccordance with lhe 20091ntemationai Residenfial Code sections R502.11.1 antl R802.102 and referenced standard AN51lTPI 1.
13)"Semi-rigid pilchbreaks wilh Lxed heels'Member.end fixity motlel.was used in the analysis antl aesign of lhis lmss.
14)Designs checked for ASGE 7A5 wind al t 20 mph,wintl reactions x 0.56 will adjust wind loatl reaction lo a speed of 90 mph(0.69 for 100 mph and 0.84.for 110 mph).All
olher.coencienis remain lhe same as shown.
15�SPF No2 and SVP No.3 canbe substiNted for SPFSWd Grade malerial(ROof trusses only).
LOAD CASE(5) Standard
AWdRN1NG Ve lud� iu oaramde.inndRF�DNOS&SONTNfSdNDINCLUDFDM]EKrREF�F1CS�P�G�EU111�T�4T3�BFfOR5(ASE ��l��d8�9
- Des litl 1 N w11M1 Mi k ecfas;ip tl .9 �o y o IY P° P° efers sM1 � � sFiown .V . . ' .
amet rs ❑p� pa�^�aP � � omp nt po sblry �b Id gtl zign �^O d�� s��bll�yo�iM1e
AP�mbJN �0 9 G Atldt� alt m0 D'b cn9foin e tabl'fyd tlng .
'efrnloteralwppod ���dY��b b�pbe.�N F r�emlguCa �agorang. 8185ountlsitleftoaE
¢��pr Atl4�0 �p� ��haOVet II1 Ci ¢ IM1eRpOnstifl�yolYneMil�9tl gne� 9e
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Job T�uss
Truss Type
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P� � � � �X yp ry' da 0-0 11 f5 Ed 0-0-i1 f6-0-4-0 0-4 41 17'0-4-0 0-4-4 p�pTES GRIP
DEFL In (loc) I/defl Ud MT20 �97/1�
&0-0
LOAOING(ps� SPACING T�' 0:16 Vert(LL) -0.03 67 >999 360
TCLL 17�8 �Plateslnaease ��15 BC 048 Vert(TL) -0.07 6-7 >999 240
(Gmuntl Snow=30A) Lumbet Increase 1.15
TWL ���� RepS(ressincr NO WB 0.50 Hoa(fL) 0.03 G7 >9B9 Z4� Weighti551b FT'S�
Matrix W'ind(LL)
BGLL ��� � Code IRC2009/TPI20W� ( �
BCD 10.0 ggACING IieA or 6-0'0 oc pudins.
LUMBER TOP GHORD Scrvctura�wootl sheathing directty app
TOP CHORD 2 X 4 SVP No 2 90T CHORD Rigid ceilin9 directly app�ied or 160-0 oc b2cin9.
BOTCHORD 2X6SYPNO.2
y��gg 2 X A SPF Slud This Wss design assumes lhe use of Southern Pine lumber va ues
WEDGE tM1at were published in the 2005 NDS and,prior to the updated and
Left'2 X fi SYP No2,Ri9ht 2 X 6 SYP No.2 lower vales adopted hy ALSC on Juoe 1.20'12. This is tieing done
� explicitly at Ne dlrecfion of Frank A�bel,PE,Engineer ofRecord
REACTIONS (Ib/size) 1=3691I03-8 (rtdn.0-2-3),5=369110-3-8 (min.0-2-3) for the project.
� MaxHo¢7=-211(LC�S)
Maz UPIIft1=-7171LC 8),5=-�i�(LC 7)
FORGES (IbJ-Max.mumCompressioNMaximumTension
TOP CHORD 1-2=3533/775,2�=-3310I745,3-8=-32�3/758,3-9=-32�31758.4-9=-3310l745,4-5=-3533014
BOT CHORD z�__1111285337=-556231483-66-57/237434-6=11 V285
WE85 . .�:[�:ii!J�,.
JOINTSTRESSIN�EX 3=0.83,4=005,5=0.49.5=000,6=0.39antl7=0.39 -'�j�
i 1=049,1=0.00.2=0.05. •ti � , - v;. ��
NOTES (12-13) , �1 Li���P. ��
':i �
7)2-ply Wss lo be<onnec[ed togefher wi�h 10d(0.120'x3")nails as follows'. _ ,
Top chortls wnnected as follaws:2 X 4-7 row at 0-9-0 oc. _� ,
Bottom chords connected as follows:2 X 6-2 rows at 0-8-0 oc. �
� face'm the LOAD CASE(S)sectioa Ply�o'= I::
Webs connected as follows:2 X 4-1 row e�4-9"�°e%ce t'rf notetl as front(F)or back(B) � ' ' i _ _
2)All loads�are wnsitlered equally appliea to all plies, P ,— `
pry conneclions have been provided ro dlstribute only loads noted as(F)or(Bj,uBless o[herwise Indicaled. t
' 3)Wine:ASCE 7-05;120mph TCOL=6.Opsf BC�L=fi.Opsf;�h=25ft{Cal.II;Eap 6:enGOSeQ MWFRS(low-rise):cantilever left and righl,.'�` 4 ` ''Y rt \ }
ezposeC;Lumber OOL=1.60 P�ale 9rip DOL=1.60 Ex B;Partially Exp;Ct=1.1 ,�
�P 30A sf(9round snow)',Ps=17.8 Psf(mof snow)',Category��: P �' / a . � a�,_
� 4)TCLL:ASCE 7-05. 9° P � �/� -j ry ^" '� -
5)Roof design snow loatl�has been reduceH to accountfor slope. / i r
6)Unbalanced snow loaas have been cons�sf bottom chord live load nonconcurrenl with any o(her.live loads . i +�{y
7)Thls Wss has been designed�for a 10.0 p \ �/��`�.1�
g)`This[mss has been designetl So�a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 lall by 2-0-0 wide Y
will ft be[ween Ihe bottom chord�antl any other members. .
9)Prwitle mechanical connec[ion(by olhers)of liuss ro bearing p�ate capable of withstanding 7171b uplift al joint 1 and 717 Iti upliR a �
joint 5.
10)This truss Is designed in accortlance wiN Ihe 2009 Iniemalional Residential Cotle sections R502.71.1 and R802.102 and
Bd�,l�lf��f���tigaa span(I)3I1-01-Otmm 0-0-010 11-11'� MAR 0 � ?013
dea'9�piarnders dRF.Af)NOTESON]Hf5MlO1NCLUDFD�M]FXRF3�ERGM:E�PA��9IIIIf�TJ'HF1'ORF,'L2SE. . .������
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819 So ndsNe Roatl.
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12)Designs checkeC.for ASCE�7-OS wmtl at 720 mph;wind reactions x 0.56 will adjust wintlJoad reaclion�to a speed of 90 mph(0.69 for 10�mph antl 0.84 for 110 mph).All
other coeffuents remain the same as shown.
13)SPF No2 and SVP No.3 can be substitu[eC for SPF SNd Gratle material(ftoof husses only):
LOA�CASE(5) Standard
1)Snow:Wmber Increase=l J5,Plate Increase=1.15
Unifortn Loads(pIQ
Vert:1-5=579(B=-559),13=-56,&5=-56
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Plate�sets(X V1' 12.� �03-1t "3 pEFL in (loc) Ildefl Ud MT20 t971144
Z_p_p C51 -0 02 6-8 �>999 360
LOA��NG(ps� SPACING T� p qp, VeA(LL) 999 240
TCLL 1�8 Piateslncrease ��15 gC 028 Vert{TL) -0.O6 fi-8
Lumber Increase 1.15 Hoa(�L) 0.01 6 n/a ��a �7=5%
(Ground 5now=30.0) WB Q�z �Wei ht 741b
TCDI ��'� RepStresslncr �ES Wind(LL) 0.05 Z-8 '999 240 9
BCLL ��� � Code IRC2009lTPI2007 (Matriz)
8 p 10. BRACING. lied or 6-0-0 oc pudins.
LUMBER TOP CHOR� SWCWraI wood sheachinl edlor t10-0 O�oc bracin9.
TOP CHORD 2 X 4 SYP No 2 BOT CHORD Ri9id ceiling directly app' �
BOT CHORD 2 X 4 SYP Nd2 MiTek recommenES that St2bili�e�in acco dznce w NSStabil¢er
WEBS 2 X 4 SPF Slud be Installed during tmss erection,
SLIDER �eft2X�65YPNo24-2-01��Right2%6SYPNa24-241 � � pG d �—
This truss desi9n assumes Ihe use of Southem P n I mbe � e
that were pub�ished in the 2005 NDS and priocto ihe updated and
gE,q�TIONS Qb/size) 2=520/03-8 (min.0-1-8).6=520103-e (min.0-18) lower vales adopted by ALSC on June t;2012. This is bei�9.done
Maz Horz 2=2?0(LC ej ezp��cittyat ihe direction of F�ank Avbel;PE,Engineer of Record
Max Uplift2=-193(LC 9),6=t93(LC 10) for the pmjecl.
FORCES (Ib)-Manimum CompressionlMa�imum Tension
BOT CHORD 2-9 052/27Q B-9=-�52I27D,&t03B52R 0 6,10=52270'4�z 342I2�9.5-12=381/185,5-6=-4761184.6-7=012
WEBS 4-8=-i51314
I JOINTSTRESSINOEX 6=0.62,6=0.14,8=0.14and0=0.i2 .,:':15'i��� �
� 2=0.62.2=0.74.2=0.14.3=000,4=0.51,5=0.00. ..��`: �' �',_'.
�Z-�3 �h=25ft;CaL II;Exp B'.enGoseB,MWFRS(bw-rise)gable entl mne and C C ` _
NOTES ( � .7C�L=6.Opsf',BGDL=6.Opsf, - Wmber DOL 1 60
' 1)W�nd:ASCE 7-OS',�ZOmph, osetl;GC for members and forces&MWFRS for reactions shown;
E#erior(2)mne:canlilever left and right exF u��
' plate 9riP DOL=1.60 II:EzP B;Partially.ExP.I Ct=1.1 . .. -
p)7CLL ASCE 7-05:P9'30.0 psf(gmune snow);Ps=17.8 psf(roof snow);Ca[e9ory -
\ �
3)Root Cesign snow load has been reduced to account for slope. `
' 4)Unbalanced snow loads have been wnsitlereC for lhis tlesign. f�
5)Thls iruss has been�designed for greater of min roof I'rve load of 12.0 psf.or 1.00�imes flat root load of 23.1 psf on overhangs ,
�on-concurrenl with other live loads. whlch include cases with reductions for mWtiple wnwrrent live loatls ` ^� —
6)Yhis Wss has been�designed forbasic load combinations, f • .. �*`� ,���
7)This wss has been tlesi9ned br a 10.0 pSLbottom choN liae toad noncancurrent with any.otherJive loatls. ';
g)'This W ss has been desi9ned for a live load of 20.Opsf.o N!i[h BCDL c10.Opsf aIl areas where a rectangle 3-6-0 tall by2-0 0 w�de � J
µili fit be[ween Ihe bottom chord and any olher members,
g)Pmvitle mechaniral wnnection @y oShers)of Wss to bearing plale capable ot wiNSlanding 1931G uplift at joint 2 and 1931b upliJ,a
joinl6.
70)This truss is tlesigned in acwNance w��h the 20091n[emational Residen[ial Coae seclions R502.71.1 and R802.10 2 antl
referenced standar0 ANSIliPI i.
��)'Semi-ngid.pi�chbreaks with fxed heels"Member end Flxiry model was uutl in the analysis and desi9n of lhis tis=. �AR 0 7 2�13
CoN'inued on page 2
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12)Designs cFecked for ASCE 7-05 wind�at 120 mph,wind reac�ions x 0.56 will adjust wind IoaC reaction to a spee0 of 90 mph�0.69 for 100 mph antl O.B4 for 110 mph).All
otFer coefficienfs remain the same as shown.
13)SPF No2 and SVP No.3 can be substiWted for SPF Stud Grade matenal(Roof Vusses only).
LOAU GASE(5) Slandartl
- ro f h n Ouio I tl M Ib iltl 9 mP �. ��y[F �u��
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Job Tmss TrussType Oty Ply
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4s6= 9x9= Bx8= BxB=
Bx0=
- 0-J-05 8-]-t3 �T-tYtt I 9-19 � 21-1-8 I
L-9-05 � 0-&14 9-3-t< 4-3�.4 4&t5
PlateOffsets(XVI' f�EageO-S21 f5'Edoe0-3-81 BiEdgg�-5-2� NO'0-4-00-4d21 [71'0-4-00-0-81 f12'0-4-00-4-81 f14:a-4-0.0-0421
LOA�ING�(psfj SPACING 2-0-0 C51 DEFL in (loc) I/defl Vd PLATES GRIP
TCLL »�8 p�afes Increase 1.15 TC OS2 Vetl(LL) -0.08 1142 >999 360 MT20 197/744
(GrountlSnow=30.0) �LUmberincrease 1.15 BC 0.67 VeR(TL) -0201142 >999 240
TCDL ���� RepSiresslncr NO WB 0.68 Hoa(TL) 0.05 8 n/a n/a
BCLL 0.0 ' Code IRC2009/TPI2007 (MaUix) Wind(LL) 0.081L12 >999 240 Weight:3571b FT=SW�
BCD 10.0
IUMBER BRACING
TOP CHORD 2 X 4 SVP No.2 TOPCHORD Slrudural wootl sheathing tlirectly applied orA-7-7 oc putlins.
60T CHORD 2 X 6 SYP No.iD BOT CHORD RigiC ceiling tlirecHy applied or 10-0-0 oc brdcing.
WEBS 2X4�SPFStud'EccepC
5-02,5-1i:2X�45VPNo.3or SPFNo2
WEDGE This truss design assumes fhe use of Soulhern Pine lumbervalues
Left:2 X 6 SYP No2,RighC 2 X fi SYP No2 thal were published in the 2005 NDSand prior lo Ihe uptlatetl and
lower vales adoptetl by ALSC on June 7,2012. This is being done.
REACTIONS (Ib/size) 2=6886/0,-3-8 (min.0-3-8),8=6896/03-8 (min.0-3-8) ezplicitly al Ihe tlirection of Frank Avbel,PE,Engineer ofRecord
Max Horz 2=371(LC 6) for lhe project.
Maz Uplift2=1358(LC7j,8=-1358�LC 8)
FORCES (�b)-Maximum Compression/Maximum Tension
TOP CHORD L2=0/26,23=7468H4fi3,3-4=-7064/7500,417=5643/1271,5-17=-5529/1292,5-18=-5529/1292,6,t8=5643A2]1,
6-�=-�064/1501,�7-8=74fi8/1463.8-9=0/26
BOT CHORD 2-14=-1076/4845,13-04=-877/4197;�12-13=-877/419],1245=-623/3226,1546=-623/3226,1Lt6=-623/3226,
10-11=747/4197.8-10=-890/4845 � �`''�'". •
WEBS 3-14=15'I/524.4-04=557/2138.4-12=-7234/473.5-12=945/3927.5-11=-945/392].6-11=4236/473,6d0=-558/2138 � �.�'
]-10=-t5V524 . j>- �".�,,
JOINT STRESS INPEX }
2=0.67,2=0.00,3=026,4=0.83,5=075,6=0.83,�=026,8=067,6=0.00,10=0.36,ti=0.53,12=0.53,13=0.�8andia�=0,36' �- '. . -
NOTES (13-14) . �' � _
. .i. .-'.iS
t)2-ptytruss to tie connected together with 10d(0.120"z3')nails as follows: ���•� ' -
Top choMS connectetl as foilovrs:2 X 4-1 row at 0-9-0 w. '� . -
Bottom chords connec[eA as follows:2 X 6�-2 rows at 0-8-0 oc. � - : -
Webs connectetl as follows:2 X 4-4 row at 0-9-0 oc. - i
2)All loads are considered equally applied to all plies,except if notetl as front(F)or back(B)face in the LOAD CASE(5)section.Ply to ��^t ��,�
pry connections have been pmvided.to disMbute anly loaes noted as(F)or(B),unless o[herwise indicated. �h � . �
�3)Wind:ASCE 7-0S 120mph;TCDL=6.Opsf;BCOL=6.Opsf h=25fp WL II;Ezp B;.enc�osed;MWFRS Qow-rise);cantilever lefl antl nght �✓��; �"����� ' �� �
exposed{WmberDOL=1.60plategripDOL=1.60 "/S" 'y� /
4)TCLL:ASCE 7-05 Pg=30.0 psf(gmuna snow);Ps=17.8 psf(roof snow);Categnry II;Exp B;Partially Exp.;Cbi.t �
5)Roof design snow loac has been reduced to account for slope. � '�
6)Unbalancetl snow loads have�een wnsitleretl tor Ihis tlesiga F`
7)This truss has been tlesignetl for.grealer of min roof live IoaE of 12.0 psf or 1.00 times 9at roof load of 23.1 psf on overha�gs
non-wncunent with othe�live loads. �j 7
e)This truss has been designetl�for a W.0 psf tiottom choN live loadnonconcurrent with any ot�er live loads. MAR O 7 L O I�
Continued on page 2
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E61]1900
ORpERS EA-98]24 COMN 1 �
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NOTES (1314)
9i'T�is truss has been designetl for a live loatl of 20.Opsf on�he bottom chord�in all areas where a rectangle 3-6-0 tall by 2-40 wide will fit between�he bottom chortl antl any
o�her members,with BCDL=tO.Opsf.
10)Provide mechanical conneclion(6y others)of Imss to bearing plate capable of withstanding 13581b uptift a[joint 2 and 1358 1b uplift a�joint 8.
11)This imss Is designetl In accordancewith ihe 26091niemational Resitleritial Cotla sectians R502.tt.t anC R802.102 antl referencetl 5landar0 ANSIITPI 1.
12)Girder carties tie-in span(s):31-N-0from 0-0-0 to 21-7-8
13)Designs checked for ASCE 7-OS wind a�120 mph,wind reactions x O.Sfi will adjust wind loa�reac[ion to a speetl of 90 mph(0.69 for 100 mph and 0.84 for 110 mph).All
olher weffcients remain the same as shown.
14)SPF No2 and SYP No.3 can be substiNted for SPF SWd Grade matenal(ROOf lmsses only).
