HomeMy WebLinkAbout14070112 Truss Plans . , ..: . .. . .. . .
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JSQ00 1 TRUSS 8-4 (BR-00027)
JSQ00 1 TRUS520-i (EA-10234)
JSQ00 1 TRUSS 1-1: (EA-90129)
JSQ00 1 TRUSS 4-1i (EA-93417)
JSQ00 1 TRU55 31-7 (EA-98689J
JSQ00 1 TRUSS 31-] (EA-98690)
JSQ00 1 TRUSS 31-] (EA-98691)
JSQ00 1 TRUSS 31-7 (EA-98692)
J5400 1 TRUSS 31-7 (EA-98693)
JSQ00 1 TRUSS 31-7 (EA-98694)
JSQ00 1 TRUSS 3-9 (EA-98695)
JSQ00 1 TRUSS 15- (EA-98696)
J5400 1 TRUSS 15-' (EA-98697)
JSQ00 1 TRUSS 15-' (EA-98698)
1SQ00 1 TRUS515- ' (EA-98699)
JSQ00 1 TRUSS22-� (EA-98700)
JS400 1 TRUSS22- : (EA-98701)
JSQ00 1 TRUSS 5- 9 (EA-98702)
JSQ00 1 TRU5520-: (EA-98703)
JSQ00 1 TRUSS 20-: (EA-98704)
JSQ00 1 TRU5531- : (EA-98705)
JSQ00 1 TRUSS 21- (EA-98706)
JSQ00 1 TRUSS31-: (EA-98707)
1SQ00 1 TRUSS31-: (EA-98708)
1SQ00 1 TRUSS 31-� (EA-98709)
JSQ00 1 TRUSS 31-� (EA-98710)
JSQ00 1 TRUSS 31-i (EA-98711)
JSQ00 1 TRUSS 19-7 (EA-98722)
1SQ00 1 TRUS520- : (EA-98713)
JSQ00 1 TRUS520-: (EA-98714)
15Q00 1 TRUSS 19-] (EA-98715)
JSQ00 1 TRUSS 16-7 (EA-98716)
JSQ00 1 TRUS516-7 (EA-98717)
15Q00 1 TRUSS 16-7 (EA-98718)
JSQ00 1 TRUSS 16-7 (EA-98719)
JSQ00 1 TRU55 3-L (EA-98720)
JSQ00 1 TRU55 5-1 (EA-98721)
JSQ00 1 TRUSS 11-] (EA-98722)
JSQ00 1 TRUSS 11-] (EA-98723)
1SQ00 1 TRUS521-' (EA-98724)
JSQ00 1 TRU55 12-� (EA-98725)
15Q00 1 TRUSS 12-: (EA-98726)
15Q00 1 TRUSS 12-' (EA-98727)
JSQ00 1 TRUSS 12-' (EA-98728)
JSQ00 1 TRUS512- ; (EA-98730)
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JSQ00 1 TRUSS 3-1 (EA-98731)
- ' "" JSQ00 1"--" - TRUSS 2-1. " =`{EA-98732} - -�� . .
1SQ00 1 TRUSS 31-7 (EA-98733)
JSQ00 1 TRUSS 31-7 (EA-98734)
JSQ00 1 TRUSS 31-7 (EA-98735)
1SQ00 1 TRUSS 31-] (EA-98736)
JSQ00 1 TRUSS 31-7 (EA-98737)
JSQ00 1 TRUSS 31-] (EA-98738)
JSQ00 1 TRUSS 31-7 (EA-98739)
1SQ00 1 TRUSS 31-7 (EA-98740)
1SQ00 1 TRUSS 31-] (EA-98741)
JSQ00 1 TRUSS 31-] (EA-98742)
JSQ00 1 TRUSS 31-7 (EA-98743)
JSQ00 1 TRU55 15-' (EA-98744)
JSQ00 1 TRUSS 15-' (EA-98745)
JSQ00 1 TRUSS22-: (EA-98746)
JSQ00 1 TRUSS31-: (EA-98747)
JSQ00 1 TRU5531-: (EA-98748)
JSQ00 1 TRUSS20- ; (EA-98751)
JSQ00 1 TRUSS2D-: (EA-98752)
1SQ00 1 TRU55 4-li (EA-98753)
JSQ00 1 TRUSS 20-' (EA-98754)
JSQ00 1 TRUSS 19-] (EA-98755)
JSq00 1 TRU5519-1 (EA-48756)
JSQ00 1 TRUSS 5-1: (EA-98757)
JSQ00 1 TRUSS 2- 1 (EA-98758)
JSQ00 1 TRUSS 2- 1 (EA-98759)
1SQ00 1 TRUSS 2- ] (EA-98760)
JSQ00 1 TRUSS 1-5 (EA-98761)
JSQ00 1 TRUSS 5-5 (EA-99583)
JSQ00 1 TRUSS 33-: (EA-99584)
JSQ00 1 TRUSS 3-2 (VT-01081)
JSQ00 1 TRUSS 6-4 (VT-01082}
JSQ00 1 TRUSS 9- 7 (VT-01083)
1SQ00 1 TRUSS 12-: (VT-01084)
JSQ00 1 TRUSS 16-i (VT-01085)
JSQ00 1 TRUSS 2-E (VT-01281)
JSQ00 1 TRU55 5-4 (VT-01282)
JSQ00 1 TRUSS 8-C (VT-01283)
JSQ00 1 TRUSS 10-� (VT-01284)
JSQ00 1 TRUS513-• (VT-01285)
JSQ00 1 TRUSS 16-i (VT-01286)
�sQOO i rRUSS is-; �vr-oizs�)
�sQOO 1 TRUSS 21- (VT-01288)
1SQ00 1 TRUSS 2- E (VT-91913)
JSQ00 1 TRUSS 10-' (VT-93613)
1SQ00 1 TRUSS 4-C (VT-93666)
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JSQ00 1 TRUSS 6-1i (VT-93667)
JSL200 1 . . TRUSS 7-4 (VT-93668)
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JSQ00 1 TRUSS 4=5�� ' (VT'93669)� "
JSQ00 1 TRUSS 7-4 (VT-93670)
JSQ00 1 TRUSS 6-1i (VT-93671)
JSQ00 1 TRU55 4-9 (VT-93672)
JSQDO 1 7RUSS18-� (VT-93673)
JSQ00 1 7RUSS20-: (VT-93674)
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Job Tmss Tmss Type ��y Ply
E6110231
ORDERS 6R-00021 SPEC 1 1
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109LAwOBnKHZkeFOA_atl2BeyyUXSE 1VikVLPlellvfGRn9TM�fu9wkNxTe?KdioGc�sFyUUT6
2-3-9 I
23b
This tmss design assumes the use o(Southern Pine lumber values
thal were published in ttie 2005 NDSantl�ptlor to the updatetland scaie=tn.o
lower vales adopled�by ALSC on June 7,2012. This is ing done �
ecpllcitly at the tllrectlon of Frank Av�el,PE,Engineer o Record
�for Ihe project.