LDAD CASE(5) Standard
i)Soow:Wmher Increase=1.15,Plate Increase=L15
Uniform Loads(pl�
Vert:2-15=-579(8=-559),15d6=-619(8=-559),846=-579(B=-559),1-5=56,5-9=56
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f Atldt olpermonenibmr�ng f�he ollxlluct �tt�erespaublryo(M1eb�Ni gdesgner Forgen �olgutlonceregortling ` ^' ` �
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Job Truss Tmss Type
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Plate O�sP«X V: '.`J-1-1 �- 3 6:0- -11 0- 3
LOA�ING(ps� gpqpNG p-0-0 C51 DEFL in� Qoc) I/defl L/d PLATES GRIP
TCLL »�8 Platesincrease 1.15 TC 048 Vert(LL) -0.03 6-8 >999 360 Mi20 t97/144
(GroundSnow=30.0) Wmbe�lncrease 1.15 BC 0.37 Vert(TL) -007 6-8 >999 Z40
7CDL ���4 RepStresslncr YES WB 0.11� 'HOrz(TL) 0.01 6 nla n/a
BCLL ��� � CodeIRC2009/TPI2007 (MaMz) Wind(LL) 0.07 2-8 >999 240 �WeighC791b F�=S%
BC�L 100
BRACING
LUMBER TOP CHORO SWCNraI wood sheathing direc0y applied or 6-0-0 oc putlins.
TOP CHOR� 2 X 4 SYP No2 gOT CHORD� Rigid ceilin9 directly applleC�or 10-0-0 oc bacinq.
BOT GHORD 2 R4 SVP No2 MiTek�rewmmends lhal Stabilizers and required cross b2cing
WE9S 2 X 4 SPF SNd be installed during Imss erection,in accoMance with Stabilizer
SLIDER Left 2 X 6 SVP No2 4-5-04,Righl 2 X fi SYP No2 4-5-74 Installation uide.
REACTIONS (Ib/size) 2=466/0-3-8 (min.0-1-8),6=466/03-8(min.0-L8) This Wss design assumes[he use of Southem Pine lumber values
Max Hoa 2=286(lC e) that were publishetl in Ne 2005 NDS'andprior to the uptlated and
Max UpIiR2=201(LC 9),6=-201(LG t0) lowervales adopted by ALSC on June 1,2012. This is being tlone
Max Grav 2=531(LC 2),�6=531(LC 2) eiplicifly al the direction of Frank Avtiel,PE,Engineer ofAecorC
for the projecl.
FORCES (Ib)-Maximum Compression/Maximum Tension 5-10=-3521194.5b=�961193,6-7=022
TOPCHORD b2=02Z.23=-496/743,39=35?1194.4-9=-300/220.410=300I220, ,:t:';}�:.i�.;�1Ei1i�;;�
BOTCHOR� 2-8=-56249;fi.8=5fi/249 � ..-o t�, . J-".
WEBS 4 8=1 512 7 8 f . '%',}
� F �.
JOINT STRESS INDEX `�
6=070.6=0.14,6=0.14anGB=0.77 _ �; p . .��
2=070,2=0.t0,2=0.14.3=0.00.4=0.57,5=0.00. ''y.:"'_ .
� NOTES (9p-73)
1)Wintl:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6 Opsf{h=ZSft;CaL II;Exp B;endosed;MWFRS(low-rise)9able en0 zone and C C : „ L. i
E#erior(2)zonej cantilever left and right exposed;C-0 far members and Porces 8 MWFRS for reactions shown;Lumber DOL 1 64 J � ;.��
plate gnp DOL=1.fi0 ' 'Cate o II;Ex B;PaM1lally Ezp.;CY-1.1 � � �'� - _
2)TCLL:ASCE 7-05;Pg=30.0 psf(ground snow);Ps=17.8 pst(maf snow); 9 �Y P -�,.,
3)Roof desi9n snow load has been reducetl lo account for slope. _ . �
4)UnbalanceE snow loads liava been wnsideretl for Ihis design. � .. �
5)This Iruu has been designetl for greater o5 min roof live load of t 2.0 psf or 1.00 limes flat roof loatl af 23.1 psf on overhangs �
�//.` � � q���`:
non-wnwrrentwiihotherlivaloads: J ' \'�,�_�_-.-
6)Thls Vuss has been designed for basic load wmbinations;which inG�de cases with reduc[ions tor mWtiple concurtent live loads. ��l J i �' ��' .,
7)This truss has been Cesigned for a.10.0 psf bottom chortl live load nonconwrrenl with any other live loatls. ,.�,;� ,
g)•Thls tmss has been'designed for a live toad of 20.Opsf on the bottom cFoN in all areas wFiere a rectan9le 3601a11 by 2-0-D witle ., ' f
will ft behveenlhe tiottom chord ana any other members.
9)Provitle mechanical connection,(by others)of truss to bearing plate wpable of wilhslanding 20t Ib upllfl at joint 2 and 201 Ib upiiR
joim 6.
10)This buss is des9ned.in accordance witti t�e 20091ntemationaf Resitlential CoCe sections R502.71.T anaR802.10.2 and
referenced slandard ANSIfTPI 1. �Q��
11)'Semi-rigitl pifchbreaks wiU�fixed heels"Membenend fxiry model v.as usetl in lhe analysis anG design of this Wss. ��„ O �
K
Conlinued on page 2
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12)Oesigns checked for ASCE 7-OS wind al 120 mph,wind reactions s 0.56 will adjust wind load reaction to a speed oi 9�mph(0.69 for 100 mph anC 0.84 for 110 mph).All
other coeR¢ienls remain Ihe same as shown.
13).SPF No.2 antl SVP No3 can be substiWled for SPF Stud Gre�e matenai(Root trusses only).
LOAO CASE(S) StandaN
�WARMNG Ve.ilNduicncaramdmandRfilDNOSE50NTHfSdfIDIM:1.UDFDMTFlCR6iFRTil.C6Pd`G�S19��]3BFfORStSH ���O�iFJ�
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E61]1902
OR�ERS EA-98726 COMN 1
3 Job Re(erence(opYOnall
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Se6\\ Scale:V4'=t.
5
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LOADING(psf) SPACING 2-0-0 C51 DEFL in (loc) I/tlefl LJd PLATES �GRIP
TCLL »�8 plates Increase 1.15 TC 0.12 Vert(LL) -0.00 11 >999 600 MT20 197A44
(Ground Snow=30.0) �umber Increase 1.15 BC 0.08 VeM1(TL) -0.O7 1041 >999 240
TCDL 10.0 Rep Stress Incr NO WB 0.11 HorzQL) 0.00 8 Na Na
BCLL O.o ' Code IRC2009RP12007 (Matnx) Wintl(LL) 0.00 11 >999 240 WeighC 2531b FT=5%
BCDL 100
LUMBER BRACING
TOP CHORD 2 X 4 SVP No2 TOP CHORD S�mclural wood sheathing Eirec�ly appliad or 60-0 oc pudins.
BOT CHORD 2 X 4 SYP No1 BOT CHORD RigiC ceiling directly appiiatl or 10-0-0oc badng.
WEBS 2X4SRFSNd
SLIDER Lefl 2 X 65VP No2 2-2-9,Right 2 X fi SYP No2 2-2-9 This Wss design assumes the usa of Sou�hem Pine lumber values
Nat weie publishad in the 2005 NDS and pnor to Ihe uptlated antl
REACTIONS (IWSize) 2=2097J03-e (min.04-e),8=780/0-3-8 (min.04-8) lower vales adopte0 by ALSC on June 1,2012. This is being done
Max Horz 2=225(LC 6) explicitly at the cirection of F2nk Avbel,PE,Engineer of RecorE
Max Uplifl2=382(LC 7),8=-136(LC 8) for ihe project.
FORCES (ib)-MaximumCompressioNMaximumTension
TOP CHORD 1�2=24/161,2-3=1870/313,3d2=426?l237,412=-1260l232,d-13=1257/289,5-13=A52I259,5-74=-627/221,
6-14=-7311206,67=-790/149,�-8=-853/132,&9=021
BOT CHORD 2-11=4661891,1041=52/464,8-10=35/513
WEBS 441=-660/274,5-01=223!/51,610=-0�6A56,640=-65/158
�.�,1�:��iFil�j�
JOINT STRE55 INDE% /�
`o'`.� �":ii?,_:y...i,.
2=0.32,2=0.3�,3=0.00,4=0.06,5=02fi,6=0.06,7=o.00,8=0.32,8=0.31,10=027andN=027 '�- '+
�t'� - �.4�'
NOTES (1243) °
1)3-ply truss to be mnnectetl togeNer wiih 10tl(0.720'z3')nails as follows: ".,��
Top chords mnnectec as follaws:2 X 4-1 row at 0.9-0 oc. �?; f ' �
Bottom chords connectetl as follows:2 X 4-1 row at 0-9-0 oc. ^ " '������"' ^
- ,':.i$:::it.6..
Webs connectetl es followsi 2 X 4-1 row at�-9-0 oc. ' ;;i:
2)All loads are considered equaliy applieA to all plies,except if noted as front(F)or back(8)face in�he LOAD CASE(S)section.Ply to�,.•��c) = lj+'�'�� � �,e� "
ply connections have oeen pmvided to tlisMbule only loadsno�ed as(F)or�(B),unless otherviisa intlicatetl. ,:_'�;;'�. ` �,,,..,i.`;�.;�'� ,
3)Wnd:ASCE 7-05;120mph;TCDL=6.Opsh BWL=6.Opsf;h=25fl;CaL II;Ezp B;entloseE;MWFRS(low-nse);canWever lefi and nght �' _ '
ezposed;Lumber�OL=1.60 plate grip DOL=1.60 '`i,,�'� "'� �.i�
. `
4)TCLL:ASCE 7-05;Pg=3�.0 psf(grounC snow);Ps=17.8 psf(rool snow);Category II;Exp B;Partially Exp.;Ct=1 J '���l'(y;1,j, �'.�`
5)Root design snow load has baen retluced to account for slope. � .`\��`' __. . -
6)UnbalanceC snow loatls fiava been considered tor�his tlesign. ������"��' '1
])This Uuss has been designetl for greater ol min roof live load of 12.0 psl or t.00 times flat raoi load of 23.1 psf on overhangs �
non-wncurtent with other live loads. �
8)This truss has been Eesignetl for a 10.0 psf bottom chortl live load nonconcurren�with any other live loads. �I
9)'This truss has been deslgneE for a live IoaC ot 20.Ops(on the bottom chord in all areas where e rec[angle 3-6-0 tall by 2-0-0 wiCe
will ft between ihe bottom fhord and any other members.
10)Provide mechanifal mnnection(by athers)of Wss to beanng plale wpable of withstanding 3821b upli8 al joint 2 and 13616 upiift at
joinl8. �r'n 0 � �jrl��
Continuetlonpage2 f1R LL
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NOTES (12-13)
1 i)This wss is dasigned In accordance with the 20091nlemational Residential Code seclions R502.it.1 and R802.101 anC referenced slantlard ANSI
12)Designs checkeE for ASCE 7-OS wind et 120 mph,wintl readions x 0.56 will adlust wintl load reaUion ro a spead of 90 mph(0.69 lor 100 mph and9.84 for 110 mph).All
other weKmients remain ihe same as shown.
13)SPF No2 antl SVP No.3 can be substiWted for SPF SWd Grede matenal(ROOf wsses only).
LOAD CASE(5) Slandard
1)Snow:�umber Inuease=1.15,Plate Increase=1.15
Uniform Loads(pIQ
Vert:2-8=-20,1-�2=-416.59=-56
Trapezoidal Loads(pIQ
Vert:12=-416to-5=56
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$11_ ID3URKSHIqxILvFO_? o3KaWZj?3J-Kwu9MwnlYgzqFYMjeVayO]mBHMY2aOKP3We7SyU9oM
b.p.j 5.}13 63-02 -11-0 .
Cx6\� Srale:ila"=1•
E
g t0
iz.°9�i axa��
3 5
4r4�/ . px9 \�
� Z 6 p
O
d 'a
Sxfi II 0 Sr6 II
3r4 I�
F113 � �3-�'B �
6 tl 9-2
Plal OH ts(X Y1 12 0 1 12 0-0 31 I6�0 3 11 0 0 31
LOADING(psQ SPACING 2-0-0 C51 DEFL in Qx) I/defl Ud PLATES GRIP
TCLL »�8 Plates Increase 1.15 TC 0.48 Vert(LL) -0.03 2-8 >999 360 MT20 197/144
(Gmund Snow=30.0) Lumber Increasa 1.15 BC 0.37 VertQL) -007 2-8 >999 240
TCDL 10.0
BCLL 0.0 ' RepS�resslncr VES WB 0.17 �HOa(TL) 0-Di 6 n/a Na
B CodeIRC2009lTPI2007 (Malrix) Wind(LL) O.W 2-8 >999 240 WeighC7816 FT=S%
LUMBER BRACING
TOP CHORD 2%4 SYP No.2 ' TOP CHORD Structural wootl shealhing directly applied or 6-0-0 oc putlins.
BOT CHORD 2 X 4 SVP No2 80T CHORD Rigid ceiling directly applied or 10-0-0 ac bradng.
WEBS 2%4 SPF SNtl MTek recommentls ihat Stabilizers and requireE cross bacing
SLIDER Letl 2 X 6 SVP Na2 4541,Right 2 X 6 SYP No24-611 be installed dunng�mss erection,in awoMance wi�h Stabilizer
Installa�ion uide.
REALTIONS (IWsize) 2�65/0-3-8 (min.0.1-8),6=465/0.3-8 (mia 61-8) This ww design assumes lhe use of Southem Pine lumber values
Max Horz 2=-285(LC 7) �hat were published in�he 2005 NOS antl prior lo the updated anC
Max Uplilt2=-201(LC 9),fi=-201(LC 10) lower vales adopted by ALSC on June 7,2012. This is being done
Max G2v 2=529(LC 2),6=529(LC 2) explicitly at the direction of Frank Avbel,PE,Engineer of Record
For lha praject.
FORCES (Ib)-MaximumCompressioNMaximumTension
TOP CHORO 1-2=0/22,23=-494H92.3-9=351/196.4-9=299/220.4-t0=299220.540=-351/194.5-6=-496A92,6-7=0/22
BOT CHORD 2-8=-5'0l248,6-8=-56/24B
WEBS 4-8=45/277 ..��:;.
\.,�.�:,i�:....;ii•i:
�/!.
JOINT STRESS INDEX - t'i';:'�:, '�./j
2=0.69,2=0.14,2=0.14,3=000,4=057,5=0.00,6=0.69,6=0.14,6=0.14anCB=0.11 � ..,.`
NOTES (12-13) � � J
i)Wind:ASCE 7-05;120mp�;TC�L=6.Opsf;BCDL=6.Opsh,h=25ft;Cat 11;Exp B;entloseG;MWFRS Qow-nse)gable entl zona antl C�C - _ .
6Qerior(2)zone;cantilever left anE right exposetl;GC far members antl forces 8 MWFRS for reactions shown;Lumber DOL=1.60 _ � .
plategripDOL=1.60 " •� "�"�' ��'�� ' '
� f.l� .I,i .,��I::.v �� :�): .
2)TCLL:ASCE 7-05;Pg=30 0 psf(grountl snow);P5=17.8 psf(rootsnow);Ca�egory II;Exp B;Partially Exp.;Ct=1.1 : ,,.,,� � . . - ,� i ,
3)Roof design snow loatl has been reduced ro accoun�for slope. .. .���"�""
4)UnbalanceE snow loads have been wnsidered for this Oesign: -
5)This truss has been designed for greatar of min roof live loatl W 12.0 psf or 1.00 times Bal rooi loatl of 23.1 psf on overhangs - - : -
6)This trussuhas been tlesegned for�basic loatl combinations,which inclutla wses with reduclions for multiple concurtent live loads. ���!.�f?,�.�,'� � ��!,���'�` .
7)T�is Iruss has been Eesignatl for a 10.0 psf bouom chord live loatl nonconcurtent with any other liva loads. � ��'!'+ ���
B)'This truss has been designe0 for a live loatl ot 20.Opsf on the bottom chortl in all areas wheie a rectangle 3E-0 tall by 2-0�0 w�id-et �� 1 ,
will ft belween the�bottom chord antl any other members. � `y�„_� r
9)Proviae mechanical wnnection(by others)of lmss to bearing plate wpable of withstantling 201 Ib uplift atjoint 2 and 201 Ib uplift at ��.,
joinl6.
10)This Wss is designetl in accortlance wiM ihe 20091ntemational Residenlial Code seMioos R502.11.1 and R802.702 and
referenceE standara ANSIlTPI 7.
11)"Semi-ngitl pitchbreaks with fzetl heels"Member entl fxity moael was used'm the analysis and design of thls imss. ��� O � ����
Continued on page 2
d►WARMNG Vmjy d a oo�� d RFAD 1N/ES ON TNfS AND IMLUDFD ffi]FKXE£ERFl.CfiPdGE 19f 14T3 eF3'ORS USF_ , .
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�abicaMRquEIlry�confrd.slaape;tleWBry.eracfunantlbmt'i�g,rowlt ANSITIIOwIX�Ufedo,DSl-BtoMK31luYELgCemponenl B105ounCStleROeE
Salery INO'maMOn avoibbb Irom iNS Plala Imlitute.]BI N.Lee Shee�.5ute 312 Aleyaritliio.Vq YLtla. EEenbn;NC]>932
w cn w '�r...�.x.n..:., ..-n...;._ncm >ma .iv
Job Truss TmssType Q�y Ply
E61]19W
OROERS EA-98]27 GOMN 1 1
Job AeSem �s(�a�
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12)Designs checked for ASCE-7-�5 wind at 120 mph,wind'ieactions x 0.56 will atljusl wind load reaction to a speetl of 90 mph(0.69 for 100 mph anC�.84 for 110 mph).All � J
othercoeffcienisremzin.thesame�asshowa ��
13)SPF No2 antl SYP No 3�can be substituted�for SPF Stud Grade material(ROOf trusses only).
LOADCASE(5) S�andara
�WAANfAG� V.fyd a �D � dN'Af1fA1ES�N1NfSdNOIMIIfDPn�FIITPXR&fF12FJ.SEPd4FHIf14T3HSFOREI.CSF. � � ,
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Defgn fWi ua N�M1MI k��� n eCips Th tl gn b d ly po p �ers � tl f Ind tl Ib ltlrg mPOnenL �
Appfi<abiliFy �tlesig p t �antl poP �p - W f o po eN is po� iDI W Po Itl g tl g er nof l tl g �8 o ng.U�own.
ei htaml ppMOf tl d Iwebm be o ty Atltlt I�e p rv� B� �establryd 'rig lm to st� p� btllityo�lhe �����
Ior.AtldFlOnalp �bmcing RM1 oerohsimcf �' Iherespombityoithebwitlingtlesgnar.FOrgenemlgueancerega�tling � � • .
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SakN���o(m�en available hom imss Plata InrliNte.281 N.Lee 51r,eet 5uife 312.AlvarMna.VA 2231 a: EEenron,NC]P93]
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Tmss TrossTYPe � P�Y E6111904
COMN � 2
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10
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5
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S.ro II 8xe = B.e=
aaa , ��
a-
a-
plate OHse� fX V1 f2'Edo 0-0-i1 f6-Edo 0-0-11 f8'0-0- 0-4-8 9:0-4-0 0-4-e -�
LOA�ING(psfl SPACING 2-0-0 �SI DEFL in Qoc) I/defl Ud PLATES GRIP
TCLL »8 Piates Increase 1.15 TC 0.78 Vert(CL) -0 03 8-9 >999 360 MT20 197/144
(Gmund Snaw=30.0) �umber Increase 1.15 BC 0.53 Vert(fL) -0.08 8-9 >999 240
TWL ���� RepStresslncr NO WB 0.53 Horz(TL)� 0.02 6 n/a nla
BCLL �� � CoEe IRC2009/iP120o7 (Matrix) `Nintl{LL) 0.03 8-9 >999 24� Wei9ht 1721G FT'S%
�DL 10.0
LUMBER BRACING
TOP CHORD Siructura�wood sfieathing direclry applied or 6-0-0 ac pudlns.
TOP CHORD 2 X 4 SYP No? gOT CHORD Rigid ceiling tlirectly apPlietl or 10-0-G oc bracing.
BOT GHORD 2 X 6 SYP No2
WEBS 2X'45PFStud
WEDGE This imss design assumes the use of Southern Pirie lumber values
Left:2 X 6 SYP No.Z,Right 2 X 6 SYP No2 Ihat were published in Ne 20Q5 NDS antl'pdor ro the upda�ed and
REACTIONS (16/size) 2=397fi/03-B (min.0-2-6),6=3W6/0-7-8 (min.A,2-6) ezplicitly at the�direction of F a�k Avbel�PE,�Eng neer o R1ewrdne
Max Horz 2=222(LC 6) For the pmject.
Max Uplift2=807(LC 7),6=807(LC Bj
FORCES Qb)-MaximumCOmpression/ManimumTension
TOP CHORD 1�-2=0/26,2-3=-375�l757,3-10=35341786,4-10=-34201800,4-11=-3420/800,�5-11=-3534f187.5-6=3'!57!]57,6-I=0/26
BOT CHORD 2-9=-536I2400,8-9=339/P33;fi-8=429I2400
WEBS 3-9=414/281.4-9='S8324�6.4-8=583/2476,5-8=114p81 .:�,�..��;:�:.
�l!r,
JOINT STRESS INDEX ��"
2=0.53,2=0.00,3=0.05,4=0.89,5=005,6=�.53,6=0.00,8=0.46and9=0.46 „
•`+,
NOTES (13-14) .
7)g-pry truss ro be cnnnected togeNer with 100(0.120'x3")nals as follows'. -
Top chortls wnnected as follows 2 X 4-1 row at 0-9-0 oc. - -. „-,4 ;
Bottom chords wnnected as follows:2 X 6-2 mws at 0-8-0 oc � ` }; _
Webs connecled�as follows:2 X 4-1 row alOA-0 oa l- 'i .-
2)All loads are wnsideretl equally app�ied to all plies,except If notetl as front(F)or back(B)face In[he LOAO CASE(S)section Ply to [{ � �:
ply connections have been providetl to EisMbute only loads no�ed as(F)br(B) unless olherwise indica[ed. , \,�
3)Wind:ASCE t-0Sj 120mph;TCDL=6.Opsf:�BWL=6.Opsf;h45ft,CaG II;'Exp B,enGOSe4�MWFRS Qaw-nse);rantilever left and n9ht � �,;`� `
ecposed;Lumber DOL=T.60 plate grip DOL=1.60 - `"
4)TCLL'�ASCE 7-0S Pg=30.0 psf.(ground snowj;P5=17.8 Ps7(roof snow);Category II;Exp B;Patlially Exp.;.C1=1.1 �ha�;� ,�1 �
5)Roof tlesign snow IoaC harbeen reduced to account for slope. �„�� �i� „���, . - -
6)Unbalancetl snow loads.have been wnsidered forthis design. � ��j
7)This Wss has been tlesigneCfior 9reater of min roof live loatl of t2.0 psf or 1�.00[iines 9at roof Ioad o123.1 psf on overhangs
nomwncurrent wM1h o[her live loads. �; '��
8)This lruss has been designetl for a.10�.0 psf bottom cho�d live load nonconcurrent wiN any other live loatls. �
9)'This truss has been tlesigneC for a live load of 20.Upsf on[he bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 witle
wilf fl behveen the bottom chor0 and any ather members.
10j Provitle mechanicabconnection @y o[hers)of truss lopearing plate capable of withsianding 8071b uplift a[joint 2 and 8071b uplift at
;°'°`6 MAR 0 7 1��3
Continuetl on page 2 _. _ ,
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APP�mMI'ryoid 9 Paameters tlp pe aPOmiro f Oo tu Po tifry fb W 9b i9 � it C '9n Ba 9 � wn irre
- � bl �plsuppM ( tl b alw b TbersOly Atltlt I� po ryb B� xu 1 blfyd ingc0 �N h �h _ P bllly ItM1e ■�ti , _
t .Aatlfo Iper ntbra - g ��� o mll t cN - R� rep �bfry Ith bvitl 9tle g�epFwg ral9�tlan egard 9
� bnCa(on.qoOlry ��d �o�0g �tll'Hy BctiO� tlb Cngm �i RNA/iPll� �N�tlk� :�SBU9antlBCSIBU11tl�n9COmponenf 9185oundsitleRcaE
SaleN���a�aXOn cvaibblehomimssPloteln5l�We,281N.Lee9rae151e312AlexonMa Vq213i4 Etlenbn.NC19932
NWn�n�nC�ro4`HynM1�e�as �veMl1\ )Mi dIV�
. .: :,. _ _ ,-. . . . . .., . -. i . ...- . ___— " __'" ' _ _ _ . . .. . ' ' _ . . . ... _.
. ...'_ ._ .� i ' -. .'
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Jpb Tniss TrussType Q�Y P�Y,
E6171904
ORDERS EA-98�28 COMN � .2 , ,. �
nF Rafnran u fnnf'noa\
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� IU:%WVkFk000vIC�uobDfCCSSZizDdKwuBw1wn12gzqFVMjeVOyO]rpHJR21nKP3We/SyU9oM � �-
NOTES (13-14)
11)This lmss is designed in accordance wifh lhe 20091ntemalional ResiCenlial Code sections R502.11f 1:and R802.t0 2 and referenced standard ANSI/TPI 1.
12)Girder carties lie-In span(s):31-11-0 from�0-0-0 l0 12-7-8 �
13)Designsphecked forASCE 7-OS wind at 120 mph,wind reacfons x 0.56 will adjus[wind load reac[ion�o a speed of 90 mph(0.69 for 100 mph antl 0.84 for 110 mph).All
othar weKCients remain the same as shown.
74)SPF No2 and SYP No.3 can be substiWted for SPF Stud Gatle matenal(ROOf Wsses only).
LOAD CASE�S) Standard
1)Snow:Lumber Increase=1.15,Plate Increase=l JS
Uniform Loads(pl�
Vert:2-6=-579(B=559),1-4=56,4-7=-Sfi
A WdRN111G V fu.t p� pa eL d RFAD 11nSE5 ON RlfS dNU INCI UDFD IR]EICRF3'FREhCE PdGF lIIf T413 B6i'ORE(A56 -:r:
D g Itlfdose ly ��MTEkC � A tlesig ba C tyupo p� � shMV d- 100 rtM id Ib Itl g.0 po n}. ������
Appf bltyOftlezg pO tersandp p¢! PIXO1Wn � O p n� SpOntiIM1/Olbid gdaig - HN4tl g �B gsM1Own
'etwlateralwppo� trrditloalweb bersanly.Atltltonaltempomrybr � gi -^wrestabltytlunngmru� � ID �_�povbJlryoR�e
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SWery InbrmaXOn available Irom irvss Flate Ins�iMa.?HI N.Lee 5hee�.Suite 314:Nexantlna.Vq T1314. Etlenron,NC 2]934
HF�n�e�n�wt[� LVnM�k� Mv1rF���ai�n�vaMwar���nu�iler+iwMl11 )llti AIV
. .
�ob Truss
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-- :-:.:,_ ,:�.,.�....:.--..�.EA=95330. ._+._..-:,-..COMN_.. . . _._:..,. .,,.->._._..�.,._�_. ..2. abRete!en:x1?ot �_�� �
OROER - �— � �.
P 250 s Aug 25 2011 MiTek Ind�sVies,InC\NetIOtF�i2✓i3:03:3G?011 Page.....,.._ _
NVR Homes,X ID:MNYkFk00BNCtuobDiCcssziz�tlo]SaBWwFOLOqRO"/VHLOtUdtOXhfcnw?TejGBgvyU9oL
� 11-0
1� - 3 1.15 3-1"15 3-2-�
i1-0. 32-t Scale:116•=1•
bx6��
4
11
10
12.W 123s4 \\ 3x4 //
5
3
6� �� 2
� 9 8
s+ia lI
Sx10 II Bx8 ° Bx8=
a-n
� �
Plale OHSets IX Yl' f2'Ed� 0-0-i1�6't Ed°e 0 0-11 f8'OA-0 0-4-81 l9:04- OA-8 p�p,TES GRIP
LOADING s �SI DEFL in (loc) I/defl Ud MT20 �9����
(P� SPACING 2-0.0 TC 0.18 VeM1(LL) '003 8-9 >999 360
TCLL �7�8 Plates Increzse 1.15 Vert(fL) -0.08 8-9 >999 240 .
(Ground Snow=30.0) �umber Increase, t15 BC 053
10.0 WB 0.53 Hoa(T�) 002 6 n/a n/a Wei9ht:1721b FT=SY
TCDL Rep Stress Incr NO Wintl(LLj 0.03 8-9 >B9g z4�
BCLL 0.0 ' -0ode IRC2009/rP12007 (Matria)
BWL ��
gRACING
LUMBER� TOP CHORD Siruc[ural wood shealhing directly applieC or 60-0 oc pudins.
TOP CHORD 2 X 4 SVP No? gOT CHORD Rigid ceiling directly applied or70-0-0oc bracing.
BOTCHORD 2X�65YPNO2
WEBS 2 X 4 SPF SWd This truss design assumes[he use of Southem Pine lum6er values
WEDGE thal were published in the 2005 NDS and.prior m the updated and
Left'.2 X 6 SVP No.2,Ri9hC 2 X 6 SVP No2 lower vales adop�etl by ALSC on June 1,2012 ?nee�obRecorane
explicitly at[he tlirection of Frank Avbel,PE,Eng'
REACTIONS (Iti/size) 2=3989/03-8 (min.0-2-6),6=3989/03-8 (min.0-2-6) (or[he p�oject.
Max Harz 2=223(LC 6) �
Ma%Up11ft2=809(LC 7),6=-809(LC 8)
FORCES (Ib)-MazimumCompressionlMaeimumTension 4-11=-3434I003,5-11=3548f/9o;5-6=37�1(/60.6-]=0126
TOP CHORD '1-2=0/26,23=-3771/760,340=3548/789.4-00=3434/803,
BOT CHORD 2-9=-5392470.8'9=34011739:fi-8=43112410
WEBS 3-9=114/280.4-9='F�86/2486;4'-8=586/248Q 5-8=114280 <. i
l�l/
JOINTSTRESSINDEX F � ��t
p=p,gq,�p=0.00,3=0.05,4=0.89.5=0.05,6=0.54.6=0.W�,8=0.46and9=0.46 ` ���
i� "
NOTES (13-14) ` 1 ..� -��i�
t)2-pry tmss to be connected cogelher with�l0d(0.120"x3')nails as follows: __ _
Top chords connecletl�as follows:2 X 4-1 mw at 0-9-0 oc. . �
Bottom chortls�nnected as follows:2 X 6-2 rows a10-8-0 oa _% _
Webs wnnected as followsi 2 X 4-1 row a10-9-0 oc. ' ��/ �
2)All loads are coasidered equally applieE�lo all.plies,excepl��notetl as front(F)°unless�olhervfise ndicate6. CASE(S)section Py lo - ;,� `
ply connecSions have been pioviGetl to tlisiributa ony loatlsnotetl as(F)or.(BB;enclosetl;MWFRS(low-rise);cantilever left and nght - t �; 5 . ,, ,`��
3)W�ntl:ASCE7-05;.120mph;TCDL=6.Opsf:BGDL=6Apsf;�h45ft;CaL II;6cp ', ,y .;.
ezposetl;Lumber OOL=7 60 plale grip DOL 1.60 II;Ezp B;PaM1iall Fx .;Ct=7.1 �r '� ��� �...---Y"""
Y P �
4)TQL ASCE 7-05;Pg=30.0 psf(gmunG snow);Ps=17 8 psf(mof snow);Cate9ory •
t��,
5)ROOfdesignsnowloatlhas-0eenretlucedloaccowlforslepe. . �t� .,�, "
fi)Unbalanced snow loads have Deen cansidered for lhis design.
7)This truss has been designed for greater of min roof live loatl o5 120 psf or 1 00 times flat roof load of 23.1 psf on overhangy�^ .���
non-concurrent wilh alher�ive loads.
B)This Wss has been designed�for a.10.0 psf bottom choN live Ioad nonconcurrenl wit�any other live loatls.
g)'This W ss has been designed for a I'rve load of 20,Opsf on the bottom chord IR all areas wfiere a�eGangle 3-fi-0 tall by 2-0-0 wide
will fl between the bottom chord and any olher members.
10)Prwide mechanical wnnection @y others)of Imss to bearing pla�e capable of wilhstanding 8W Ib uplrf[al joinl2 and 809Ib uplifi at MAR 0 7 2r���
joinl6.
Continuetl on page z
�WytMhG VmYvdai9 ❑. . �. � a dRE1I1N�iFSONTNfSdNDINGLUDFDDIIYFJt/tP���EPdGEN1fl6T3HF1'ORF.USE ����C�
Desgn wfitl� r ose onN�'�h� k o � �h tle g b etl a N Po po meters ho tl�s lo tl tl I ti iltl g P
APPI �bIN ftl 9nParh�ne� � dp* pe � �Pa T� i G 1 i sP �'+fH ib Id 9tleu9 it �tl-sl9 �B� g M1 �'�^ . .
i latemis PPa'� tntlrvitlual Eb b .onlY Addt It mp N� c 91o�rw+ 5� bl$C dn9 M1�ct nu1M1 P �XfH Itha „ ,
�ectw.Adtllb�P��nibac 9o��he �ee LL im t[ �iFa ponz�h�GMoI�ISab Id 9tle 9n�'�9e mlguido c 9 d 9
riwl� pNSI/�PllOUOIkrGMe�e.DSlB9 49RIBUIItlingCOmpanenl B105oundslEeftoatl
- �obnmtion.quollrymnVal;9emge.defvery;ereciwnantlbmcngm EEemm�.NCP93E�
�SalaH IniormcHOn.a a lable irom imxs Plata In.t'iWe.281 N.Lee SVeel.SVite 31���e,xan�dna.VA 4v 14.
. . ..
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. .
-
. •
Job Tmss TmssTYPe �ry Ply E61]1905
OROEftS EA 98I30 COMN � 2 �����i�
c.y.;�,-r.i, .� . ....,..v. . _-- ,.._. _ __. _, _..._ . .�v.o.n. n 25201,MT k.lntlustr .I W d0 t12 13 03 36 2011 P 9
NVR Homes,% �� I�:%WYkFk008vICWabDKlcssni�tl-o]SaBWwPoLOqROlVHL01UdNXnic iw'/Te�begryu9ui -
NOTES (13-14)
11)This Wss is designed in accordance wi�h ihe 2009 in[emational Residential Code sedions R502.11:Land R802.10.2 antl referenced standartl ANSIRPI .
121Girdeccarriestie-inspan(s):31-1YOfrom0-0-0to72-8-0 ,
13)Designs checked(or ASCE 7-OS ivind al 120 mph,.wind reactions x O.Sfi will aajust wintl load reaction to a speed of 90 mph(�.69 for 700 mph and 0.84 for 110 mph).All
other coeffcients remain the same as sM1Own.
14�SPF No 2 and SYP Na.3 can be substiWled for SPF StuE Gade matenal(ROOf Wsses only).
LOAD CASE(5) Standard
t)Snow:Lumber Inc�ease=1.15,.Plate Inaease=1.15
Unifortn Loads(pl�
Vert:2-6=579(6=559),1-4=-56,4-7=-56
�g�a �mN��mi.�nrtek�ecmrs.IDetlRSAONO�^ONP f�dllO1��UDFO.Nf]EICRFi��M.b�idi�919f��3NEFOREUSF,. ������
� biltl 1 b Itln9 tl gn t t d g� B o rg sM1Own
ApPf tiltlYOttle 9nP� metersa tlqope i cwpa t n i po c Wo. Y
e lw bf Atltll o�I P�tl�e t ti Bb 9 t�oSerl o�AtltliN �I'tM1a e po Ol p i tM1e b Itl'9 tlev9 et.(0 9e^c 19uidaK Py b Ifit9ypRne ,. , „
quoN 1 n tlb r5cowlt pN9pFl1� 11 CtlMna,O55B9 GlCSIlu0EIn8COm0ene�rt 91B�untlsNeRoaC
' lobnmtion I conhol:Aoroge,tlel ery ere�b . Etlanlon.NC 21932
SahrylMOrmaflon avalabkkomimssPblelNliM 281N.L SIealSU�e31�Alenondn'. h2v�d.
irw,.n..�c:,. cn �r.n.n..n:.'�
Job Tmss TrussType Qry Ply
E6111906
OROERS EA-98]31 SPEC 1 1
_ Job ReterPnrP(op'ona�
..NVRHomes,X .,.:,..i ... .�, ...... .:.... ...r � �t;-._—:-�...s,. ..�2W A95,2011,MiTklndusVes.in WetlOCt12 13 03 36 20HPa9eA..r .. _��.v....,
. . - y ID:lURKSHtaxiLVFO_> o3KaWZR�-o]SaeWwPoLOqROlYNL01Utlf9NmnRLTajG6gvyU9oL
i +�-� < . I I11� � .