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3�4 �/
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Pi c orr� �a n rra o�o o�i rro-s-o asioi
LOADING(ps� SPAC�NG 2-0-0 C51 OEFL -in Qoc) I/defl Lld PLATES � GRIP
TCLL 30.0 plateslncrease 1.15 TC 0_75 Vert(LL) -0.00 1-3 >999 3fi0 MT20 1W/144
�aoors�ow=ao.o) �„m�ri�o�ea� i.is sc o:os vertRy -o.00 i-s >sss zao
TCDL 10.0 Rep Streu Incr YES We 6A� Horz(TL) -0AQ 2 nla n!a
BCLL OD ` Code IRC2009lTPI2007 (Mairix) Wind(LL) 0.00 1 "" 240 Weighl:7lb FT=S%
BCDL 1 0
LUMBER BRACING
TOP CHORD 2%4 SPF SWtl TOP CHORD SUUClural wootl sheathing directly applied or 2-3-8�oc putlins.
BOT CHORD 2 X 4 SPF Stud BOT CHORD RigiG ceiling direcFly applied or 10-0-0 oc b2cing.
WEDGE MiTek recommentls that Stabilizers and requiied cross bracing
Left:2 X fi SYP No2 he installea dunng truss ereclion,in accortlance wilh Slabilizer
Installation uitle: .
REACTIONS pb/size) 3=20/Mechanical,1=98/03-8 (min.0-18),2=79/Mechanical
Max Hoa 1=119(LC.B)
Max UpIRt2=-108(lC 8)
Max Grav3=39(LC4);1=98(LC 1),2=79(LC i)
FORCES Qb)-Maximum Compression/Manimum Tension
TOP CHORD 1'-2=-105l47
BOT CHORD 13=0I0 �
JOINT STRE55 INDEX
1=0.i 5 and 1 =0.03
NOTES (9-10)
1)WifW'.ASCE TAS{120mph{TCDL=60psf�,BCDL=60psf,h=25R,Cat.II;Exp B;endoseC;MWFRS.(low-95e)gable entl zone antl�C C . `.�i-' '���•
EMerior(2)zone;cantileJer lek and nght exposed;GC for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 \�\'��� p -.'x: _
plate gnp DOL-1.60 `� ��� "
2)TQL ASCE 7-05;P=30.0 psf(flat roof snow);Lategory II;Ezp B;Partially Exp.;Ct=1.7 '
3)Unbalanced snow loatls have been�considered for this desi9a - '�
<)This Iruss has baen designetl tor a 10.Opsf bottom choN live load nonconcurtent with any other live loads. � ��� �
5)'This Wss has been designed for a live load of 20.Opsf on the bottom chord�in all areas where a rectangle 3-6-0 lall by 2-0-0 widC �
will ft beRVeen lhe bottom cfiord and any other members. — �„ . - ,.
�. l.�_ vdi: .
6)Refer�o girCer(s)for iruw to truss connxtions. q _
7)Provide mechanifai connection(by others)ot tmss to bearing plate capable of withstanding 10816 uplift atjoint 2 �.
8)This truss is designed in accordance with�the 20091nlernational Residential Code sections R502.1).t anE R802.102 and referencetl �� -
standartlANSI/rPlt. ti � 7
9)Designs checked for ASCE 7-05 wind at 120 mph,wintl reaclions x O.Sfi will adjust wind load reaction to a speetl of 90 mph(0.69 for /���R O � 2'a I� �
100 mph and 0.84 for 110 mph).All other coeffcients remain the same as shown. �•/�.. -.�.!.._. \,��+
70)SPF Na1 and SVP No.3 can 6e substiNtetl.(or SPF StuE G2Ce material(Roof tmsses only): �,�r�:;��,;����\"
LOAD CASE(S) Sfandartl
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Joe
OFRS BR-00027 HIPS 1 1
J b R ( 100� �)
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�_�� 3312 238
This truss design assumes Ihe use of Sou emPine lumber values Scaie=t:te.e
E�at were published in the 2005 NDS ane prior to the updated and
lower vales adopted by ALSC on June 1,2012. This is being done
explicidy at tlie direclion of Frank Av�el,PE,Engineer of Record q,iz=
fort�e PmjecL p a
a�_
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PI I Ofl et (XYY fi'Q3-120-041'!1'0-38�Ed 1 f2'OA-B0-2-OPf3'040b0-2-0 4:0-0-00-0-0 4: -3-BEtl e
LOADING (psQ gpqCING 2-0-0 CSI DEPL in Qac) VtleFl Vd PLATES GRIP
TCLL 30.0 Platesincrease 1.15 TC 0:79 VeM1(LL) -0.01 5-6 >999 360 MT20 t97/144
(ROOfSnow=30.0) Lumberincrease 1.15 BC O.St Vert(TL) -0.03 5-6 >999 �24�
TG�L �4�4 RepStressincr NO WB 0.07 Horz(TLj 0.07 4 n/a Na
BCLL ��o' Cotle IRC2009/TPI2007 (Matrix) Wind(LL) 0.01 5-6 >899 240 Weight311b FT=S�
BWL 10.0
LUMBER BRACING
TOP CHORD 2 X 4 SPF Slud'ExcepP TOP CHORD SWCNaI wood sheathing tlirectly applieG or 5-5-iZ ac poAins.
23:2 X 4 SPF No2 BOT CHORD Rigid�ceiling direcLy applled or 10-0-0 oc bracing.
BOTGHORD 2�Xa'SPFStud
WEBS 2X4SPFSNtl
WEDGE
Lefl:2 X 4 SPF Stud,Righ2:2 X 4 SPF SNd
REACTIONS (Ib/size) 1=597/0-3-8'(min.0-LB),4=597/0-3-8 (min:0-t-8)
Max Horz 1=-75(LC 5)
MAx Uplift 1=78(LC 6),4=78(LC 5)
Max Grav 1=689(LC 16),4=689(LC i6)
PORCES (IG)-MaximumCompression/MaximumTensbn ,
TOPCHORD 1-7=-785/95.27=-684/98.23=-467l91.3d8='683198.4-8='784/95
BOT CHORO 1-9=97/456,6-9=-97/456,5-6=63I466,5-70=65/456,4-10=-65/456
WEBS 2-6=0/183,3-5=0/182,3-6=36/37
NOTES (t0-11) enGOSed;MWFRS(low-rise);canlileverleftantl , �
i)Wind:ASCE 7-05;;7?Omph;TCDL=6.Opsf;BWL=6.Opsf;h=25ft;Cat.II;Ezp B',
ngM exposed;Lumber DOL=7 60 plate gnp DOL=1.60 ,
��
2)TCLL.ASCE�-05 PF 30;0 psf(9al roof snow)j Category II;E<p B;Partially Exp.;Ct=1.1,Lu=50-0-0
3)�Unbalancetl snow loads have been consitlereE for t�is design.