0-0tA }n-0
Srale=1'15 3
CA5 i 3
600I4 5
2
� , Io
a
a>s =
s.a=
3-010
111,0
�PlateOffsets(XY1' I3�0-2-110-2-0]
LOADING(psfl SPACING 2-0-0 CSI 'DEFL in Qoc) I/defl L/d PLATES GkIP
TCLL 23_� Platesincrease 1.15 TC �22 Vert(Ll) -000 2-4 >999 360 .MT20 197/144
(Ground�5novr-30.0j Lumberincrease 1.15 BC 0.07 , Vert(TL) -0.01 2� >999 240
TWL t0A
BCIL p,0 • Rep Stress Incr YES WB 0.00 Hoa(TL) ��DO 4 Na nla
BCDL 10.0 Code IRC2009/IPI2007 (Matria) Wnd(LL) 0.00 2-0 >999 240 Weigh[:761b FT=S%
LUMBER BRACING
TOP CHORD 2 X 4'SYP No2 TOP CHORD Structural wood sheathing tlirectly applietl or 3-1 b0 oc pudins�
BOT CHORD 2 X 4 SYP No2 BOT CHORD Rigitl ceiling tlirectly applied or 10.0-0 oc bracing.
OTHERS 2 X 4 SPF SNd MiTek recommends tha(Slabilizers ard required cross bracing
be installed tluring�mss erectidn,in accorCance with Stabilizer
Installation uide. -
REACTIONS Qb/size) 2=203/0-3-8 (min.04-8j,4=126I0-1-8 (min.0-1-B)
Maz Horz 2=138(LC 9)�
Maz Uplift2=410(LC 9),4=-72(LC,9) This truss Eesign assumes[he use of Southem Pine lumber values
Maz Grav 2=240(LC 14j,4=153(LC 14) tha[were published in Ihe 2005 NDS and pnor to the uptlatetl and
FORCES (IC)-Maximum Comp�essioNMassimum Tension lower vales atlopted�y ALSC on June 1;2012. This is being Oone
TOP CHORD b2=0/26,2-5=-117J0,3-5=3fil5,3�4=-103/137 explicitly at the diredion ot FrankAVbel,PE,Engineer olRecoN
BOT CHORD 2>=-42/49 � for the project.
JOINT STRESS INOEX ' ��i'�'.i!��.
i zl.�• �
2=02�,3=0.47and4=0.53 i:-�"
�,
.�.., „-��,_. �'/i,i.
:� . �„ `n. -,..i.
NOTES (1445) � � �
1)WinE:ASCE�-05;�20mph;TCDL=6.Opsf;�BCDL=6.Opsf;,h=25ft;WL II;E<p B;:endoseQ�MWFRS Qow-nse)gable end zone and C C ? �� ��
6c[erior(2)zone;cantilever left antl right exposed;C-0 for members and forces&MWFRSSOr reaclions shown;.Lumber DOL=1.60 -
plate gnp DOL=1.60 .. _° '
2)TCLL:ASCE 7-0S Pg=30.0 psf(9round snow);Ps=23.1 psf(roof snow);Category II;Exp B;Parlialty Exp.;Ct=1.1 ' - - _
�
3)Roof design snow loatl has been reduced to account for siope. "� i .rf o,(j -
4)Unbalanced snow loads have been considered for Nis aesign. -_� � � � _
5)This tmss has been designed for greater of miq roof iive load of 16.0 psf or 1.00 Omes flal�oof load of 23.1 psf on overhangs i��"'' -
non-concurrenl with other live loads. ,,,��
6)This truss has-0een designed for basic load combinations,which inGude cases with reductions for multipla concurrent live loatls _ , ��
7)This truss has been Eesi9ned for a 10.0 psf 6oltom chortl live load nonconcurrent with any other live loads. �
8)`This tmss has been designed for a live load of 200psf on the bottom clSord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ����� f �'+.'�: f ('`'� ,
will fit between.the bottom chord and any other members. �,i:;�;,
9)Bearing at join[(s)4 consiEers parallel to grain value using AN9lTPI 1 angle to grdin formula. Buiiding designer should veri(y capaciry
of beanng surface. ...�^�
10)Pmvitle mechanical connection(by others)of Wss ta bearing plale at joint(s);4.
r V'"�"_v
11)Provitle mechanical connection(by others)of Iruss to bearing plate capable of withstanCing'1101b uplift at joint 2 antl�21b uplift a[
Joint 4.
12)This truss is tlesigned in accordance with�tha 20091nternational Resitlential Code sections R502.11.1 and R802:102 antl n^�^ O � �O�`�
referenced standard ANSI/TPI t. ��'� �(
Continued on page 2
� WARMNG Ve.rf4� q p � �1 �d RFAD NU1ES ON IfllS AND IAtI UDFD MlFJf REFERFihC&PAGE FIIf]6]3 9FiORE LiS& ���rv.�.in
D g Rtl f use OOIy �M1 Mi2k C� CCf i� d g b tl ty p p ry� � T tl � np tl I b itl g po ent ���
Appf blty �tleAp�FV � RO dpOpe <P'pIX � O� po � po0ibl�y�(b �d gd g -n �� tl g � B gx�oWn
ui kf Iwppo� imtl �tl I � b ly Atltl� I1 por ryw gt esfablrytl g mM1O t �h p � dllryo��pe
t Atltlfo�wlp tb ' g �Po II1rvN� ' T epowb4N itti b'Itlin9tivgner:kugenmlguticnceregartling - e�r . .
labmt qalifyCOfd�� �gadel ry - 1 pa�qb lg It' 'pN51/�Pllp IIry Cketla,O5B�09antl8C516uIMIngCOmppnen�
Svleh Into�maXOn ava loble hbm IIuss Ma�e Insltofe.281 N Lee Sireet Soife 31Y Aleso tlno;VA 22t1 d.' 618 Saun6side Roatl
HU.Irm.rnn:ro�tn Mraa.��nn...n.etiwM./!�i >01iFy�IY Etlenbn.NC2]933
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., . .. � .. . . .
. . � •.. I -.. . ' . . .. . . .'� , . _ ..., ._ . . •
Job Tmss TmssType ary P�Y Efit]1906
ORDERS - EA-98)31 . ..__..SPEC.,,.�. . � � ...
U P 1
^~T NVRHOmes�% ��� y , �i�� �
1�311RKSHtqxiLvF0�9 o3NaWZj?3J-o75a8VvWPOLOQRO]YHL01Utl/9ihmnn2LTeIGByvyU9oL
NOTES (t415)
13)'Semi-rigia pitchbreakswith fixetl heels'Member end(xity model was used in the analysis and design of Nis Wss.
141 Oesigns checketl for ASCE 7-OS wind a1120 mph,vnnC reacAOns z 0.56 will adjust wind load reaclion to a speed of 90 mph(0.69 for 100 mph anE 0.84 for 110 mph).All
other coeKCients remain lhe same as shown.
15)SPF No2 and SYP No.3 can be 5ubsliWleC for SPF Stud Grade material(ftoof trusses only).
LOAD CASE(5) Standard
�De,ugn atliauuoM'wim+Mlfet onnectmIDeCe g Dti tlonHvpooWramatensnmvn.arsFOro��b�b aang Mf]�8 BFIOREIASG �Y■��li�
/.ypicobFryoldesqnPamma�ers ntlpoperv�capa lionolcamponentarespw�vdlMoibuldvgtlaslo�n tlrvsd 19�e &a g��'n
b�a N�etol wPP'N ol MNitl WI web rtrembBn oM/.Ad1iLOM�IempIXOrv bac+ng�o'v�We slabLty dN�9 ccmhuG�qn¢Me reSpOwWIiN o�Me ...,. .,.
eretta.AtltlifiwwlPmnonanl0mci�ollFroo�emis�rvcMee�c sp9o'�b3 M51/f111 O,ua��HyCtl�teOBrD�lfantl UIEUBtlIn��C�om� M
tobrkotion,qualiNconhd.s�oroBe.tleWery,araciwnoM�mci 0 �°^O Bi85ountlsitlaROaE
SWerylnio�maXOn avaloWahomim.csPlotelns�BOle.481N.Lea9reat.SWto314,Nexandna.VA44]I<. Etlomm�.NC3)B3P
uw�n...nwan .n.n.-a..� :, ..�.�....w.,.:,.-rc.m >nw aiv _
. . .
Joe
Truss TrussType �ry ��Y E611190]
MONO . , � 1
. ... OR�ERS `' ""_",.i:.......,.EA.30]32-. _...��......_., ._...._.-.—_._r............�..:- . � o•hnall "_--��-.r._.--�'— ^"
]250 sAug 25 2011 MTek Intlustries,Ina Wed Oc�1z 13:OJ3]2U51�Pzge'I ���� "
NVRHOmes,% 1�3URKSHtqaiLvFO_?_NKaWZj73J-GJOyMo-tZhvg3ViIrZXG1rCC05"lEVJVbdsN?ICLyU9oK
ai�a z""n
5rale=1:t2i
3
3x4 II
5
600 4
2
� 1
� 3x4 II
�x4-
11
LOADING(ps� SPACING 2-0-0 CSI DEFL in Qoc) I/defl L/tl PLATES GRIP
TCLL 23�� plaleslnuease 1.15 TC 0.07 Vert(LL) -0.00 2-4 >B99 360 MT20 197A44
(Ground Snow=30.0) Lumber Increase 1.15 BC O.U6 VeA(TL) -0.01 Z' '�a Zn/a
TC�L ���� RepStresslncr VES WB 0.00 HarzQL) O.W
BCLL ��� � Code IRC2009(TFI20W (Matrix) W�nd(LL) 0.00 2 240 Weighl:121b �=5�
BRACING
LUMBER TOP CHORD Structural wood sheathing tlirecUy applieC or 2-11-0 oc W��ns, except
TOP CHORD 2 X 4 SYP No2 end verticals.
BOT CHORD 2 X 4 SYP No2 g0T CHORD Rigitl ceiling direc0y appllea or�0-0-0 oc bracing.
WEBS 2X4SPFSNtl
MiTek rewmmends thal Stabilizers an0 require0 cross brecing
be ins�alled during Wss e2ction,in accordance with S�abilizer
Installation uide.
REACTIONS (Ib/size) 2=769/0-3-8 (min.04-8),4=86/03A (min.0-1-8)
Max Horz 2=111(LG 9)
Maa UpIrfI2=106(LC 9),4=45(LC 9) This wss design assumes the use ot Southem Pine lumber va ues
Max Grav 2=200(LC 14).4=101(LC 14) that were published in the 2005 NDS and priorto the updated antl
� lower vales adopted by ALSC on June 1,2012. This is being done
FORGES (Ib)-Maximum CompressioNMazimum Tension explicitly at ihe direction of Frank Avbel,PE,Engineer of Record
TOP CHORD L2=0/26,2-5=64/0,3-5=53/27,3-0=-�SA03 far Ne project
BOT CHORD 2-4=0/0
JOWTSTRESSINDE% '�"���`�� �'���""/I.
2=0A1.3=0.OSand4=0.04 �:��"ie'..j°;''�.
NOTES (12-13) �MWFRS low-rise able end zone and C C �` � f
i)WinE:ASCE 7-05',t20mph;TCDL=6.Opsh,BCDL=6.Opsf;h=25tt;Cat II;Exp B;endoseQ ( )9 � -
�,i '�i
Exlenor(2)zone;cantilever lett and rlghl exposed;FC for members and forces 8 MWFRS for reacfions shown;W mber DOL 1 60 ,� , _
plategnpDOL=1.60 ' ' .. ' _
2)TCLL ASCE 7-05;Pg=30.0 psf(grountl snow);Ps=23.1 psf(roo(snow):Category II;Exp B;Partialty Ezp.:Ct=1.1 _ ,t ,i.,.�.�,,..,._: ;, __
3)Roof design snow loatl has been reducetl W accounl for slopa. _� _
4)Unbalanced snow IoaCS have been consitlereC tor Nis Gesign. C,�
5)Thls truss has been�tlesignetl for greater of min roof live load�of 76.0 psf or 1.W times Oat roof load of 23.1 psf on overhangs
non-concurtenlvnNOlherliveloatls. - • �����-r� � .����:''
6)This truss has been designeE for basic IoaC combinalions,which induee cases with retluclions for multiple concurrenl live ioads. �� ��-, ,
�"`y'' ` � ::�_�
7)This lruss has been designed for a 10.0 psf bottom chord live load nonconwrtenl vnN any olher liva loatls. . 'i ;
8)'This truss has been designed for a live load of 20.OpsF on the bottom choN in all areas where a reclangle 36-o tall by 2-0-0 witle ��4�,� � 1
will ft beN+een the bottom chord ane any other members. � I .
9)Pmvide mechanical mnnectlon @y athers)of Wss to beanng plate capable o(withstantling tO61b uplifl at joint 2 and 451b�
joint 4.
10)This Wss is designetl in accordance wilh the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and
referenced standard ANSIlTPI 1.
11)'Semi-rigid pitchbreaks with�fzeE heels'Member entl fxiry motlel was used in[he analysis and tlesign of this tmss.
MAR 0 7 201�
Continued on page 2
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qppicobiiN ol tlev�n Wrametars antl yoPerYicrnP«otbn of<omponenl�«s�ot��i�Isfabtlin dwvg corulluc on is iM1e resPOnYbll ry ol ine n Mi i�..n�nii.ii.
alwlotemlwPP�olintliviOUOlwebmambeno�H.Atltl�tiorwltertpom�Y N
arecta.Atltlifqnalperrtwnanibmciegollt�aovera4sVVCt�reettrerespontibRho���ebuAtlingtlesprre�.Far.9ee�e�alguitlance9ga�0�e 0195ouMSEeRmO
Ipbim�iOn.qoalityCOn�i.51aO9e.tlBGvary,e�ec1'qnOrdb�acirg.CwuN� AN51/rvtl�w�IVC�IIedo,05!-fi9aMEC51loBtlN Com M �enhM.NC3]93R
SaleN���ormaMOn ovoibble�mm iruss Pble IrulBOte.2Bl N.Lee 9ree1.5uite]12,AlexoiW�ia.Vq ZL31d.
.._ .. ._..�_.�. .._,r..n..n:n.: .re,....n...�...rc.nt >mi
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E61�190]
OR�ERS EA-98'!32' MONO 1 1
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.,. . _ . . ... -
. ... - . ...,. . .:
�tt:c...R..,"�,r1..-.:...y,�a�.w:e...,�.._..._ -_�-�.t.y_"..�.�e.....�n.-�.....� .-.-TV- - "'�-t7U3UK�C$Ht9xilvf-O_'?`o3KaVJZj]3P-GJOyMrxiZfwg3Yi12XG1`CCOS]EWVbdsN?I�LYU9�iC.••.••'.^'"•..••'
12)Designs checked(or ASCE]-05 wind aY.120 mph,wind reac[io�x 0.56 will aEjust wind load reaction to a speee of 90 mph(0.69 for 100 mph and 0.84�or 110 mph).All
other coeKGen�s remain the sameas shown.
13)SPF No2 anC SYP No.3 can be substiWted�for SPF Stud G2de ma�erial(ROOf truwes only).
LOAD CASE(S) Stantlard
�LVARMNG Vm{u d 'an nan'+met� and RFM Ml1FS ON TH/S MD INCLUDFD Mf15lCREf'ERFl.C&PdGEWf l6TJ BF3'.ORS US6.. � �
pesg void�auseoNy iM1ANakcorv�e<t iM1Utleslg '�bas¢daYyuponpammelersstiow M 1 Irpivltlwlbui6ipcomPanen�. �pOpg�/��
Apakau�N oi deypn ao ters aw p per�nc«o«mm of omporent woromirry f e ia e d�e �+-not wss de.s�nx.eracirre snwn �i F e
u�o�qlemisupparlaluWNitlwlwatirtrombeo-onry.ACd'OOnal�emporarybacinB�o'mureslabdrytli.m0mnzhuctionulM1arasporvibilfrtyoll�a ■ILad Y
erecin.Atltli�ionalpertnonenl6ra[in8o�t�eovamR9m[N�ekiM1erospomibiliryol��abuildingtlesipnecFOrgenaralB�itldricerepartli^g �.^^�i•. n
bGlcatlon.q�olM�onVd,ilwoga.tleYvery.eiec�bnantlbmcir�9.conalt qN51/IIIIOUaIINCtlbtlo.DS!-B9antllCSIBUYEInqCOmponenl Bt85ountlsitlaROaE
SoINy InlermaNOn avaibble(mm imss Pb1e 4vtiNte:3B1 N.Lee SVVelSOite 312.Mesantlno,VA 2]91/.
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E61]1908
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. . ..�,...n. . ...�o.:.. O:ELPSIC�9➢t ❑ . "_—___ '
NVR Homes,X ]2W s Aug 25 2011 MTek Intlushies;Inc. Wetl Oct 12 13:03:38 2011 Page 1 � �
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$cele=LS].Y
4i8° 3xJ �� 6a0=
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8.00 12
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� 1
Pla�o Ofts [s X ' f2'03-B EQqe, t4'0-5-i2Sy;Q],.6L o-s-i2,43-9 e: - - e
LOAOING(psfl ' SPACING 2-0-0 CSI DEFL in (loc) I/defl lld PLATES GRIP
TCLL 23�1�� Plateslncrease 1.15 TC O.fifi Vert(LL) -023 243 >999 360 MT20 197/144
(Gmund Snou=30.0) ��mbe�Increasa 1.15 BC 072 Vert(TL) -0.61 840 >622 2d�
TC�L ���� RepSlresslncr YES WB O.BO Horz(fL) 0.09 9 Na Na
BCLL ��� � CodaIRG2009lTP12007 (Matna) Wind(LL) 0.09 11 >999 240 Weighl:i631b FT=S%
eCD �
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD StruGual wooC sheathing tlirectly applietl or 3�5-6 oc purlins.
BOT CHOftD 2%4 SYP Na2 BOT CHORD RigiC ceiling tlirectly applled or 8-2-0 w bracing.
wEBS 2 X 4 SPF Stud MTek recommends lhat Stabilizers and'.required cross bracing
WEDGE be installeC during Iruss erec�lon,in accordance with Stabilizer
Le6:2 X 4 SPF SWtl,Right2 X 4 SPF Stutl Insfallation uiEe.
This truss design assumes l�e use ol Southern Pina lumber values
REACTIONS (Ib/size) 2=1315/0-3-e (min.0-2�2),8=1315/0-3�8 (min.0-2�2) }hal were Dublished in the 2005 NDS antl prior lo lhe uDtlated and
Maz Horz 2=293(LC B) lower vales adopled by ALSC on June 1,2072. Thls is being done
Maz UpIiH2=-42<(LC 9),8=�24(LC 10) explicitly al Ihe direclion of Frank Avbel,PE,Eu9inear of Rewrd
Max G2v2=1B24(lC 28),8=1824(LC 28) for Ne project.
FORCES Qb)-MaximumGOmpression/MarzimumTension .
TOP CHORD 1.2=OI4B.244=-2448f/17.3-14=-21�SR48,3�4=4948/685.445=-1891(/34,5-15=-0889f/34.5-16=-08B91734.
6-i6=-1891/734.6-7=1948/685,7-17=-21751748.8-1I=2448/717.8-9=0148
BOTCHORD 2-13=571/7902,13-18=<29/1555,1248=-029/1555,N-02=-029/7555,1149=-262/1555,10-19=-262/1555, .,�;.�;.�:,�
8.10=�364/t902 . .,.• . -� �.11;�!
i'..:'
WEBS 4-13=-66/C�01.6-10=-66/501,Si1=-774f348.&13=536/308,4-N=333/531,6-11=3341531,7-10=536l30B � ji:�„e;� �
� ,
JOINTSTRE55INDD( _ p �'! `',
� " '.��[':;-i
2=0.86,2=0.00,3=0.26,4=0.60,5=026,6=U.60,7=026,8=0.86.0=0.00.10=0.54,11=0.66,�2=0.60antl13=0.54 •,'�`,}i
NOTES (13�14) " , • �"= •• '
1)Wintl:ASCE ROS;120mp�;TCDL=6.Opsf;BCDL=6.Opsh h=25k;CaL II;Enp B;endosetl�,MWFRS Qow-nsa)gabie entl zone antl C C �� i�,
Exlerior(2)zone;cantilever lefl antl right exposed;GC for niembers and torces&MWFRS for reactions shown;Lumbe�DOL=1.60 � _ i '
plata 9np DOL 1.60 � ��
2) TCLL ASCE 7-05;Pg=30.0 psf(gmuntl snow);Ps=vanes(min.mof snovr-23.1 psQ see loatl cases;Category II;Exp B;Part ally S.
Eap.CY=1.1.Lu=50-0-0 , rr - i�-
3)Roof design snow baC has been reduced lo accowt for siope. '�>. '� _ `°' '
4)Unbalancetl snow bads have been wnsitlered tor this design. �'lj:1��� -
5)Thls Wss has been designetl for g�ealer of min roof live load ot 16 0 psf or 1.00 times�a�raof load of 23.1 psf on overhangs �,
non-concurtenl with other live loatls. ,�,.�7 �
6)This wss has been EesigneC for basic IoaC mmbinations,which intluda cases with reductions for multiple concunent live IoatlS:'�"""`
7)Provide atlequate Erainage to Drevant wa�er ponEing.
B)This Wss has been designetl tor a 10.0 psf bottom chord live load nonconcurtent wilh any other live loads.
9)'This lruss has been designed for a live IwC of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 lali by 2-0-0 witle
will ft belween lhe bottom chorC and any other members,wiN BWL=70.Opsf: I.,�1aR � 7 �"�;�
10)Provide mechanical connection(by o�hers)of N�ss to bearing plate wpable M withstanding 4241b upliR at joint 2 and 424 Ib uplift at �
ContlflU�$on page 2
� WARMI.G V N� u^�Ca d andREIDAVlFSONIN(SdMJIM:LUDFl111ll1FXRGFF.RFhCSPAGElIIfl6]3BFJ'OR5L6&
Desgnvaftl�oru nry '�hNalekc �nect Thutla g - b tl Ivupo pa imYawn' r�d' foran' J W IWp"in9 a"^POnant '.M .`r
qpplmdfryoltl IB V tersa tlpope IncoPa �bn i Pona t po Iblliryolb Itl gtla B�e� it tl gne BacingsM1wn ������
aiwbteralwppatolhtliviaoolwebmambersonry.Atldfonal�empaaryGacrgfolnsore latilfytlutlngco it to ulherespo tiOryoRM1e Y ��mv a
ac�a.AtldRWMI pmnanGn�blacinp 0(1be ovBfal z�NC Wla 6 M<lGSFansbiG�y a�tt�G bodCng tleYgnBL fw 9BnemlB�ltlOnce leg0ltl ng
Iabricalim.quofihcon��d.sbraga.tleFery.e�eciqna�YOang.cmwlt qN51/I�I1�uaYNUle�la.�il�99a�MBCSIluYEingCOmponeM Bt05oundsWeRmE
Salary InlemiaMOn avoJada hom imss Pla�e Im�ilule.E01 N.lee Sfreet kn�e 312.AlaxviW�io.VA YYJ11. ECenwn.NC b933
IIWn���nCVyN Mw1r��A�i n •�AM�M��ri.rolK11 )111i !IY
.- : . ;
; . ; _ ,
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Truss Type
Jo� ' " Tmss .. . ...,, � 1 '
t'..,u._.-� .. � ... .. dO��C[ . .. �
_ . . ._..... .. �p; ,.. ,....<.HPS . ..._.+...c�—^..:�a.:..... ...rv�,.." _
� EA-98I93' �� 725psAUg25201TMiTekindustrles,Inc..W��n�2�3:03'.382011 age
ORDERS � hiHxPm2Va210W16FmJm5111knyU9vJ'-"-=���-�'�
ID:3URKSMtqziLvFO 7 u3Ka`�`'A�3J-kVaKZB�f'�X
NVRHomas,X
NOTES (?3-ib) .
wintl reactims z O.Sfi wi��adjust wind load reaction to a speed ot 90 mp�(0.69 for 700 mph and 0.84 for 110 mph).All
�p)?Sem ng C pitchbresks with f ed�eels�Mamber end fisN'^�°de"'as°n�irn�he a ays s and design ottlh s I�russ�Z and referenced standard AN
�3)Oasigns checked for ASCE 7-05 wind at 120 mph,
o�her coefficienls remain the same as shown.
t4)SPF No2 and SYP No.3 wn be substituted for SPF Stutl Grede matenal(ROOf Wsses only.
LOA�CASE(5) StantlaN
1)Snow:Lumber Increa5e=1.15.Plele Increase=lAS 1318=`.�.1&19=20.70-19=50.&10=-20
Uniform Loatls(pl�
Vert:1-4=-55,4-8=55,6-9="�.2'�3'-20,
II
- fiPdGSXII]6]3�H5�'ORS�. ��{}�-vp��
t WO�_
mm t n . a �aaN�Wrvklualbui10�9c m0orent �647 ,.
' A.WARMhG 'VcrifudrsiGnFam+mdersandR6ADN01FSON]HISdND1NCLUDFD�4SEl(AF3' . �bnf�YOitM1e
nca0dationolmmWnentl:resW tilBV ibulldngtl g c-�ro�husstlasl9^ PB nnpsho� Y
pey9�vaitliausemN�!�µ�akconneclarsl�utlesi0��basatlonlyuponPa 1o1�eslobJirytlum9�o��ctionb�� �^
qppicobAilYOitlesipnP�ro^bt�ontlpWO�� ��itiaml'empomrv�oc� B185oun6stlePOZE
� 'c Iw btaral wpP�ol indrvdt�dweb membe�+c�h. EEenron.M��)�2
11�b14N�9 O�IM OvNa15�NCMa-6 M9 RSF���UL 4�Y OI�IIG WIISIfA OBSI�1Cf.fIX 9Bf�elal6Y�EO1KalC'9�ItlYq
�SE.09 onE lfSl EuYtlInO CeTV�nent
erecla.PtlOiLmalPe^^ane _. . . . 'Iv
. �9fllN:le¢Simel.SVi�e312Ne+a�W�o� AT�14'
niinLivCOn�td;3�O1089_tleGvNY�elBC11O11OfldblOMQ.CONU�� AN51/�P�10'���
, ,. .. , . _. . .. � .. .= i _ . .
. _ _. .� � . . . . .
Job Tmss Tmss Type Qty Ply
E61I19�9
Oft�EftS EA�9B'!3C HIPS 1 1
nh RxfPmnrP loo��rnall
....,••.'""NVRMareqX �•.••.-....•�.f- .._..�.--,_-.-.�a.u. .. _i.._..........._......._ .:...._.......�;..,_.___.l3_WSAUg252�1LMTek.Indusfnes��Inc.WC:.00ttI18:^9392011.Fage].�� ....�-...--c
_ Ip:3URK5HICxiLvFO_?_o3NaWZj93J-oiBinXZH5GAOlss]yTak6GHKVUeT KPwK�UrGEyU9ol
' - � 1&tYe � 25-41 I 31-t -0 ��:]pj1 ._ .. .
H 6515 6C-9 6-0-0 fi-0-9 6�G15 0.11<
4r8° Swle=1:6)d
ax6=
� 15 t6 5
8.00�12
3x6 4 3n6 Q
� fi
d
ta ��
,�� P �9
�d
d
Sx] II 13 12 �� 18 ID 9 Sx] II
0vi �� 0x6 3z8= 3r4 ��
]xE-
6615 � 13.N � 1&9-II 2541 31-H-0
Plate Offut fX VY f2'0-3-8 Edoel 14�0-672 0-2-01�f5'0-3-12 0-2-0],L7;0-3-e Ed 1
LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/tle9 L/tl PLATES GRIP
TCLL z3.��� plates Inuease 1.75 TC 0.90 Ven(lL) -0.12 1042 >999 360 MT20 197/144
(GrounESnow=30.0) Lumberincrease i.�s ec o.�i Vetl(TL) -0221P12 >sss zao
TCDL ��� RepStrewlncr YES WB 0.33 Horz(Ty 0.11 7 n/a n/a
B0.� 00 ' Code IRC2009/TPI2007 (Matnx) Wintl(LL) O.OB 2d3 >999 240 Waight 1691b FT=S%
B 10.0
LUMBER BRACING
TOP CHORD 2 X 4 SVP No2 TOP CHORD Siructu2l wood sheathing directly applied or&2-0 oc putlins.
90T CHORD 2 X 4 SYP No2 BOT CHORD Rigid ceiling airectly applietl or 9-2-1 oc bracing.
WEBS 2 X 4 SPF Stud'ExcepP WEBS 1 Row at midpt . 312,d40,410
4d0:2 X 4 SYP No.3 or SPP No2 MiTek recommends Ihat Stabilizers and requiretl cross b2cing
WEDGE be installed Dunng Iruss erx[ion,in accordance wilh Stabilizer
Le/C 2 X 4 SPF SNQ R�,ght 2 X d SPF SNa Installation uide.
REACTIONS QWSize) 2=1297/03-8 (min.0-2�4),7=1283/0-3d (min.0-2�) This Nuss design assumes the use of SouNem Pine lumber values
Mae Horz 2=368(LC 8) �hat were published in the 2005 NDS an0 O�or lo Ne updated and
Max Upiift2=446(LC 9),7=-446(LC 10) , lower vales adopted by ALSC on June 1,2012. This is being done
Maz Grav 2=1927(LC 28),7=1927(LC 28) explicitty at ihe direction of Frank Avbel,PE,Engineer of Record
for Ne proiect.
FORCES (Ib)-Maximum Compression/Manimum Tension
TOP CHORD 1-2=0f27,2-14=-2847/654,3-14=-2693I689,3�=-2060/656,475=4524/fi28,1Sifi=1524l62B,5-16=-1524/628,
5-6=2067/656,6-07=2693/689.7-17=-2847/654.7-8=0/2] .��:�!1{!'�.,.
BOT CHORD 2-13=-443/2195,12-13=-443I2195,11d2=263fl523,11-08=263/1523,10-18=-263/1523,9-70=398/2195, i' � �"'�;
'��` ^:i�"'i�.�
7-9=3982195 '•
WEBS 3-13=028fi.6-9=0I285.4-12=-133/592.5-10=111/592,3-12=833/363,4-10=-199R00.Fs70=-831/364 "�� "�� '� ` Y��l/i.
. � . l'
JOINTSTRESSINDE% � _ �����(j`,��"�
2=0.97,2=0.00,3=048,4=0.86,5=0.87,6=0.48,7=0.97,7=0.00,9=026,10=0.66,11=G.59,12=0.60and13=026 _ � " �
NOTES (1344) :+ ` r f ,..; �._ _
1)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat II;Exp B;enGOSed;MWFRS(low�nse)gable end zone and C C � �(_i
Eztenor(2)zone;canWever lefl and nght exposetl;C-C tor members and forces8 MWFRS for reactions shown;Lumber DOL=1.60 - '�%� � '•''�� '
plate9npDOL=1�.60 �:l,fn�.. '-. _
2)"TCLL:ASCE 7-05;Pg=30.0 psf(grountl snow);Ps=vanes(min.mof snow=23.1 ps�sea loatl wses;Category II;Exp B;Partially - ^! '-- �;;-_,<?�^ •`
EzP.:Ct=1.1�W=50-0-0 �;�.°.��^, '.. �;�'�,. ;
3)Roof tlesign snow losd has been retluced to acmunl for siopa. ``/%���'^�'� .-ti�. �� '���`�
4)Unbalanced snow loatls have bean considered tor this design. ����i ,i n•��"'" � �
5)This Iruss has been Gesigned for greater of min roof live load af 76.0 psf or 1 00 times fiat roof load of 29.t psf on overhangs `
non-concurranl with olher live loa�s.
6)This Vuss has been Cesignetl for basic load rqmbinations,which indutle cases with reCUCtions for mWtiple concurrenl liv lo�--�'
])Provitle adequale E2inage to pravent water pontling.
8)This Wss has been Cesignetl/or a 10.0 psf botlom chord live:oad nonconcunent with any other live IoaCS.
9)'This tmss has been designed for a live IwC of 20.Ops(on lhe botlom chord in ali areas where a rectangle 3-6-0 tall by 2-0-0 wide
wi0 fit between the bottom chord and any alher members,wi[h BCDL=10.Opsf. p (�
ContinuetlonPa9e2 . I��jQ � 7 LU�.��
�WdRM� Vervfydrs0 �➢ �*+ R �dREADNOSESON]HfSdM)INCLIIDFy1II]FXREFF.RFI.CE('ACEI➢f]6�AF1'OREIASPv� . - , .
DevgnvafNtavse N. ThM1 kmnn <� �IDUdesign'ubasatlonlYUpo pa mefersSM1Ow ontl- f onintl b Ib Jd pcomponenf �����o
App4mbJMoltlesg pam �enoritlWOp orpoafbnoicomponenl - po sibiRlyo(b�id gtl vgnenn �4osCespner.'8mcngspown
6la bteral3uppM Ot vMNtlUpI w¢b mBmb¢rs enly.Adtl t onal�empwary b cug 10�nu/B itabY fy Cumg cOnShVCI On 6 t�0�GSpOnubd4ly OI IM1¢
erecttt.AOtlitwnW pertnonent�mc'vg oI1M1e ovnal slructue e me respoivtldiN ol itia builtliig tlaYgr�er.For ganeral guida�ce regoMng �.�.+i i,.r nira�.u.
faQ4catbn.quofiNconhol.itpage.tlefrory:erectiono�bratlrg.rowilf qNSIpPtl�uoOry GIMtIa,DSl�B9nM8C31luGtlhpCOmporoM
SolelylnlermaXon availablahwnims%alelns@vIe.281N.1ee5Vae1.5uite312AleRanbia,VnYYJIE: 8185ouMSitleROaJ
uFrA.r..m... tnlu..n...:..wF..nrn ..pN./MRm1 E�an�on,NCl]932
Job Truss TmssTYPe ' �ty Ply Efi191909
OROERS ' ' ' �-9B]34 � �• MIPS � � - . ,__
J p$¢(CIBIIG '
--'- l29Q Au925201Y6Tdif I NleEOti12130339M11 P 0 2 "'_"__._'_"
� NVR Hwnes,X ID'3URKSHiqxiLVFO_?_a3KaWZj13J-DiBinXZMSGAOIU]yTak6GHKVUeT_K9wK�UrGEyU9ol
NOTES (73-14)
10)Provide mechaniral conneclion(by o�hers)of truss to Eearing plate capable of withstantling 4461b uplift at joinl2 and 4461b upllft atjoint 7.
11J This truss is designed in accordance with Ihe 20091ntemational Residenlial Code sections R502.11.1 and R802.102 antl reterenced standaN ANSI/rPl 1.
12)'Semi-rigid piichbreaks with fxetl heels"Member en0 fxity madel was useE in lhe analysis and design of this Wss.
13)Designs checked for ASCE 7-05 winG at 720 mph;winG reaclions z 0.56 vrill adjust wintl load reaction to a speeE of 90 mph(0.69 for 100 mph and 0.84 for 110 mph).All
oNar coeffcients ramain the same as shown.
14)SPF No2 and SVP No-3 can be substitutetl for SPF Stutl Grade matenal(Roof Vusses only).
LOAD LASE(S) Stantlard
1)Snow:Wmber Increa5e=t.15.Plale Increase=1.15
Uni�orm LoaAS(pl�
Ved:b4=55,4-5=-55,5-8=-55,242=�20,12d8=50,7-18=-20
I►wewnw V 'fudci?apasmnelcrsandRFaO1N1ESONRIfSdNDIM:I(IDFDIIIlFXR6PEREhCEPdGE�9f.]4]39F3'ORElASF � ' w:
' ����O��
Dasgn voitl Iw�ze�nNwi1M1 Mllek comectars iM1b tlesi9n u bocetl onM upon pa maten Vrovm.ard rt Ia an uWiv�tlual buitling mponmt.
App4cabTMoitlev8^PO�^re�ersor�tlpoperincapvoibnolcompana� apor¢bliryoiWlGngCesgna �� Oag^e &ac pIDOw^
e�p bl¢mlSVppM oi iMrvb WI web maTbers mly.AdtliLOnal fempCmry baang�o imme S�abYlry tlurmB��^T�c�00 is ihe rospOn96'll fy o�iha M
erena.ndaniw�aipcmanememrngoimeo.«a�sm:c�+eemerespmuG4ryoffnawild�ngeeig�er.fa9er�erol0�^�eregareinp eiesou�maeama
IoMco�ion.qwlirymnhd.sbraBe,daHery.erectionarMbmd�9�cwuuM1 qN51/f1110uoGNC�letlo.05!-09antlEf310u0tlinqLOmporcM Edenla0.NCP933
Sni[ery InbrmeXOn availoble hom lmsx Plate Ins1AWC Y81 N.lee 9tee1.SvAe 312.Ale�anOna.Vq 2P314.
i� nF�mCi�I�ILVnF�ria (Wr���1ei n rveN.11 )I�li �IV
. .
Job Truss TrussType QH PN
ORDERS EA-98]35 SPEC � �
J bRt ( pti 0
____ . __........�_..�_..._..:__ i_.. rw..n.��arom���9011 Parw1
..r.... . _ . _ __. � . ._. `_. _ . . ..__ _ .. n�au wmmo..... .