4�Pmvide adequate drainage toprevent water ponding. .
5)This Wss has been designed for a 10.O�psf bottom chortl live loadnonconwrrent with any other INe loatls.
6)'Thls Iruss has been tlesignetl for.a Irve load of 20.Opsf on the bottom choN in all areas where a rectangle&6-�tall by 2-0-0 wide `�: .=
will fit betweenthe bottorti chorG antl any olher members. ..
7)Provide mechanical conneclion(by others)�of Iruss to bearing pla[e capabte of withslanding 78Ib upllR atjoint i and 7816 upiift at =
joint 4. �
8)This Wss is designed in'accorCance wi[h lhe 2�091ntemational Residential Cotle sections R502.11:1 and R802.102 and
referenced stantlard ANSIliPI 1 `�` �`� �� ��
9) In Ihe LOAD CASE(S)sectior loatls applled to the face of the truss are noted as front(F)or back(8). / �,�
10) Designs checked for ASCE 7-OS wind al 120 mph,.wind reactions x Q56 will atljust wind load reaction to a speetl of 90 mph 0 _�'
for 100 mph and 0 84 for 110 mp�).A��blher coefficienls remain lhe same as shown. �
11) SPF No2 and SYP No.3 can'be substiNted for SPF Stud Gratle maienal(ftoof Wsses only). : +'
LOADCASE(S) MAR 0 7 2013
ConlinueC on page 2
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Job Tmss TrussType �h' Pry E61]t]11
OR�EftS BR-0002] HIPS � �
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LOAD GASE(5)
1)Snow:Lumberincrease=1.75,Plate Increase=1.15
Unitortn LoaES(pl�
Vetl:14=-80.2'7='120(F=AO),23='120(F=40).3-8=420(P=-40).4'e='80,i'9=20,9-10=-50(F=30),4-10=20
2) Unbal.Snow-Lefl:Lumber Increasa=1.15,Pla�e Increase=1.15
Uniform Loads(pi�
Vert:t-7=-80,2-7=-103(F=23),2-3=-703(F=23),3-8=-61(P=-23),4-8=38,7-9=2Q 110=37(F=-17),4d0=-20
3)Unbal.Snow-Right Lumber Inuease=1.15,Plate Increau=1.15
Unifortn Loads(pl�
Vert:1-7=38.2-7=78(F=40),2-3=720(F=-40).38=120(F=-40).4-8=80,7'9=20.9-70='S0(F=30).410=-20
4) IBC BC Live:Lumber Increase=125,Plate Increase=1.25
tJniform Loads(pIQ
Vert:7-7=-20.2-7=-44(F=24).23=44(F=-24).3-8=44(F=-24).4-8=20.1-9=-00.940=-SB(F=-7 8).4-10=�0
5) MWFRS WinE Left:Lumber Increase=1.60,Plate Inuease=7.60
Undorm LoaES(pIQ
Vert:1-7=44.2-7=5(F=8).23=41(P=8).3-8=28(F=8).4-8=20,1-9=12,9-00=6(F=6),4-10=-12
� Hoa:1-2=2,3-4=32
6) MWFRS Wnd RighC Lumber Increase=1.60,Plata Increase=l 60
Uniform Loads(pIQ
Vart:7-7=20.2-7=28(F=8).23=41(F�).3-8=-5(F=8).4-8=-14.1-9=42,310=6(F=6).440=-12
Hoa:1-2=32,3-4=-2
7) MWFRS ist Wind Parallel:Lumber Inuease=1.60,Plate Increase=1.60
Unifortn Loads(pl�
Vert:14=26,24=32(F=6).2-3=18(F=6).3-8=18(F=6).4-8=12.1-9=72.9-10=8(F-4).4-10=d2 '
Horz:1-2=-38,3-0=24
8) MWFRS 2nd Wnd Parallel:Lumber Increase=1.60,Plale Increase=1.60
Uniiortn Loads(pl�
Ven:14=12:2-7=181F=fi).23=18(F=6).3-8=32(F=fi),4-8=26.1-9=12.9-10=-8(F=4).4-10-1]
Horz:7-2=-24,3�1=38
9) MWFRS 3rd WintlParallel:Lumber Inaease=1.60,Plale Increase=1.60
Unifortn Loatls(DI�
VeM:1-7=26,2-7=32(F=6),2-3=18(F=fi).�3-8=18(F=6).4-8=12.1-9=12.9-10=8(F4).4-1�=-14
Horz:1-2=-32.3�4=24
10) MWFRS ath Wind Pa211e1:lumber increase=1.60,Pla�e Increau=1.60
Unitorm Loads(pl�
VeM1:b7=12.2-7=18(F=6).23=18(F=6),38=32(F=fi).4-8=26.i'9=42,940=8(P=4).4-10=-12
Hom 1-2=24,3-0=38
i t)3rd Unbal.5now-Left:Lumber Increase=1�.75,Plate Increase=1.15
Unifortn Loatls(pl�
Vert:7-7=-38,2-7=-61(F=-23),23=103(F=23),38=61(F=-23),4-8=36,1-9=-20,9-10=37(F=-17).540=20
12) 4Ih Unbal.Snow-Left:Wmber Increase=lJS,Plate Increase=7.15
Uniform Loads(pl�
Vert:1-7=-95,2-7=417(F=22).23='60(F=-22),3'8=60(F=-22),4-9'3B,1'9=20.410=36(F=16).4-10=-20
13) Slh Unbal.Snow-Right Lumber Increase=7.15,Plate Increase=1.15
Uniform Loads(pl�
VeM1:1'7=-38,2'7="61(F=23).23=103(F=33),3-8=61(F=-23),48=38,1-9=2Q 9-10=-37(P=-17).4-10=20
14) 6th Unbal.Snow-RighC Lumber Increase=1.15,Plate Increase=1.15
Unilorm Loads(pip
Vett:1-7=38.24=Fi0(F=22).23-�'iOIF=-22).3-8=-117(F="22),4-8=-95,1"9="20.940=36(F=-16).440=20
15) �th Unbal.5now-Parallel:Lumber Increase=1.15,Plate Increase=7.15
UnROrm Loads(pl�
Vert:1-7=-38,2-7=-61(F=23),23=776(F--23),3-8=-61(F=-23),4-8=-38,1�9=-20,9-10=37(F=-77),4-70=20
16) 8th Unbal.Snow-Parallel:LumCer Increase=7.15,Plate Increase=1.15
Unifortn LoaCS(pIQ
VeM1:1-]=-053.2-7=-198(F35).2.3='83(F=dS).3-8=-198(F=45).4'8=-153.1-9=20.940='S4(F=34),440=-20
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Job Reference o lional
NVR Home.. % : .�•. 7.250 s.lan 252012 MiTek Indusines,Inc. We0 Jul 18 OB 4026 2012 Page 1
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-11 �3-�1-12 ]-1-9 10-1�8 1&tA 1&36 20-3-0:.