NVRHOmes,% � . ' ID:3URKSHtqaiLVFOJ7 o3KaWZj?3JkzmESFPBJe4�GawTwH�cKJvI5U6NV05cnmQTtyTUEa
. 14413 91.11-0
tt 52.13 10.13 t�.t-I 1].11-13 1 i N-I.] 3950 tfA
11d 53-1R S66 110.5 ' }165 bL1 1¢5 4P10 �.410 1bA � 11J
Scale=1]1.8
6r8�
3x8��
4xB = 3z4 II 4e12 = 8 .
y 5 �
28 9 30 3x6�
B.00 1] 9
3x6 i Z�
� 3 �
3�6 � 4
io �
26
tt
12 ��
b
�1� 8 11 16 15 :.4�
d
Sx] II Y6 Z3 22 21 20 198.12 = axn 3 a 811 'o
3a< I I3x6 = 3x4 = 3x8 = 3x4 II Sx6=
8.00 12 x12 =
Sx6= 6ce- ]a4 -
, issu v-n.o
xw
� yi.�i-�a� � �ios � i�as� o3i3 1-a�o � �.a�a ian •iao
b
PI t Ottseh IX Y1' f2 03 8 Etl 1 f49 S12 0 2-01 f14'0-3-12 Etlq 1 f15'0-1-8 0-1-8 18:0-e-4 0-6-e
LOADING (psn SPACING 2-0-0 C51 DEFL in (loc) Udefl Lld PLATES GRIP
TCLL 23.�'� Plateslncrease 1.15 TC 0.49 Vert(LL) -0.16 19 >999 360 MT20 197/744
(Gmuntl Snow=30.0) Lumber Increasa 1.15 BC 0.87 Vert(fL) -0.36 19 >999 24�
TGDL ���� Rep SUess Inu YES �NB 0.96 Hoa(TL) 024 12 n/a n/a
BCLL 0.0 ' Code IRC2009(TPI2007 (MaMz) Wintl(LL) 0.78 19 >999 240 Weight 21416 FT=5%
sco� ioo
LUMBER BRACING
TOP CHORD 2 X 4 SYPNO2 TOP CHORD Siructural wood sheathing Cirectly applied or 3-0.3 oc pudins.
BOT CHORO 2 X 4 SVP No2'ExcepP BOT GHORD Rigitl ceiling directly applied or 6-0-0 x bracing.
7-19:2 X a SPF Slutl WEBS 1 Row at midpl 620
WEBS 2�X4SPFSWd
WEDGE . This Imss design assumes the use of Sou[hem Pine lumber values
Lefl:2 X 4 SPF SNQ Righc 2 X 4 SPF SWd ihal were published in lhe 2005 NDS and pnor to Ihe updatee and
lower vales adoptetl by ALSC on Juna 1,20t2. This is being done
REACTIONS Qb/size) 2=7240/0�3-8 (min.0-2-1),1 2=7 240103-8 (min.0-1-i t) explicitly at ihe direction of Frank Avbel,PE,Engineer of RecoN
Maz Horz 2=344(LC B) for�he project.
Max Uplift 2=504(CC 9),12=439(LC 10)
Maz Grav�2=7754(LC 32).12=1435(LC 2)
FORCES (Ib)-Maximum CompressioNMaximum Tension
TOP CHORD 1-2=0/48,2�26=2430/684,3-26=1115I703,327=-1796/657,4-27=1fi33/688,-4-28=1581f/00,5-28=4586l701,
5-29=4 58]f�01.29-30=1587007.630=1587/707.64=4 897/802.7-8=4 646/735.8"9=4 798171 7.9-10=23271787,
70-17=-4005/1229,1142=-183V562.12-13=02] ,.t.'`.�. •-':1�lj:.
22-23=543/1842,21-22=-328A362,20-21=-325/1513.19-20=-fl2/338. p"1 .:.,�.-; '�::,
BOT CHORD 2-24=-543/1842,23-24=543/'1842, ;. '.
18-19=51/0.7d 8=<22I7149.174 8=-31&15c9.16-17=-436/1898.1&16=-895/3149.14-t 5=309/1284,
12-14=300/1212 � � �'
WEBS 3-24=0@22.3-22=-fi20/267.4-22=402/458,a21=246/4fi8,&21=-527f244.6-21=-167/157�,620=-1348/344,
?.L �
18-20=396A913.G19=75R61.747=-9�2/410.8-V=640/1614.9-17=-'!28/328.9-0fr--28/389.10-06=42]8/469. •` ' '
1045=2N/id61.11-15=-6fi8/2240.11-14=-632/179 _ -.. . .._ " _
.. .h�::r'." = (Y -
NOTES (13-14) � ' "� `' `' �
t)WmC:ASCE 7-05;120mp�;TCDL=6.Opsh BWL=6.Ops1;h=25ft;CaI.il;Ezp B;en�JOSad;MWFRS(law-nse)gable entl zone antl ': _(s;'-,i���-r ,._,
GC E#enor(2)zone;cantilever lefl antl n9ht ezposetl.;GC for members and forces&MWFRS for reacHOns shown;Lumber .,��,;' .?�� .'
OOL=1.60 plate 9�P DOL=1.60 ' �`,t;,.��.,�A.i.)'�.�`.:' ;`
Cate o II;Ex B;PaNall Y ���
2) •'TCLL:ASCE 7-05;Pg=30.0 psf(ground snow);P5=vanes(min.roof snov+=23.1 ps�see IoaC cases; g ry P Y .��� " ����
ExP.:Ct=1.1.Lu=50.�-0 �'��%:�. �
3) Roof design snow load has been reduced lo account for slope. .,�,
4) Unbalanced snow loads have been consideretl for lhis Gesign. ,�� �
5)This[russ has been designed for grealer of min roof live IoaE of 16.0 psf or 1.00 6mes Oal rooi load ot 23.1 psf an overhang�s k`-^����
nomconcurzent wilh other live loatls.
6)This truss has been designed for basic load mmbinatians,which indutle cases wiM reductions for multiple concunent Iive loads.
7) ProviCe adequate tlrainage�o preventwater ponaing.
B)This Iruss has been designed for a 10.0 psf bottom chord live load nonconwrrent wilh any other live loads.
9)•This truw has 6een designetl for a live load of 20.Opsi on Ne bottom chortl in all areas where a rectangle 33A tall by 2-0-0 wide I1(I�� 0 � "�(I 1 1
will ft between lhe bottom choN and any ot�er members. L l I.
Conlinued�on page 2
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NOTES (13-04) �
10) Provide mechanical wnnection(by others)of iruss to�bearing plate capable of withstanding W416,uplift atjoint 2 and 4391h uplift atjoint 12.
11j Thls[mss is designed in accordance wi[h the 20091ntemational Residential Code secfions R502 11.1 and��R802�1�2 and referencetl slantlard ANSI/TPI 1.
121 'Semi-ngid pitchbreaks with:fxed heels"Member end fzity motlel was used in the analysis and design of ihis truss.
13j Designs checketl forASCE 7-05 wind�at 120 mph,wind reactions x 0.56 will atljust wind load�reaction�o a speed of 90 mph(0.69 for 100 mph and 0 84 for 110 mph).All
ot�er weffcients remain lhe same as shown.
74� SPFNO2 and SY7 No3 can be substituted for SPF SWtl Grade material(ROOf trusses only).
LOAO CASE�S)
1)Snow:Lumber Increase=1.15,Plate Increase=1:15
Uniform Loatls(pin
Vert��=�55,4-6=55,6-8=-55,8-13=-55,2d9=-20;IS18=20,14-15=20,1?-14=20
2)Snow Only:Lumber Increase=1.15,Pla[e Increase=1.15
Uniform Loads(pl�
Vert:tL=-66.48=66.6-8=-66.843=-66.2-19=-20,75-19=-20,14-i5=20.1244=20
3)UnbaLSnow-Lefi:Wmber Increase=1.15,Plate Increase=1.15
Uniform Loads(pl�
Vert:1L=S5,4-30=55,630=-78,6-8=48,8-73=30,&19=20,iS18=-20,14d5=-20,12-14=-20
�4)Unbal.5now,RighC Wmber Increase=1.15,Plate Increase=7.15 '
Uniform�oads(pl�
Vert:1�i=-30.4�=30.6-8=-3q-8-9=-87.9-13=55.249=20,iS78=-20.14-15=20,t2-14=-20
5)IBC BC live:Lumber Increase=125,Pla�e Increase=125.
Uniform LoaES(pl�
Ved:1L=�20,4-6=-20,6-8=-20,H-t3=-20,2-19=-00,i5-78=-80,t0-15=-00,12-t4=A0
6)PC Wind:Lumber Increase=1.60,Plate Increase=1.60
Uniform Loads(pl�
VeM1:1-2=67.21�0.4-6�4,6-8=40.8-12=40,12-13=67,&19=-12.1548=-12,1415=-12.,12-04=-12
Hoa:7-2=-79.2�=-52.6-8=-52,�8-12=52.12-0 3=79
Orag'4-5=-0
7)MWFRS Wintl Left:�umber Increase=1.60,Plate Increase=7'�.60
Uniform loads(plfl_
VeR 1-2=9,2A=-17.6-G=53.6-8=R.&12=25,12-M13=i5.249=-t2,tSM1B=-t2.14-t5=-12,1&1M-12
Harz:1-2=21.2�=5,6-8=5.8-12=37.1243=2]
Drag:4-5=0
8j MWFRS Wind RighC Lumber Increase=1.60,Plate Increase=1.60
Un'rform Loatls(plf)
Vert:1-2=15.2-4=25.4-6=25,6-8=25.8-12=-17.12-13=9.2d9=12.1548=12,14-15=-12.t2-14=-72
Horz:1-2=27.2-4=-37,6-8=-37:8-12=-5,12-73=21
D�ag:4-5=0
9)MWFRS 1sI Wind Parallel:Lumber Increase=1.60�Plate Increa5e=t.60
Uniform Loads(pIQ
. . . VeM1:i-2=65.2A=43,4-6=43,6-8=43.8-12=26,12-13=18,2-09=42.t5-18=-12,14-15=-12.12-14=42
Horz:'1-2-77:2-4=-55,6-8=-55.8-72=38,12-13=30
Drag:4-5=-0
10)�MWFRS 2nd Wind Parellel:Lumber Increase=l fi0,Plate Increase=lB�
Uniform Loads(pl�
Vert:1-2-18,2-4=26.46=26,6-8=26.8-12=43.12-13=65,2-19=-12.15-18=12.14-15=12.12-14=-12
Horz:b2=-30.2-0=-38,6'8=38.8-i2=55.12-13=77
Drag:4-5=-0
11) MWFRS 3rd Wind Parallei:Wmber Increase=1.60,Plate Increase=1.60
Uniform Loatls(pl�
Vetl:b2-41,2-4=19.4-6=19,6-8=19.842=12.12-73=4.�2-19=-12.tS18=12.14-15=-12.12-14=12
Ho2:1-2=53,2-4='31.G8=-31.8-12=24,12-13=16�
Drag'.4-5=-0
12) MWFRS 4ih Wind Parallel:Lumber Increase=1.60,Plate Inaeese=1�.60
Uniform Loads(p��
Vert:1-2?4.2-0=72,4-6=12.C>8=12.8-12=19,12-13=41.2-09=-02.1548=-12.14-15=-02.12-14-12
Hoa:b2=d6.2-4=-24,6-8=24.8-02=31,t213=53
Orag:4-5=-0
13) IBC Snow on Overhangs:Lumber Increase=7.15,Plate Increase=1.15,
'Uniform LoaCS(pIQ '� .
Vert:7-2=-66.2-0=-20.4�=-20,6'8=-20.8-12=-20.1243=-fi6,249=-20.iS18=-20:14-15=20,12-14=-2�
14) llnbal.5now Only-Left:Lumber Increase=1.15,Plale Increase-1.15
Uniform LoaES(pl� -
Vert:1-A=66,430=-G6.6-30=-97.6-8=-97,&13=34.2-19=-20.1S1B=20.1415=2�,12-14=2�
15) Unbal.Snow Onty-Right:Lumber Increase=1.15;�Plate Increase=1.15
Uniform Loads(pl�
Vert:1-4=-34,4�=-34.�6A=-34,8'9=5109,9-73=-6fi.2-19=-20,1548=-20.1445=-20,12-14=-20
16) Live OnIy:�Lumber Increase=0.90,Plate Increase=0.90 Pil.meta1=0.90
Uniform LoaCS(pIQ .
Vert:1-0=20.4"6=Q0.6-8=-20,843=-20,2-09=-20.15-18=20.14-15=-20.t2-14=-20
17) 3r4 Unbal.Snow-Letl:Lumber Increase=l,iS;:Platelncrease=tt5
Uniform Loatls(pIFl
Vert:L2�=-55.4-27=-65:4£=-30.6-8=78,8-13=30.2-19=30.15-18=-20.14-15=-20.12-14=-20
Continued on page 3
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LOAD CASE(S)
18)4[h Unbal.Snow-Left:W mber Increase=1.15,Plate Increase=1.15
Uniform Loads(pl�.
VeA:14=30,4-28=-55,628=73;6-8=30;8-13=30,249=-2�,15-18=40,14-15=20,12-14=20 .
19) Sth Unbal.Snow-Left'Lumber Increase=1.75,Plate Increase=1.15
Uniform Loads(pl�
Vert:1-26=55.426=-79;46='30,68=30,B-13=3q 2-09=20,15-78=-20.14-05=-20,12-14=-20 �
20)6th Unbal.Snow-RighC Lumbenlncrease=t.15,Plate Increase=1.15
Uniform Loads(pl�
Veh:1-0=30,4-29=-69.6-29=-55.68=30,8-13=55.2-19=-20.i548=-20,1445=-20.1&14=-20
21) 7th'Unbal.5now-Right Lumber Increase=7.75,Pla[e Increase=1.15
Un'rform Loatls(plfl
Vert:1-4=30,4'6=-30,6"8=-76.8-13=30.2-09=20.15-08=-20,14-05=-2Q-0244=20
22)Sfh Unbal.5now-RighC Wmber Increase=1.15;Plate Increase=1.15
Uniform Loads(pl�
Ved:14=-30.4-6=-30,6-8=30;8-9=-87,9-13=-55.249=-20.15-16=-20;14-15=-20.12-t4=-20
23)9Ih UnbaLSnow-Parallel:Lumber Increase=1.15,.Plate Increase=1.15
�Uniform�oads(plq
Vert:t-4=30,4-6=-93,6-8=30,8-13=30,249=-20,1i-18=-20,1415=-20,12-14=-20
24j Wth UnbaLSnow,Parallel:Lumber Increase=1.15,Plate Increase=1.15
Uniform LoaEs(pl�
Vert:1-M1=-93,4-6=-30,6-8=-93,8-13=30,2-19=,20,1578=-20,14-15=-20,-12-14=-20
25) 11th Unbal.Unbal.Snow Only-Left-ParelleC W mber Increase=1.15,Plate Increase=1.15
-Uniform LoaCS(pl�
Vert:L27=-66,427=79.4-6=-34;68=-97.8-13=34,249=20.iS�B=-20,14-t5=-20,12-14=-2�
26) 12th Unbal.Unbal.Snow ONy-Left-ParalleC Wmber Increase=1.15,Plate Increase=1.15
� UniformLoads(pl�
Ve�:1-0=34.4-28=-66,6-28=-90.6-8=-34.8-13=34,249=-20.1548=-20.14-05=-20.12-t4=20
27) 13th Unbal:UnbalSnowOnly-Left-ParalleC Wmberincrease=l]5,Plate�Increase=1.15
Unlform Loads(pl�
Vert:1-26=-66.4-26=-98.4-6=34.68=-34.8-13=34.2-19=-20,1548=2q 14-05=-20,1244=-20
28) 14th llnbaLUnbal.Snow Only-RighFPa211e1:Lumber Increase=1.15,Plate Increase=1.75
Uniform Laads(pIQ
Vert:f-4=-34.4-29=-85,6-29=-66.6-8=34�,8-73=-6fi,2d 9=-20.1 SiB=-20.1415=20.1244=-20
29) 751h Unbai.UnbaLSnow Only-Righ[,Parallel:Wmber I�crease=1.15,Plate Increase=1.15
Uniform Loads(pl�
Vert:b4=34.d-6=34.6�=-95.8-13=-34,249=-20,1518=-20:14-15=-20,72-14=-20
30) i6th Unbal.UnbaLSnow Only-Righ4ParalleL'Wmber Increase=1.15,Plale Increase=1.15
Unrfortn Loads(pl�
Verl:1-0=-34.4�b=3d,&8=34,8-9=-109,943=E6.2-19=-20.15-18=-20,14-15=20.12-14=20
31) 17th UnbaLSnow Only-ParalleC Lumber Increase=7.15,Plate Increase=1.15
Uniform Loatls(pl�
Vart:1-4=34,4�-6=-118,6-8=34.8-13=34,249=-20,15-18=20.14-15=-20.1244=-20
32) i 8th Unbal.Snow Only-Pa211e1:.W mber Increau=1.15,Plate Increase=7.75
Uniform Loads(pl� .
Vert:1-4=-118.4£=34,6'8=-118.8-13=34,2=19=-20.15-18=-20.14�5=-20.12-04=-20
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LOADING(ps� SPACING 2-0�0 CSI DEFL in Qoc) I/defl L/E PLATES GRIP
TCLL z3.��� Plates Increase 1.15 TC 0.54 Vert(LL) -0.09 74d5 >999 36� MT20 197/144
(Gmund Snow=30.0) LumCer Increase 1.15 BC 0.51 Vert(TL) -0.22 7445 >999 240
TWL �Q�o RepSiressincr YES WB 079 Hoa(TL) 0.09 9 n/a Na
BCLL 0.0 ' Code IRC2009/�PI2007 (MaMx) Wintl(LL) 0.71 14 >999 240 Weight:18816 FT=S%
B 0
LUMBER BRACING
TOP CHORD 2 X 4 SVP No.2 TOP CHORD SWCtu21 wootl sheaNing directly applied or 3-7-6 oc purlins.
BOT CHORD 2 X 4 SYP No2 BOT CHORD Rigid ceiling EirecYy applieC or&S9 oc bradng.
WE85 2 X 4 SPF Stud WEBS 1 Row at mitlpt 6-13
WE�GE MiTek recommends lhat Stabllizers and required cross bracing
Left:2 X 4 SPF Stud,RighC 2 X 4 SPF Stud be installed dunng truss erection,in accortlance wi[h Slabilizer
I � IIaC d
REACTIONS (Ib/size) 2=1240/0-3-8 (min.0-24),9=1240/0-&8 (min.04d 1) This truss desi9n assumes ihe use of Southern Pine lumber values
Max Horz 2=344(LC 8) Ihat wera published in the 20�5 NDS and pnor to the updated and
Max UpIiR2=504(LC 9),9=439(LC 10) lower vales adaptetl by ALSC on June 1,2012. This is being Cone
Max Gav2=1754(LC 32),9=7435(LC 2) expliuYy a�lhe tli2Gion oi Frank Avbel,PE,En9ineer of ftemrd
forfhe prolecl.
FORCES (Ib)-MaximumCOmpression/MazimumTension
TOP CHORO 1-2=0/48,249=2437/685,3-79=-2116l100,3Y0=1795/657,4-20=1632/687,4-21=1594I702,5-21=-1593I702,
5.22=-0496l688.22-23=449fJ688.623=1496'688,6'7=4480f700,7-24=-7491/670.&24=t612/634.8-9=2078/694.
9-10-027
BOT CHORO 248=543/1843,17-18=-543/1843,t6-17=32711360,1Si6=327/1360,14-15=363/1594,73-14=323/1493, ,.�,''.'i''.';'4�;
1243=/09/ifi07.N-12=-409/1607,9-77=-00911607 - - ' �/.
WEBS 348=0224.34]=-623/26].4-11=-98/d66:6-14=414H93.6-13=1t90/464.]-13=-569/ia19,8-13=54?1331. � .
8-11=0265.515=-342/263.445=-248/486.516=210/163 `�:� ���,''/
_ �' _
JOINT STRE55 INOEX " . .' ', "� •` `'"" ' � �� �"
2=0.84,2=Q�0;3�=0.48.4=0.51,5=0.54,8=0.39,7=0.61,8=0.48,9=0.89,9=0.00,11=026,12=0.63,13=0fi7,14=0.54,15=0.54;ifi=0.53,17=0:54'and`�
iB=026 . .� ^d�.�'j�"• � -
FVi� '
NOTES (13�14) • '[.��!f''.V`1 r�i' o' i��.`
1)Wind:ASCE 7-05;120mph;TWL=6.Opsf;�BCOL=fi.Opsh h=25ft;Cat.II;Exp B;anGosed;MWPRS(low-nse)gable enC zona and FC v , �.. _
Exterior(2)zone;rantllever le0 and nghl exposed:GC for members and farces 8 MWFRS for reactions shown;Wmber OOL=1.60 � �'. i i�-, '�Y" ;. ,•
..:f.l�`�':•' �,:�,`l
91a�e9nPDOL=1.fi0 ^- t:Y'�:�' ` � " .
2)"TCLL:ASCE 7-05;Pg=30.0 psf(ground snow);P5=vanes(min.roof snovr-23.1 psQ see loatl cases;Category II;Eap 8;PaNaily ��" :Z'
ExP.:CI=1.1.1u=50-0-0 ��� h:
�'�l/���� , ..�. :.-���'_�..�
3)Roof design snow load has been reduced to account for slope. ��.
4)Unbalanced snow loads have beem m�siAered for this Aesign.
5)This lruss has Deen designetl for greater of min roof live load af 16.0 psf or 1.00 times Ilat roof IoaE at 23.1 psf on overfiaogs^���
non-wncurtenl with other live loatls.
6)This tmss has been designetl for basic load combinatlons,which include cases wit�retluctions for mWtiple conwrtent liva loads.
7)Pmvide adequate drainage�o prevent water ponding.
8)This truss has baen designeC(or a 10.0 psf bottom chord live load nomm��vrrenl wilh any other live loatls. �O�
Continuea on page 2 �t��lq � � J
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DesIB��alitl�w ose N. �h M�ek c ect ih'¢tlesgn s ba4ea only upon pamme�ers sbown,ontl¢br an M M al b Idrg componeA. ���'Q�l�
A�pGCabPityoltlevgnpaametersaMppar caparalwnolcompanen�krasponvMl�yolbuldngtlesipner otitusstl gner.9rpcvfgY�own YY�_
hlalofemlwpponolmtlirdwlwebmembenonN.A��^oltempaarvvatnglousswesiaWrytlwrgconsrcucl nnmaesporuibWiryotine ■��e
pp��m.Atltllfvxwl DM�������9 ot tli0 WBta1 sMiCNe e Il�e respnWbJ�Y ol It�a bukNg tle9gner.fa ge�ta�al g�Mlaze�e0 rtivg '"
Iabncalim.qwlirycm�itl.s�wopG.4e6very.e�OC�bnwtlbmcirq.convA pNSI/RllOuall1y UMela.�39�09aMlC516uYtllnpCOmporonl 8185oun65EaRaetl
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Ory �Y E6111911
Tmu TmssTypo �i
�:.....-...Jab. .�. . _ . . .. ....m... .....__....�., �— f 1..�n n footlo➢2U ..
EA-98"/36 ..-•..SPEC.�•_•.. • • _. _ .•l�fev:3 �—s—
ORDERS '2505/9252011MiTeklntlusiries.Inc WetlCCt1213:03'4320t1 °a9?. :,"_,_ ........�,..
10:3URKSNWxiL�F�� °3KaWs�?3J'RND��9�94�T9u&IegH6S69V32vANFJ53Q?YU9oE
NVR Momos,X
NOTES (�3-�41
g)•Thls truss has been designed tor a live load o5 20.Opsf on lhe bdlom chord in all areas where a Bclang�e 3-6-0 tall by Z-0-O witle will fll beN+een lhe boLLOm chor an
other members.
10)Pmvide mechanical wnnection(by others)o<<NSS to bearing p�ale caPable otwilhslanding 5041b uplift at joinl2 and 4391b up1iR aljoint 9.
0 69 for 100 mph antl 0.84 for 1'10 mph).P.II
11)This truss Is designed in accordance with the 20091nternational Residentiai Coae sections R502.11.1 and R802.102 and reterenced slandard ANSIlr �
wind reacllons a U.56 will adlust winE load reaclion to a speed of 90 mph(
�p)'Semi-rigid pitchbreaks wilh fixetl hee�s'Member end f�xiry model was usetl in lhe analysis ana design ot t is mss.
t 3)Designs checketl to�ASGE 7-05 wind at 120 mph,
other coeRicients rertiain It�e same�as shown.
14)SPF No.2 and SYP No.3 wn be subsliWted�or SPF SWd Grade macerial(ROOI tmsses onty.
LOAO CASE(S) Standard
�)$now:Wmber Increase=1.15,Plate Increase=1.15
lJniform Loads(pl�
VeM1:1-0=-55,4-b=55,6-7=55.7-10=-55.2-9="20
� � - �}'ERFNCEPAGEMI161396FOREUSE ������
' VtiMMNG VenfUda�anGaium.(e.rs dR9ADlASE50N1}IISdAO��L�°��n ^tlrw�trvsstl 9� °crti9snwm . ..r r �,.
Design� Idto�osaonNM'i�hMlekconneclanTM1atleil basaCOHPO.P° � ,io� �h Q�pmblltYO��be
qppimtilry feeilgnWrametersaneyoper' aPwal noic mpo t rasPO sibllfy 1bu�dirptl 9 al d �araparding
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_._i�ne�. m .._� .�rycM/l�� 11112 lIV
_ , , . , -
Job Tmss � TrussType
aty PN E61]1912
1 �
EA-9B]3] SPEC _ e/�yp4 � '�
ORDEftS ` ' •"
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"' 1-0at 511-) Gt-12
}10.5 J-165�
��� SZ_12 S66 Srale=165.6
¢a5�
4x9= 4H6 = �
3x< _
4 5 Zi
Zp 22 6
23 3x8�
8.00 12 19 8
3>fi�/
3
18
9
��
�1 Z �� �p dx8 II
1615 ta t3 12
Sxi II » axe II
3ea I I 3afi= �zC= 3x4 = az8=
3x4= �6
�-1 4
PI t Oft t IXYl f2038Etl el f4'0-5-120-2-07 19'0-3- d e p�p,TES GRIP
CSI OEFL in (loc) I/tlefl Ud MT20 �9����
LOADING(psFl SPACING Z'4'� VeM1(LL) -009 13 >999 3�
TCLL Z3�1�� %ates Increase 1.15 TC 0.53
GmuntlSnovr-30.0) BC 0.51 Vert(TL) -Q22 �3'�4 '999 240
( Lumberincrease 1.15 Horz(TL) 0.09 9 n/a Na
TCDL ���� RepStresslncr VES WB 0.80 Wintl(LL) 0.11 13 >999 240 We�9h���B��b �-5%
BCLL ��0 � �ode IRC2009lTPI2007 (Matrix)
B � gpACING
LUMBER TOP CHORD SWCNraI wood sheathin9 direcily applied or 3-7E oc Pudins.
TOP CHORD 2 X 4 SYP No2 BOT CHORD Rigid ceilin9 EirecOy applie61z8�-5 oc bacing.
BOT CHORD 2 X 4 SVP No2 yyEgg 1 Row at midpl
WEBS 2 X 4 SPF SNd MiTek recommends thal5tabilizers and required cross bracing
WEDGE Oe installed durin9 truss erection,in accordance with Stabilizer
Lefl:2 X 4 SPF SWd,RighC 2 X 4 SPF SWd Installation uide.
REACTIONS (Ib/size) 2=1241I0-3�8 (min.0-24),9=7178�U3-e (min.0-1-10) halt er�e publshea n he52005 NDStand D�orloltheluptlaled snd5
Max Horz 2=353(LC 8) �ower vales adopted by ALSC on June 1.2012. This is�eing done
Max Uplift2=504(LC 9).9=368(LC 70) expiicitly at ihe direclion o(Rank AWeI,PE,En9ineer of Ramrd
Maz Grav 2=7755(LC 32),9=7362(LC 2) for the pmjact.
FORCES (Ib)-MaximumComp�ession/MaximumTension
TOP CHORD 5 21/1497/691 2132281497�/fi912 6-22 07 497�I69117G96I6b0���;7-23-69484/674,&23n�1616/639,8-94,2087!/O6 ..
BOTCHORD 2-17=557/1844.1&17=-557/iB44.1546=-3d1/1361.14-15=341/1361.13-14=-377/1595,12-13=-337/1496, .�,j1'�:"
.\i,.
11-02=-055/1617,1041=-055/1617.9-10=-455/1617 7-12=-575I7421,842=551/341. - � /��.
4-16=-98/444.6-13=1141193,Gi2=1191/466, ''�
WEBS 3-1�=0/224.3-16=b23267, ` .
8-10=0267.514=-343263.444=d4&48].513=-210/162 �::� ;'.
JOINTSTRESSINDEX p.5q,6=0.39,7�=0.61,8=0.48,9=0.89,9=0.00,10=026,11=0.63,12=06113 054.�14 05415-�05316� 0�¢4and
p=p.g4,4=0.00,3=0.48,4=0.51,5= � .:;. _
L ti:j :.:'.f:'.: ''..
17=026 ..;� , ,� �.-.��. i d: '-
NOTES (13-14) BCDL=6.0 sf;h=25ft;Cal Ii:Exp B;endosed;MWFRS Qow-rise)gaWe end zone and�GC��� " ��� _. : -
120m h{TWL=6.Ops7: F i
1)W�a:ASCE 7-05; p � �
E#erior(2)zone;cantilever letl antl'right exposed,GC for members and forces 8 MWFRS tor reactions showq Lumber DOL 1 60 , ;�
plate grip DOL=1.60 ps=varies(min.roof snow=23.1 psQ see load oses;Cale9ory II;�p B;Partially��ri :,� �
P 30.0 i rountlsnow): �-/1'ji1i., .��`�
. 2).•TCLL:ASCE 7-05; 9= PS (9 .rI���>ii�;;':'
• Exp.:G1=1.1,Lu=50-0-0
3)Roo{design snow load has been reduced tu accouni tor slope.
4)Unbalanced snow loads have been wnsiCeretl for lhis tlesign.
5)This truss has been designetl for greater of min roof liva Idad of 16.0 pst or 1.00�imes flaS roof load of 23.7 psf on averhangc�"��.�,.�•
nomconcurten�wiw other live IoaCS. which indude rases with reduclions for mulUDle mnwrtenl live loads.
6)This wss hes been designed for basic load wmbinalions, - 'rl�� �� � ,��I�,�
7)Provide adequate drainage m preven�water ponCin9. �
g)This tmss has bean tlesigned for�a tU.O psf bottom choM live load noncancurtenl with any other live loads.
Continuetl on page 2
I' 5 PdGF.IIIf]iTJ ASFUAS O5F ����C�
Y weRlphG daian a�!�dm and RSAD N�T�ON iH15 dND INCLUDFD�ff1��FR�
Ve.ifu o tersvw.�m.ar�eeiaon'iwiravoiwa�g<°^'P°neN.
oes�n vaea in usa onN'M+n Mnet cwneaon.ma aesen a easee oniv�w^o°�°me �.&a;,,g�wn
I cortponeo�n rasponsa ft o1 b laing tlevgner rro�hvs tlavgn pY1By oi tne .
Y
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emctw.Atldliorb�Geimananibac+�go ry EEenron NCY9932
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114xn�am�irr LL�Y�mN��- J�M-r��r1��i n � >A�1 t1Y
_ .
_ .
;
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� PN E61]1912
Tiuss TrussType
Joe 1 � �
SPEG tereruelovtiooal
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NOTES (�3�4�
g)`This Wss has been Cesignetl tor a live load of 20.Opsf on lhe bottom chord in all areas where a rectangle 3�6-0��I by 2-0-0 wide���f�between Ne bottom choN an any
other members.
10)Provide mecM1anical cmnectlon(by olhers)ot Wss to beann9 plate capable ot withstentlin9 5041b uplift at joint 2 and 3681b uplift at loinl9.
h 0 fi9 for 100 mph antl O.B41or 710 mph).All
11)This Wss is designea in acmrdance vriN lhe 20091ntema�ional Residenlial Coee seclions R502.t 1 1 and R802.102 antl referenced stantlard ANSI(T .
wind reaUions x 0.56 vri��aEjust wind IoaE reaction to a speetl of 90 mp (
12)'Semi�rigid pitchbreaks with fxeE heels'Member ena fixiry model was used'm the analysis and tlesign of 1 is russ.
13)Desi9ns checke0�or ASCE 7-OS wind al 120 mph,
other coefficients�omain[he same as shown.
74)SPF No 2 and SVP No 3 can be substiNtetl for SPf SW d Grade matenal(ROOt wsses only.
LOAD CASE(5) StanCartl
1)Smm�':Lumber�ncrease=1.15,Plate increase=1.15
Uniform Loaes(pIQ
VeM1:1-4=55.4b=55.6-7=-�`�7-9='S5,2'9=20
�
NUTfS UN 111l5 dMU INCLIfDFD II11FX 3���&PdGE Mf]4�3 9fiFURE USE ����C�
��.WMMNG Vmlu�IrseanCaivmd(/snndRFl�ba•etl N�PO^Wromelersslww .aM' tw nvqivltl�olWMnBCOmPO^ent. . '.
entisrespon+tif�yolb�ldv�ptle 9 '��°��^�d�9��&OC���
Desgn�aAtllorusaonrywilFM'etcotlnP O����aotlono�comp �o��� �o��wreStabAiNtivrv+g sVUCfanis�haexpomG���YOt�he . �
qppNCabTty o�Cesig�Po�ame ers an g18 SoundeiJe RoaE
'e(ab�emlwppo�o�intliadualwebmembarsonry.Ntltlilional\empu'arv 8
¢recfa.Atltlitb�nlperma��^�a°����o�emllstvcM1xe�slheresponsibiYryollbeb�iMmptlesig^er.Porganeralguitloncaregarm9 EEemm�.NC2]932
bbr�afion.9�5NwnVd.slora8e.tleFdY.��KKion4��9.CpOwH pN51/fPil�wYt\'Uh�a.�SL9YantlEC310uPeIn9COmponenl
rn.M m 0�3 IY
Sa(ely.Mmmatlo'�avamlobb„oml�PW^aW�,��^e.2814N.Lee5lrce�.S�,iteJll.�laFOntl�io.VAT3
i ' . . - � . � .- � .. - - I..
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Jo� Teuss TrussType '
i
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' �9 6&15
�9 fi-0-0 Swle=1:684
�� 6615
asB= 4a5 =
a �y 15 s
8.00 tI ]xfi�
3x6 % 6
3 d'
16
i
1J J�
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5x1 II ]xfi= 3x9=
3e0 I� 3a4°
- -BE
PI t Ofl et fX YY�3-8.� 1 f4'0-5-12 0-�Ol f '��- in Qoc) I/defi lJtl PLATES GkIP
2-0.0 C51 DEFL _0.12 411 >999 360 MT20 197/164
WADING(psQ SPACING 7� 0.90 VeM1(LL)
TCLL 23��� Plates Increase ��15 VeRQL) -023 7-B >999 240
BC 075 O.N 7 n/a �a
(GrountlSnovr-30.0) Lumberincrease ���5 WB 033 HoaQL) W¢i hC1681b FT=S%
TCDL ���� RepStressincr � VES Wntl(LL) 0.09 7-b '999 Z4� 9
BCLL ��� Code IRC2009l�PI2007 (Malnx)
BCD 10. gRqCING
LUMBER TOP CHORO Swclu2l wood sheathing directly applied or 2-2-0 oc pudins.
TOP CHORD 2 X 4 SYP No2 BOT CHORD Rigid ceiling directly apP���or 9-�-b oc bracin9.
BOTCHORD 2X4SVPNo1
WEBS 1 Row at midP� 3-11,4-9.b-9
WEBS 2 X 4 SPF SNd'ExcepC MiTek recommends NalSlabllize n acco�ance wi h5S abili e9
q-g:2 X 4 SYP No.3 or SPF No 2 p¢installed tlurin9 Wss eraction,
Iretallalion ude.
WEDGE
left:2 X 4 SPF Stud,RIghC 2%4 SPF SNtl .
This Wss design assumes the use ol5outhem Pine lumber�a ues
that were publlshed In lhe 2005 NOS and p�ior to the updated and
REACTIONS (Iblsize) 2=1299J03-8 (min.0-2-0),7=12231�-38 (min.0-2-3) lower vales adopted by/�SC on June 1,2012. Thls is being done
Max Hoa 2=377(LG 8)
Mae UpliR2=-446(LC 9),7=-374(LC 10) explici�y at lhe direction of Frank Avbel,PE,Engineer ot Recor
Mu Grav2=1928(LC 28),7=1854(LC 28)
far the projecl.