04'I 3-11.t2 31-02 � 30-0 3-0-0 ' 31-12 3-11-02 �
This Vuss design assumes fhe use of Southem Pine lumber values '
Nat viere published in the 2005ND5 antl pnor to the updaied antlgxe= exiz `- scaie=te6.1
lower vales adopted by ALSC on June 1;2012. 7his is being tlone 5 6�6 �
� explicitly al the direction of Fra k Avbel;PE,�Engineer of Req�i�
forthe projecL 6i6�\
m = a
a .�
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6xe=
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11142 0.-12 3-0.0 3-0-0 3-0-0 ' 3-0-0 0.1- 2 3-1142
Plat Oft t (XV)' �2'03-80-4-0� IS'0-4-120�-0� p�0-8420-4-0� ry7'Od-140-0-e1 [12-03-80-7-0� �i4'0-3-80-ZOl'�f15'D-5-10-0-81
LOADING (ps� SPACING 2-0-0 CSI DEFL in (lac) IPoefl L/d PLATES GRIP
TCLL 34� p�ateslncrease 1-.15 TC 095 VeM1(LL) -0.15-t244 >999 360 MT20� 197l144
(RoofSnow=30.0) Wmberincrease 1.15 8C 0.49 VeM1(fL) -021 �12-14 >999 240
TCDL 10.0 'qep5tresslncr VES WB 0.55 Hoa(TLJ 0.01 22. n/a n!a
BCLL 0.0 ' CotleIRC2009liP12007 (MaVix) Wind(LL) 0.06'1244 >999 240 Weight2281b FT=S%
BWL 10.0
LUMBER BRACING
TOP CHORD 2 X 8 SVP No2 TOP CHORD StrucWral wood sheathing directly applied or&0-0 oc pudins,
80T CHOR� 2 X 10 SYP No.2 eacept entl verticals,and 2-0-0 oc pudins(6-0-0 maxJ:S7.
WEBS 2X 4 SPF Stud'ExcepP BOT CHORD Rigid ceiiing tlireetly applied or 6-0-0 oc brdcing.
3-74:2X4SVPNO.iD JOINTS 1BraceatJt(s):17
REAGTIONS (Ib/size) 21=1619/0-&8 (min.04-9),22=155&03-8 (min.0-0-8)
Max Horz 21=314(LC 7) VERTICALS THAT ARE EXTENDED BECOW A CHORDFORMING A"LEG DOWN"CONDITION ARE
Max Uplift 21=200(LC e),22=-179(LC e) NOT DESIGNED TO RESIST LATERAL FORCESBETWEEN THE TRUSS AND THE SUPPORT.
Max Grav 2i=2060(LG 19),22=1940(CC 19) qDDITIONAL DESIGN CONSIDER4TIONS�(BV OTHERS)ARE REQUIRED TO TRANSFER
FORCES Qb)-Maximum Compression/Mazimum Tension iHESE�FORCES TO TNE APPROPAIATE LATERAL FORCE RESISTING ELEMENTS.
TOP CHORD 1-2=0/et,2-23=1617J220,3-23=.1337/237,3-24=1238/342,�4-24=-0062�3fi1,4-5=-709/253,7-8=-725/251,
8-9=-1217/346.&25-1344@17.10-25=-0565R05,75-21=-206029$2-15=-2257/277.1 1-22=4 94026 5,
10-17=2125I256,5-8�54/303,6-26=-811/280j7-26=-819/280
BOT CHORD 1415=334R96,13-14=-161/946.�t2't3=1 6119 4 6,.i1-12=-26/12
WEBS 446=-915/320.1647=758/230,;17-18=815/333,8-18=883/334,14-09=0/d21,349=471314,12-20=0/419,
9-20=63/3D:2-14=-1]3/126].546=d20/2]7.646=-426/251.6-1"l=-184I145.7-1�=255/615.748=-5l74,
4-19=-51/135,8-20=t8/t16.�10-12=219/1261
NOTES (16-17j � + � �
1)Wintl:ASCE7-05;'120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Gat.II;Exp B;enclosed;MWFRS Qow-nse)gable end zone antl �-.��� ,�, �):y�
C C E�itenor(2)zone;cantilever ieft and righl exposed;GC for members and forces 8 MWFRS for reaaions shown;Wmber \���
�OL=7.60 plate gnp DOL=1.60 ��!
2)TCLL:ASCE-7-0S Pf=30.0 psf(flat roof snow},.Category II;Ecp B;Partially Exp.;Ct=1.1�,Lu=50-0-0 �� ,��
3)Unbalancedsnow IoaCS have been considered for thls tlesign: �"��
4)This Wss has been desi9ned for greate�of mm roof live load of 20.0 psf or 1.00[imes flat roof load of30.0 psf on ovarhangs =
non-concurrent wit�ottier live IoaCs
5) Provide adeq�ate dramage to prevenl water ponding: �
6)This[russ has been designed for a id0 psf bottom chortl live load nonwncurrent with any other.live toads_ . F���'-
7)'This iruss has been'tlesi9ned for a live loatl of 20.Opsf on the bottom chord in all areas where a reclangle 3-6-0 tall by&0.0 wide _
will fit between[he bottom chord anE any other members. - ,i �'
8)Ceiling Cead IoaE(5.0 psQ on member(s):3�-4,B-9,44Q i6-17,17-18,8-18 r:, � `
9)Bottom ctiord Irve load(40A�ps�and additional bottom chord dead load(OA�ps�applied only to robm.12,74 !` � ;� �
10) Bearing atjoml(s)21,22 considers pa211e1 ro grain value using ANSI/TPI 1 angle ro g2in formula. Building designer shoultl verdy r 3 , ' �)
capacily of�eanng suAace. �/
l..i�l.i`,`,i��`�.
..:rri';:',
;7) Pmvide mechanical�connection(by others)of�russ to bearing plate capable of withstanding 2001b upiift atjoint 21 and 1791b
°P��"a';°�^�2z MAR 0 Z 2013
12)This Iruss is designed in accorGance with lhe 20091nternational ResidentialAOde sections R502.11.1 anC.R802.10.2 anC
referenced slantlarC ANSIITPI 1.
13) 'Semi�igitl pM1Chbreaks with fxed heels'Member entl fxity model was used in the analysis antl design ofthis truss:
d���aagbgggi¢representanon Does not depict lhe size ocche orientation of lhe puAin along the top and/or bottom chord.
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ORDERS EA-10234 SPEC � �
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NOTES (i6-17)
15)Attic room checkeC fo�U360 tleAection.
16),Designs checked.tor ASCE 7'OS wind at 120 mph,wintl reac[ions�z 0.56 will adjust wind load reaclion to a speea of 90 mph(0.69 for 100 mDhand 0.84 for 110 mph).AII
other coeffcients remain[he same as shown.
77) SPF No2 and SVP No.3 can be substituteC(or SPF SNd Grade malerial(ROof lrusses only).
LOAD CASE�S)
1)Snow:Lumber Increase=1�.15,Plate Increase=1.15
Unitorm Loaas(pl�
Ved:d-2=-B0.23='80.34=-90.4-5=-80.7'B='80:8-9=-90.940=-80,4-B='10.57=�0,1445=20,t244=-100.N-12=-20
2) UnbaLSnow-Left:�.W mtier Increase=l'.15,Plate Increase=1.15
Unilorm Loads(plfl .
� Vert[1-2=8q 23=-80.3-24=-90,4-24=408,4-5=98.7-8=38,&9=-48.9-70=-38,4-8=-10.5-7=90.14-75=20,12-74=�00.11-12=20
3)Unbal.Snow-Right!umbeclncrease=l A5,Plate Increase=1.15
Unifortn Laads(pIQ
VeR:1-2=-38,23=38,3�4=48.4-5=38,7'8='80.8"9="90.9-t0=-B0,4'8='10.5E=100:F7=80.1415=-20,12-04=100.114Y-20
4)IBC BC Live:Lum�er Increase=l�25,Plate Increase=125
Unifortn Loads(pl�
Vert:t-2=-20.2-3=20,3A=-30.45=-20.7-e=-20.8-9=-30.9-10=-20.48=-iq 5-7=20,14-15=40.1244=-2�.11-12=-40
5)GC WinQ Wmber Increase=1.60,Plate Increase=t60
. Unifortn Loads(pl� �
Vert:1-Z=67;2-3=40,3-0=34,4-5�0,7-8=40,8-9=34.B-1�-00,4-8=6,-5-7=44,11-05=12
� Hoa:L2=-79,2-5=-52:740=52;5-6=-56.G7=5Fi
6)MWFRS Wind Left:Lumber Increase=1.60,Plale Increa5e=L60
Unifortn Loads(pi�
Vert:1:2=9:23=17.3-4=23,4"5='17.7-8=25,�8-9=19.9d0=25.4-8=-6,5-7=53.1145=12
Hoa:1-2=-21�,2-5=5,7-10=37,56=-65,6-7=65
7) MWFRS WindRigM:Wmberincrease=1.60,�Plate Increase=l.6�
Uniform Loads(plt�
Vert:�1-2=15j 2-3=25.3-4=19,45=257-8=-17.8-9=23.9-00=-17.48=-6,57=53.11-15-12
Hom-t-2=�27.2-5=37.7-10=-5.5-6=-65.E7=65
8)MWFR51st Wind ParalleC�umber Increase=t.60,Plate Increase=1.60
Uniform Loads(ptQ
Veri:1-2=65;2-3=43,3-4=37,4-5�3,7-8=26,$-9=20,9-10=26,4-8=-fi,5-7=26,1745=-12
Hoa:1-2=-P,2-5=55,7-1�=38,5-6=38,6-7=38
9) MWFRS 2nd Wind ParalleC Lumber Increase=1.60,Plate Increase=1.60
Uniform Loads(p��
Vert:1-2=18.2-3=26,3-0=20,4-5=26,7-8=43,&9=37,9-10=43,4-8=-6,57=26,11-15=42
Horz:t-2=3Q 2-5=38,7-10=55,5-6=38,&7=38
10) MWFRS 3rd Nlnd ParalleC Wmber Increase=t60,Plate Increase=1.60
Uniform Loads.(pl�
VeR:1-2=4t,2-3=19.3-4=13,4-5=19.7$=12.&9=6,9-10=t2.4-8-6,5-7=t2.11-15>12
Ho2:i-2=53.2-5=31.7-10=24.5-6=-24,6-7=24
11) MWFR54Ih WindParalleC Wmberincrease=L60,Plate Increase=1.60
tJnifortn Loads(pl�
Ved:1-2=4.2-3=12.33=6:4-5=12;7-8=19.8-9=13,9-10=19,.4'8='6.5-7=12.11-15=-12
Hoa:1-2=46:2-5=-24:"7-10=31,5-6=-24.6-7=24
12) IBC Snow on Overhangs:Lumber Increase=1�.15,Plate Increase=7.t5
Uniform Loatls(pl�
Vert:b2=-80.2-5=20,]-10=-20,5-]=-20,11-15=20
13)Atlic Floor:W mber Increase=1.00,Plate Increase=t.00
Uniform Loads(pl�
Vert:1-2=-20,2-3='20.3-4=-30,4'S='20.7-8=.20.B-9=30.9-70=-20.4-8=40,5-7=-20.14-15=20,12d4=400.
71-02=-20
14) 3rd Unbal.Snow-Letl:Lumber Increase=1.15,.Plate Increase=ti5
Uniform Loads(pl�
Vert:1-2=38.23=38.3-4=-48.45=38.7-8=-38.B-9=48,9-10=38.4-8=d0,5-26=80.7-26=-98.14-15=20,
12-14=100.1 L12=-20
15) bth Unbal.Snow-Left:Lumber Increase=1.15,Plale Increase=1.15
Uniform Loads(pl�
Vert:1-2=-80.223=-80,3-23=-112.3-4=122.45='112,7-8=38.8-9=-48.9-70=38;48=-70,�57=38.74-�5=20,
12-14=1D0,11-12=20
16p Sih Unbal.Snow-Right Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(pl�
Vert:1-2=-38.23=38,3�=-48.4-5=38,7-8=-38.8-9=d8,9-10=-38.4-8=-10.5£=-100.6"]='80.ib-'15=-20.12-14=-�00
,ii-�z=-za
17) 6th UnbaLSnow-RighClumber Increase=tl5,Plate Increase=l-15 _ _
Uniform loads(plq .
Vert:7-2=38,2-3=38,3-4=4fl,4-5=-38,7-8=-113,8-9=123„9-25=-173,10-25=-80,6-8=-10;5-7=-38,14-15=-Z0, �
12-14=400.11-12=-20
18) 7th Unbal.Snow-Pa211e1'.Wmtiei Increase=l.t5,Plate Increase=1.15
Unifortn Loads(pl�
VeR:L2=38.2-3=38.3�=�8.4-5=-38.7-8=-�,B-9=-48.940=38.48=-10.5-7=-153.74-t5=-20.72-74=100.