2063/658,4-14=-1526/637,t445=-1526/631.5-15=-0526l631,
FORCES (Ib)-MaximumCOmpressioNMaximumTension .' ,,
TOP GHORD 1-2=027.2-13=2849/fi57.3-13=-2696/692,3-4°' ... ,
5-6=-206Fd660.616=2704R00.7-16=-2856IbB5 g_17=272/1525,&9=-4442203, `;\+'� '+'%���
10-11=-272/1525.10-17=27211525. .,i '.�'
71-12=-057R197. \�:, �.!�J,
BOT CHORO 2-12=d5712197. yg=_2001200.6-9=8]9/373 ,��, '
7_g-qqq/y203 5.9=114/595.3t1=83 313 6 3. : _ '.
� WEBS 342=0266.G8=0286.411=1331592. iy� /:
'..._i' ' '... �,.
' 8=0.26.9=066.70=0.59.11=060antl12=02fi :: ^��:• '
JOINT STRESS INDEX = ,:� ',
2=0.97.2=0.00.3=0.48.4=0.86.5=0.80.6=0.48,7=0.97.7=0.00. , 'i".ii=":'::..` , '
NOTES (13-14) -
� ��Exlter�ior(2)��a5��Oe eh�leftantln9htexposed CCtormembersanldbrcesBMWFRSfor eaclio sshownaLumber OL 160 C •` � " Y ��`
late n OOL=1.6 0 min.roo f snrnr-23A psQ see load cases',Category�C Exp B'Pertially , - .';_�` ; _ ".'� _
. P 9 P �Ps=varas( ';+:, ..
p)"TGLL:ASCE 7-05:P9=30.0 Pst(9�untl snow). ..; ., .
'���,��`i._'�..y' �i<<'�
EzP.:CI=11,LU=50-0-0 :.1; �y� �t
3)Roof design snow load has been reduced m accounl for slope. �v--.
4)UnbalanceA snow IoaCS have been consitlered tor lhis design.
5)This W ss has been tlesigned for greater.ot min roof live loatl oi 1fi.0 psf or 1.00 times flat roof load of 23.7 Ost on over angs
non-wnc!rtent wlt�olher live loads. which inGude fases with retluc[ions for mWtiple concunent Ilve loads.
6)T�is Ww has been desi9neC for basic load wmbinations,
7)Provide atlequate dralna9e lo preventwatar ponEin9.
B)This Wss has been designed fora 10.0 pst bottom choN live load nonconcunenl with any other live ioads. �, �� O � /�I�`
9)•This Wss has been designed for a live loaa of 20.Opsf oµ�h BCDL=10.Opsf all areas where a rectan9�e 3-6-0 tall by Z-O-0 wiae L
will9t between l�e bottom�ord antl any oNer members,
Con6nued on page 2
p,ppJ.CS PdGE 191�4TJ eFFORE US£ ������
da�o�Cammd�erzMdRFMM]TPSON�fSdIIDIM.LUDPDI9TEKR6F snown
AIAdRMNG Vrn'/Y. . . mtensha�.an9tlel«�aefnevitlrvutl�pa�cempan1. , .r, ,�.��
Devgn va0tl fIX u»onH"^ih MTek Connec�ois ihrc tlevB�I5 based onlY u rro
/y�iiCOW�YO����q�fCRO1WKOp9fIf1L�OIq�OfCOmpO�Bf1��6lBY'A�bin' �bll(fVl dBL�9eMlOI9V��C!¢9'�b�Q
a�ablemlwPG�olY1d��w���s�.AEWibnal�empwe�Y�p^9��M ��0�e��_ co��,anut� �espo ti11iNo1�M1e
Bt95ouMSIEaRoad
arec�or.Ptltlitiorwl pem�o�enl bmcinp o��he a°�oY 9�ucwre e�he�aspwu� N o ���a p5B-89 antl pC3�s�Otllnfl ComponeM Etlanron.NC P�93�
�Qykp��,qiwliry canird.slo�age:tleliveiY.emcnon anC bmcing,conwlt pK51RPl'Q.'
SWerylMermclla^ ovaJabbiromi�PIa1.Iru-:iNe.�81N.LeeSttee�.SVitaJl2./dexantlrla A2331<.
nw��...n�..��c
i ' ..
� �
= .
E61)1913
Qry Ply I
TmssType � . I
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NVR Hort�es,X qq61b up��tt al'p�nt 2 antl 3741b uplift a[loinl7. '
la:e wPable o7 wdhsta^din9 p,70.2 and reterenrze sWndard NJSPTPI 1.
NOTES (�3-t4) b olhers)of wss lo bearin9 D h and 6.b41or 1'10 mph).N�
model was used in Ihe anarysis and desi9n ot U�seed of 90 mph(0 69 fo����^P
�p)provide mechanical w�nection( y
�7)This wss is desi9ned In acc°ba^�w���he Z0091nfernational Residential Code sections R502.11.�an
�p)'Semi-rigitl p�ichbreaks with fized heels Member entl fixiry
13)Desi9ns chacketl for ASGE 7-45 wind at 120 mph,wintl reaclions x 0.56 w0�aajust wind load reaction to a s
o��ef�peg��ienls remain Ne same as shown.
t 4)SPF No?antl SYP Na.3 can be substiWted for SPF SWd GraCe matenal(Root«usses only.
LOAD GASEIs) Slandard Plate Increase=1.15
1)Snow:LumEer Increase=1.15. Z.11=-20,t b17=`.�,7-17>-20
Uniform Loads(p��) 4-5=-55,5-7=-55,
Vert:1�=-55,
FD MlIFX H6FER&NCS PAGE H1m������ .
illCLlN nenl ������
dRE�11NOTFSONTNtSdN1) a Ino tiv�tlwlWitl'�9 &acn9sF�w„n . .. .
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PLATES GRIP
DEFL in (loc) I/de0 U4 MT20 �°'����
PI c�2:03- Ed e 4:0-3-t20-2-0 g�p-3' C51 -0.141SP �>999 360
LOAOING(PSQ SPACING Z"�"� TC 0 95 Vert(LL) >999 240
1GLL 23.t" 115 Vert(Tl) "�27��77 n!a
PlaSes lncrease 15 gC 0.68 nla FT=5%
Lumberincrease Hoa(TL) 0.09 9 W¢igh1:1831b
(GroundSnow=30.00 y�B 087 W��na(LL) 0.�3 9-1t '999 z4�
�TCDL Rep Stress Incr �ES (tijatnx)
BGLL 4�0 Code IRC2009lTPI2007
BCDL ���� BRACING lied.
TOP CHORO Stmc�ural wootl sheathin9 dlrectly ePD�
LUMeER BOT CHORO Ri9id ceilin9 tlirectly app�ie�t585 14°Sb3,en93
TOP CHORD 2 X 4 SYP Na2 W EBS 1 Row at midpt
BOT CHORD 2 X 4 SVP No 2 MITek rewmmends thal Stabilizers acco dance withSStabilizer
WEBS 2 X 4 SPF SNd'Except' py'installed tlurin9lruss erection,
F13:2 X 4 S�P No 3 or SPFNO2 ��slallation uide.
WEDGE �This truss design assumes the use oi Southem Pine lumber values
�eft;2 X 4 SPF Stud,Right 2 X 4 SPF Stud
ihal were published in.the 2005 N�S and priorto the updated an
'p=1272103-8 (min.O-�-Z).9=��3/03-B (min.0-1-11) Iowec.valesadopted6yALSConJUne1.�0�EnTneerobRecordne
REACTIONS QWsize) explicitly at lhe direction of Frank Avbel,PE, 9
�. Max Hoa 2=429(LC 8) for IDe Drolect.
Max UpliftY--472(LC 9),9=A59(LC'10)
' Mas G2v 2=�808(LC 32):9=1435(CC 2)
� 6-t9=-13341620. t �'�' ,
I FORCES pb)-MaaimumCompressionlMawmumTension .�;,
� 2-18=26491638.3-18=-2494/673,3-4=-1843/fi39.4.5=13421615.5'6='13651652. , .//`,
TOPCHORD 1-2=0127, �_B_1426157fi.B"9="2037/665,9-10=0127� -
7-19=-13521592
� BOTCHOfiD 11�1z5360/�1563,U12�-360/�1563t9-2a360�563j4t5—Z081�����3�4°"z06/1338,12-13=36011563,
�� WEBS 3-t7=01291.�3-�5=-8531365,4-15=-109/439:544=2191169.5-13=927/396.&13=�6tA18�,8-13=-683/431 : .. ,. ,,. . `
i8-11=01342 �� � 026.=
i JOINTSTRESSINDFX� pgg,9=4��.»=026,12=0.61,13 06914 02615 054 '16 �095andtZ,
' 2=0.91.2=0.00,3=0.48.4=0.BQ5=0.59.6=080,7=072.8=0.48,9= . ;
�3 r l ���.. �:
BCDL=6.Opsf',h=25tt;CaL II;Exp BI enGosed',MWFRS Qow-nse)9able enC zone and GC ' ,,
' NOTES (13-tb) . .�
�j Wnd:ASCE 7-05;120mph:TCDL=6.Opst: .rz ``�i'
' E�yriort2)i°�¢�,canlileverJeftandrightexposed':GCformembersan4forczs�BMWFReB��a��s�Cae9o�Y�m�B Paeially �.�;;�, � - .:�
' pla[e 9rip DOL=1.60 ��t�
p 30.0 psf(9round snow)',Ps=varies(min.roof snow43.1 ps�
� p)"TGLLASCE7-O5; 9=
�p,�IX=1.1,Lu=5�-0-0 nt for slope.
3)Roof des9n snow load'has been reduced ro accou
4)Unbalanced snow loads have been wnsideretl for Nis design.
� 5)This trvw has been designed�for greater of min rooflive loaWn ch, Gudeocases w tth reductbos for�mul ple wncunent live loads.
�op-concurtent with other Irve loads.
6)ThisWSShasbeentlesignedforbasicloadcombinations �jlj�l O � L��
7)Provide aCequate tlraina9e to prevent wat5fr�n�d�9horE hve IoaC nonconcurrenl with any other live loads. J
8)This[mss has been dev9ned for a�10.0 P . ,Hith BCDL=10 Opsf.
y�•7�IS wss has�ti nom hOb and'any otheo members��he tiottom chord in all areas where a iectan9ie 3-6-0 ta�l by 2-0-0 wi e
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Efii]1914
ORpERS FA-98739 SPEC 1 1
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NOTES (13-14) . . -' "
10)Provide mechanical wnnection(by others)of Vuss fo bearing plate capable of withstanding 47216'uplift at joint 2 antl 45916 uplift at joint 9.
11)This Wss is designeG in�accorCance with[he 20091nlemational Resitlential Cotle sections RW217.1 and R802.10 2 anG referencetl standard ANSI(TPI'1.
12)"Semi-ngiE pitchbreaks wilh txed heel3"Member end fxity model was useC in Ihe analysis and�tlesign oi this Wss.
13)Designs checked for ASCE�7-05 wind at 120 mph;win�reactions x 0.56 will adjust wind load reaction to a speeC of 90 mph(0.69 for 100 inph and 0.84.for110 mph).All
olher coeffcients'remainAhe same as shown.
14)SPF No.2 antl SYP No.3 can be substiNtetl fo�SPF Stud Grdde material(Root[rvsses only).
LOAD CASE�S)'S�andartl
1)Snow:Lumber Increase=1.15,Plate Increase=1.15
llniform Loads(pIQ
Vert:1A=55,4-5=-55,5-6=55,6-10=55.2-02=20,12-20=-50,9-20=20
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D g Iltll �usa ry iM1M�I kc ect ID tl sig - ti xedo lyup npoa l �sho a tlufpr �ind d Ib IC gc po ent ������
Appfc b��Y I de g Pa �� ters antl proper Pwa�wn ol ponem po iti liry t b Itl 9 tl 9. . 1 frv C 9 c B 9�wn
(O b�emisuppOrt � tl' W I b mbersanly'Adtl�onalfemprypryb g�altwreSt blrye pg nhuC10 I� ! ponstill�yofthe
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F_61]1915
ORDERS EA-98]40 SPEC 1 1
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3ae=
G6 � I 12-01-0 �14.SBI i6-&� 24-2A I 3t-11-0 I
Plate Offsets(X.YI' f2'0-3-e ECOeI fa'03-12 0.2-0I [4'�-3-8 Ed 1
LOAOING(ps� SPACIN6 2-0-0 C51 DEFL in (loc) Vdeil Utl PLATES GRIP
TCLL 23_���� platesinuease 7.15 TC 0.94 Ver�(LL) -0.1414-i6 >999 360 MT20 iW/144
(GrounA Snow=30.0) Lumber Increase 1.15 BC 0.68 Vetl(TL) -028 9-10 >999 244
TCDL 10.0 Rep Stress Incr YES WB 0.88 Hoa(TL) U.09 9 Na Na
BCLL 4�4 � CodeIRC2009lTPI2007 (Matrix) Wind(LL) 0.15 940 >999 240 WeighC1821b F"f=5%
BCD 1
LUMBER BRACING
TOP CHOR� 2 X 4 SYP No2 TOP CHORD SWCtu21 wood sheathing directly applietl.
BOT CHORD 2 X 4 SYP No2 BOT CHORD Rigid ceiling directly applied or 8-5-15 oc braung.
VJEBS 2 X 4 SPF SNd'Except' WE85 1 Row a�miCpt 3-14,513,5-12,612
6-12:2 X 4 SYP No.3 or SPF No2 MiTek recommentls that Stabiiizers and required cross Cracing
WEDGE be installed tlunng Imss ereclion,in accoNance wit�S�abilizer
Left:2 X 4 SPF SNd,RighC 2%4 SPF Stud Installation quide.
REACTIONS (Ib/size) 2=1273/038 (min.42-2),9=1283/03-8 (min.0-1-10) This truss design assumes the use of Southern Pine lumber values
Max Horz 2=439(LC B) that were publishetl in the 2005 NDS and pnor to lhe updated and
Max Uplifl2=472(LC 9),9=387(LC 10) lo�ver vales adopletl by ALSC cn June 1,2012. This is being tlone
Max Grav 2=7809(LC 32),9=13fi2(LC 2) explicilly at iha direction of Frank Avbei,PE,Engineer of Rewrd
lor Ne pmject.
FORCES Qb)-MaximumCompressioNMa<ImumTension
TOP CHORD 1-2=0/27,2-17=2fi50/640,3-17=-2495l676,3A=4844/642,4-5=1343/618,5-6=-7367/654,648=-1335/623,
7-18=-1354/595,7$=1429/578,8-9=2045/674
BOT CHORD 2-06=-5192033,i5d6=51912033,14-15=-519@033,13-14=-221/1342,12-03=-220/1339,7142=-403/1571, .'
1411=403A577.1049=4W/7571.9-19=-003/1571 .':\,��'',�'.,.•�. ,�%/
WEBS 3-16=0291.&14=-853/365,4-04=710/439.&13=-279/168.5-12=-927/396.642=-465/1189.8-12=�fi88/439. :•i�`i�`}"� 4'�..
8-10=0/344 ' . , - �..'/i
. ,:F.,•c\... , :i
JOINT STRESS INDEX ._• ['. . '.�"�� ••:: . �'=-: '.
2=0.91,2=0.00,3=0.48,4=0.80,5=0.59,6=0.60,7=0.76,8=0.48,9=0.87,9=0.00,10=026,11=0.61,12=0.69,13=0_26,.141=0.54,15=0.95znE�16=1J.26
NOTES {i3-14) -' ' . -•�` ;':�i��!'^' -
7)WrE:ASCE 7-05;120mph;TCDl=6.Opsh,BCDL=6.Opsf;h=25ft;Gat.II;Exp B;endoseE;MWFRS(low-nse)gable end zone and FG�`i 5. ��'"���� " '
6cterior(2)zone;cantilever iefl antl right exposed;CL for members and forces 8 MWFRS for reaGions shown;Lumber DOL=1�.60"-�t'�' �-- ' - �+ L�� k
plale gnp DOL=1.60
2)"TCLL:ASGE 7�05;Pg=30.0 psf(ground snav);Ps=vanes(min:roof snrnr-23.1 psQ sea load cases;Category II;Exp B;Partiaity' � Y��:)°'� ' „
ExO:Ct=7.1.Lu=50-0-0 ;�'� � �'`'
3)Rocf design snow loatl has been re0uce0lo acmur�for slope. ,��flF„���"���� " �
4)Unhalanced snow loads have been wnsidered for ihis tlesign. ..J) ����' ���
5)This truss has been tlesgneE for greater ol min roof live loatl of 16.0 psf or 1.00 times Bat roof load of 23.1 psf on overhangs'" V�-� � 1
non-mncunent vnih othar live loads.
6)This Wss has been designetl for basic load combinations,which InGuCe cases with reductions for multiple concunenl live loads.
7)Provitle adequate draina9e lo preveni waterpontling.
B)Thls truw has boen designed for a 10.0 psf tiotlom chortl Ilve load nonconcurrent wilh any other IiveloaES.
9)'This W ss has been designed for a live load of 20.Opst on the botlom choM in all areas where a rectangle 3&O lall by 2-0-0 wide I i 4(� O �'/ 2 L I�
CoiY(lNJLbBM'�@���ttom choM and any other members,with BC�L=10.OpsC Y11� !-
A WdRMNG Vm(L du u 0��� ��nnd RFaD'lNTES ON ISIfS dAD IM.LUDFD IO]EK FF3'ERF.ICS PAGE HII�]OT3 HFt'OR&IAE �.
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NOTES (13-14) late capable of withslanding 472 Ib upliri at joint 2 antl 3871b upl'dl al joint 9.
�p)Provide mechanical connection @y others)of truw}o bearin9 p
7p)5¢in ngidspitchb eeks wit�xed�he s��hMember end�fmry motleRwas used n�he anays s and design a(�hRBON.�.2 and reterenced standard ANSIlT .
t 3)Designs checked for ASCE 7-05 wind at 720 mph,wind reaclians x 0.56 will adlust wintl load reaclion�c a speetl of 90 mph(0.69 for 100 mph an�0.84 for 110 mph).All
other coeffcients remain the ume as shown.
74)SPP No2 and SVP No.3 can be substiWted for SPF SNtl Gratle matenal(ROOS Uusses only).
LOAD CASE(S) Standard
i)Snow:Lumber Inuease=1.15.Plate Inaease=1.15
UnHOrm Loatls(pIQ
VeM1:1�=-55.45=-55,5-fi=-55.6'9=55.2-N=-20,11-19=-50.9-t9=-20
�DesgdRMNG V(r+lY.u,tnh�iiekcomectminetlesie�ebmedoh�PO^Pam�metm�FDMlEKR&FEREK'buuar91Uf�4TJ6Fl�)RE[�cE �16����
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