i i-i i=-zo
19j Bth�Unbal.Snow-ParalleCiumber Increase=L15,Plate Increase=1:15
Continuetl on page&
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Truss Type �N P�Y E6490532
SPEG �
OROERS EA'�oz34 � JobRe(erence o tional
' - 7250sJan252012M�TeklndusMes,inc. WedJu11808'.44'262012 Page3
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LOAD CASE(S)
Unifortn Loads(pl�
Vert:1-2=:153.2"3=-153.3"4=-163.4-5=153.7-8=-153,8-9=-163.9-10=153,4'8="10.5-7=-38.14-05=-20.12-04=-t00,1142=-
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Salep InbrmoMOm ovOlable hom 1 �Plaf¢I�ssfiN� 201 N.L e Stres.�. e 31�.Ant >�' A v316
Edenmq NC P931
1/WnF�mClrv LL`
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Job Truss TrussType ab' P�Y
E61�4992
. OROERS EA 90129 MONO 1 1 1-10-8 MONO
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NVR H mes,% ' �1250 s Aug 25 2051 MiTek Industrie's;Inc Fri Oct 14 13i5ti:02 2011 Page 1 � ' � '"""
ID:?VXSHzVN18mKkU2rOKC?FyUC10-9EO�MYE9Gm88sXpzP8�T4pxPbvKEVCBM52U3pyTUrB
A
� Lit-0 I
Scale=1:8.9
This Uuss design assumes the use of SoUlhem Pine lumber values z
thal were published in the 2005 NDSand pnor to the updated and s.oa �p axa I I �
lower vales adopled by ALSC on June 1,.20t2 This�is being done
explidtly at the direclion of Frank Avbel,PE,E gineer of Record
tarthe pmject.
r
�
3
3x< _
3x4 II
ii-0 �
LOADING(psfj SPACtNG 2-0-0 CSI OEFC in (loc) I/defl L/C PLATES GRIP
TGLL 30.0 plafes Increase 1.75 TC 0.10 Vert(LL) -0.00 t >999 360 MT20 1971i44
(RoofSnow=30.0) Lumberincrease 1.15 BC OAS Vert(TL) -0.00 13 >999 240
TWL. 10.0 RepSiresslncr YES WB �000 Horz(TL} 0.00 Na Na
BCLL ��� � Gode IRC2009/TPI2007 (Matnx) Wind(LL) 0.00 1 � ' 240 Weight5lb FT=S%
BGDL 19_
LUMBER BRACING
TOP CHORD 2 X 4 SPF SWtl TOP CHORD Structu2l wood sheathing directly applieE or 1-11-0 oc putlins, except
BOT CHORD 2 X 4 SPFBwd end verticals.
WE6S 2 X 4 57F SWtl 60T CHORD RigiC ceiling directly applietl or 10-�-0 oc brecing.
MiTek recommends tha�Stabilizers and required cross bracin9
be installeC during tmss ereclion,in accortlance witfi Stabitiie�
InsW�la�ion uide.
REACTIONS (Ib/size) 1=87/03-8 (min.0-1-8),3=87/0-3-8 (min.0-0$)
Maz Hoa t=41(LC 8)
'Max Up�ft1=18(LC 8),3=-36(LC 8)
FORCES (Ib)-Maxim�m CompressioNMaximum Tension
TOP CHORD L2=-37/22,23=70p5
BOTCHORD 1-3=01�
JOINT STRESS INDE%
1=0.06,2=0.03and3=0.03
NOTES (8-9)
1)Wintl:ASCE 7 O5;120mph;TC�L=6.Opsf BCDL=6.Opsf;h=25ft;Cat II;�Exp B;enclosetl;MWFRS Qow-nse)gabte ena zone and C C 1
Eaterior(2)zone;cantilever left and nqhl ezposed;GC for members and forces&MWFRS for reac[ions shown;Wmber DOL=1 60 `. � '_./p�
plate grip DOL=1.60 ..�� ���`'
2)TCtI'.ASCE 7-05',Pf=3o9 pst(flaf root srow)',Gategory ll',Erp B{PaM1ially Exp.;Ct=1.t �;��, ��., ' ,���!+.
3)Unbalanced snow loads have been wnsidered for Ihis design. � � ��o':��'
4)This tmss has been tlesigned for a 10.0 psf bottom choM live bad�nonconwnent with any other live loads. . s- ;�.�!
5)'Thls Wss has been designed for a live loatl of 2�.Opsf on the bottom chortl in all areas where a rectangle 3-6-0�ail by 2-0-0 wide ���� <����. .
will fi�between tfie botlom chorC and any other members�. ` � . '�
6)Provide mechanical connection(by olhers)of tmss to bearing plate capable of withstanding 181b uplift atjoint 1 and 361b upliH al _ ��:. 7 �S _
r..n [ d �
joinl3. '° a (�',� -
7)This truss is designetl in accordance with the 2009 Intemational Resitlential Cotle sections R502.1 L1 and R8�2.102 and reter'enced _' -
_ �standardANSifiP.l:t— __ _ 1 �'' � _ ___ _
8)Designs checketl forASCE 7-�5 wind at 120 mp�,wind reactions x�.56 will ad7ust wind Ioad,reacCion to a speedbi 90�mph�(D fi9 ior `i c r
100 mph and 0.84 for 110 mph).All other coeffcients remain the same as shown. � � � `.;-
9)SPF No2 and SVP No.3 can be subsliWled for SPF Stud Grade matenal(Roof tmsses oniy). E•"�1 �
LOADCASE(S) StandaN "//��� �' '
MAR 0 7 2D13
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Job T"'u
�• COMN : � �
OR�ERS ` EA9341'! ' . . . . .
.,,..,..�. .c �..,:>..-.,e. _.� _ . .. ._... '_.' " _ __'_
. ._�""" -'--`�"'-O`�?�'7.350 sA�g�25 201;�MiTek InCusVios,Ina T�u Nov 0310'.18:4fi 2011 Pa9e,_ ..
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64]
3-0.0 34U 0-6]'
This truss design assumes�the use of Soulhem Pine lumber values sraie=tzt5
Mat Nere published in Ihe 2005 NDS and prior to the updated and' oxs =
lowervales adopted by ALSC on June'I,2072, This is being done
esplicily at the direction of Frank Avbel,PE,Engineer of Recoid
forthe project. 3
tzoo tz
a
� 5 1� m
�z lo
�
0 6
��4- 3x4 I I 3xe=
6> G I t
PlateOH�xYI. �2.0-2�0-1-81�f4'0-2- 0-18
LOA�ING(ps� SPACING 2-0-0 CSI DEFI in Qoc) I/defl ve PLATES GftIP
TGLL 30.0 p�ateslncrease 1.15 TC 0.11 Vert(LL) -0.00 4 n/r 120 MT20 �9���44
(ROOfSnow=30.0) Wmberincrease 1J5 BC OA5 VeA(TL) 0.00 5 n/r t20
TC�L �4�� RepS[ressincr YES WB�� 0.03 Horz(fL) 0.00 4 nla n/a
BCLL �.0 ' Weight221b FT=S%
BCDL � ,0 Code IRC2009lTPI2007 (Ma�rix)
LUMBER BRAGING
TOP CHORD 2 X 4 SVP No2 TOP CHORD Strudural wootl sheathing direc[ly applied or 6-0-0 oc pud'ms.
BOT CHORD 2 X�4 SYP No2 BOT CHORD RigiE ceiling direcfly applietl or 70-0-0 oc bracing.
yy_gS 2 X 4 SPFSWtl MiTek recommentls Ihal Slabilizers and requiretl cross b2cin9
be installed dunng Wss ereclion,in accordance wilh SlaOilizer
Installation uide.
REACTIONS Qblsize) 2=1 8 6/4 4 04 0 (min.0-0-8),4=786/640-70 (min.0.7-8).6=7 7214-7 0-1 0 {min.0-1-8)
Max Horz 2=t06(LC 6)
Max UpIiH2=80(LC e),4=-88(LC 9)
FORCES Qb)-ManimumCompressioNMaximumTension
TOP CHORD 1-2=0/1�,23=-114/68,3ai=-114/64.4-5=0/17
eDT CHORD z-s=-zano,a-s=zanu
WE85 3$=-111/36
JOWT STRESS INDIX ',}I',i_j[��,�
2=0.t2,3=4.04,4=0.12and6=0.02 �� '
•,\``
NOTES (11-02) _
�)Wlnd:ASCE 7-05;t20mph;TCDL=6.Opsf;BCOL=6.Opsf;h=25ft;Cat.II;�Eap 8;endoseQ MWFRS(low-rise)gable end zone anE C C �`,.
Ertedor(2)zone;.cantilever left and nght exposetl GC for mem6ers antl torces&MWFRS tor reactions shown;Lumber DOL=1 60 �,_ �( ,`r
plale grip DOL 1 60
2)TGLL ASCE 7 OS PF=30.0 psf(9zt roof snow):Category II�,Exp B;Partialty Exp.;C[=1.1 _
3j Unbalancad snow bads have been consiCeretl for Ihis tlesign. 'y�°�.� _
4)This W ss has been tlesigned for greaterbt min roof live load of t 2.0 psf or 7�.00 times @a[roof bad of 30.D psf on overhangs � -
noo-conwrtentwith olherliveloads. � � "
5)Gable requires continuoud tiottom chordbearing. � `1
6)This truss has been designetl for a 10.0 psf bottom chord live load nonconcurrent with any alher live loatls. '
_ 7)'This truss has been designetl for.a Irve load�of 20.Opsf on the bottom chord in all areas where a recfan9le 3-6-O�tall by 2-0.0 wiCe ;�; ��.
will fit between ihe bottom ctiord'and�anynther members. - - --'- � ��,y�� - — -- - --
8)Provitle mechamcal connection(by others)of Iruss to Ceanng plale capable�of withsfantling BU Ib uplift aljoinl2 and BB lb uplifl al �i i�� �- '`� '
joint 4.
9)This Wss is designe0 in accordance with tbe 2009 lntemational Resitlential Code sections R502.11.1 antl R802.102 and re ren
standard ANSIfiPf i.
10)See Standard Industry Piggyback Truss Connection Detaii for ConnectionAO base truss as applicable,or consull qual�etl buiitling
designeE
�1AR 0 7 2013
Conlinued on page 2
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latinca�bn.qualty f Lstora9etlellvery.cv¢[iiOn tlbracn Etlanlon,NC2]93E
SoleN Into�mvXen available irom imss Plate InstiWte.18LN.Lea Shce�:SUite 312 Alesantlna VA 19314:"
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Truss TmssType Q�y Ply CGT00_EA Efi1961]5
__..___.._.,___-EA-9341� � . - __ICOMN. . . .: ., - � . .,,.. �..• L1"2c�GPeti✓�4den �
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- � Z250sAu9252011�MTeklndustnes,lna ThuNov0310:t8:462011 Fag--2 --�-�—°"^"'^*
NVRHOmes,X � IO:zjqTZgfu_cHa20WtlC5_60tlyU9%c9cZiFksqW%I��K5ECQqKRSR"MOBRMh75qKUyMyBt
i t)Designs checketl fo[ASCE 7-05 wind at 120mph,wind reactions x 0.56 will adjust wind load reaction la a speetl of 90 mph(0.69 for 100 mph and 0.84 for 110 mph).�A��
olher coefficients remain lhe same as shown.
12)SPP No2 and SYP No.3 canbe substilute0 for SPF Stud Grade ma�erial(ROof Imsses only).
LOAD CASE�S) Slandard
���p a ye ry���hMTekc ��. .IM1fiaRFdD.W tloONPNfS�AMIINL[IIDFDMf]EK�-��+�FPdGEHIf l6]3HFFORE[ASF r
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APPI bP�YOfd ig P �ers dq per- aPwaf 1 po � Pa. tiltY Ib Itl 9tl 9n fhu tl 9 B 19 hown . .
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ect A ait al P�^ f b 9 ��h � II it � u ttie renP b fry f fhe b Id 9 4 9n�.�B ml 9u dance re9araln9
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SWerylnbrmatlon availableVOmiNssPla�elrt5tilNe.Y81N.LeeStreel,SOi�e314.Alexantlrq,VA4231E. EOemm�;NC1]934
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Job Tmss TmssType Qry P�y E6475991
OR�ERS EA-9B699 COMN � � ,lob Reference a tional
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IDZZ6ry�^IIM�mkOfoSWIW/LfjzkwY-yOEFLnOSq?ORbBgtB Ytu7£qiFUGL6a4dw1ipGUx%kL Y - •
114 5-�-1 10�9-T 1511$ �21-1-9 �263-9 31-11-0 3 -10
� a�i s-r-� ' svi szi sz.� szi s�-� o-��
This lmss desi9n assumes the use of Southem Pine lumber values Scaie=r�2.3
that were published in the 2005 NDS antl prior to.11ie updated and sx6�
lower vales adopletl by ALSC on June t,2012. This is being done
explicitly ai the direc[ion of Frank Avbel,PE,Engineer of RecoN 6 1e
for the project.
e.00 �x
axa II aa II
s�� �
3x0 i
3a6 i 3x6 J
3x4� 8
q 9
3
10
i
z !�'�o
d 15 13 1fi 12 4x6 =
4x6= ta
3x6 II 6x8 =
�6z8= qx6�_
3nfi II 3N6 II '3z6 II
10-94 214-9 31-ti-0
10.9-] 1b41 10-9-]
Plate OHsets X� ' 6:0-37 03-0� 12:0-1-8 4-0-8, 13:0-&0 3-0- 14:0-i-$�-0-e
LOADING (ps� SPACING 2-0-0 GSI DEFL in Qoc) I/tlefl Lld PLATES 6RIP
TCLL 30.0 p�aleslncrease 1.15 TC 0.61 Vert(LL) -0.2312-14 >999 360 MT20 �9���4'1
(RoofSnov.=30.0) Lumberincrease 1.15 8C 0�.54 Vert(TL) -0.3412-14 >999 260
TCDL 10.0 Rep Shess Incr YES WB 0.59 Hoa(R) 0.06 10 nla n/a
BCLL 0�� ' Code IRC2009(TPI2007 (Matnz) Wind(LL) 0.08 14 >999 240 Weight:2381b FT=S%
BCDL 10,0
LUMBER BRApNG
TOP CHORD 2 X 4 SYP No2 TOP CHORD SlmcWral wood sheathing directly applied or 3-40 oc patlins.
80T GHORD 2�X 6 SYP No2'EzcepY BOT CHORD Rlgid ceiling dl2ctly applied or 10-0-0 oc bracing.
1244:2 X 10 SYP No.2 WEBS 1 Row a[midpt 644,6-12
WEBS 2 X 4 SPF Stud'Except'
644,6-122 X 4SVP No.3 or SPF Na2
REACTIONS Qb/size) 2=1779/03-8 (min.0-2-2),10=1779/0-3-8'(min.0-2-?)
.Maz Hoa�2�47(LC 7)
Max Uplift 2=463(LC 8),10=-063(�C 9)
FORCES Qb)-MaximumCompression/MaaimumTension
TOP CHORO L2=0/37;23=2592q03,3-0=-2234l6N,4-5=-2N5/642.S-V=-2237/837,61 7=-21 1 5186 7,G10=2115/86�,
7-18=-2237/837,7-8=2115/642.8-9=-2234/611,9-10=-25911703,ta-t1=0/37 �.�:i';:
BOTCHOR� &14=542/2024.14-15=9411288.�13-15=-94/1288,1 34 6=-9417 2 88.12-16=94/1288.10-02=d192024 .�� . r ..��i.
4Vc'8S 544=551/373:7-12=551/372,3 14=324l301,6-14=-468/t212,6-12=468/1212.9-02=324/302
;t
AOTES (10-71) . � ti�•
,
1)Wmdi ASCE�7-05;�120mph;TCDL=6.Opsf',BWL=6.Opsf;h=25ft;CaL II;Exp B;enGOSed;MVJFRS(low-rise)gable end zone and ;. 1
GG Ei�tenor(2)zone;�cantiiever left antl�nghl exposad;GC for members and forces&MWPRS for reactions shown;Lumber �_. • _.•� ' :'.
DOL=1.60 plate gnp DOL=P.60 , � "
2)TCLL:ASCE 7-05,PF-30.0 psf(flat mof snow);.Category II;E2p B;Partially Exp.;CY-1.1 ` �,;_':',,
3) Unbalancad snow loads have been consiEered�for�his tlesign. . i a -
4�This truss has been designeE for greater of min roof live load o5 16.0 psf or t�0[imes 9at mof load of 30.0 psf on overhangs _ ..
non concurrent wilh other live loatls. � �
.5)This lruss has been tlesignetl for a 10.0 psf boHOm chortl live loatl nonconwrrenl with any other live loads.
6)'This W ss has been designeE for a live IoaC of 20.Ops1 on the Dattom chortl in all areas where a rectengle 3-60 lall by.2-0-0 wide � <.,S`
wAI fil belween lhe bottom chortl and anypther members,wiln 9COL=10.OpsF. .j. _ r;�
7) Pmviae mechamcal wnneclion(by others)�olSmss to bearing plate capable of.witFstanding 463 Ib upliR at joinl2 and 4631b uplift �;�+f 7 ,i, _
at)omt70 N,,,.�� � �
8)This imss is Ees9ned in accordance with the 20W Intemational�Residential Gotle sections R50711.t and R802.102 anE
referericed standard AN51lTPI 1
9)"Semi-rigitl pitchbreaks with fizeC heels"Member end fzity moCei was used.in Me analysis artdOesign of this iniss:
10) Designs checkad for ASCE7 OS wma-a[120 mph;wintl reactions x 0.56 will atljust wintl load'reaction ro a speed of 90 mph(0.69
for 100 mph anC 0.84 Por 110 mpF).All othencoefficients remain the same as shown.
tt) SPF Na2 and SVP No.3 can be substiWtea for SPF SNG Grotle material(ROOf Irusses only). ��^ O � �r,I^
K U3
LOAD CASE(S)
1)Snow:Wm6er Increase=1.15,Plate Increase=L15
Continued�on page P _
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recla.Atld�b Ipertn nenibm 9 ��h �all t cl e Meresp bl'ryofIDebuil� gtl 9^e� fl B185ountlsltleRoaE
Iabnca�ron9oaiHcnVd.s�aro9edaf rv ection tl� cngc sutl ��ANSI/IPI1Qua Ulleda.�5l�89antlECSIBURtlIn Component Etlen�on,NCD932
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Job Truss TmssType Qty Ply
E64]5991
ORDERS EA-9B689 COMN 1 1
—
.100 Reference(op�ional)
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� ID'ZZ6ryW�NDmk�foSNttW7L11�'�iVyUEFLnOSq?ORbBg�B_�1ulzqzFUGU8a2kMiptlUZ?kUJ � ����
LOAU CASE�S)
lJnifortn Loatls(pl�
Vert:2-15=-20,1546=60,10-ifi=20,1-6=-80,6-11=-80
2) Unbal.Snow-Left-Wmber Increase=1.75,Plalelncrease=1.15
Unitorm Loads(plfl
Vert:2-15=Z0,-1 Sd 6=60�10-16=-20,147=80,6-17=-124,6-N=38
3) Unbal.5now-Right Lumber Increase=1.15,Pla�e Increase=1.15
Uniformioads(plf)
VeR:2-15=-2�;'iS16=60.10-16=-20,1-6=38.648=-124,11-18=-80
4) IBC BC Live:Lumber Increase=l'Z5,Plate Increase=T25
llniform Loads�(pl� ,
Vert:2d0=-00.tfi=-2Q GN=-20
5)FC Wind:Wmber Inciease=1.60,Plala Increase=1.60
Unifortn Loads{pl� .
Vert:2-�0=-12,i-2=67,2-6=40,640=40,10d7=67
Ho2:1-2=-79.2-6=52.6-10=52.10-11=79
6)MWFRS Wind Lefl:.Wmber Increase=t.6qPlate Increase=1.60
Unifortn�oads(pl�
Vert:2-00=-12.1-2=9,2-6=-17.640=25.10.11=15
H orz:1-2=-21.2-6=5.610=37.1041=27
7) MWFRS Wind Right Wmber Increase=1.60,Plate Increase=1.60
Uniform LoaCS(pin
Vert:2-10=12,13=15.2-6=25.640=-77.1041=9
Horz:b2=-27.2-6=37.510=5.10-11=21
8) MWFRS 1st Wind ParalleC Wmber Increase=t.60,Pla�e Increase=t60
Unifortn Loatls(pIQ
Vert 2-10=-12,1-2=65,2-6=43,6-10=26,10-11=18
Horz:1-2=-77,2fi=S5,6-10=38,10-11=30
9) MWFRS 2nd Wind Parallel:Lumber�ncrease=1.60,Plate Inc�ease=1.60
Unifocm Loada(plfJ
Vert'T-'10=-12,1-2=18,2-6=26,6-10=43,10-11=65
Horz:L2=-30,2�'i=38,.6-10=55,10-11=77
1�) MWFRS 3rtl Wind ParaileC lumber Increase=1.60,Plate Increase=1.60
� Uniform Loads(pl� �
Vert240=-02.t-2=41.2-6=19,fi-10=12,1041=4
Ho2�1-2=-53,2-6=3t,6-10=2d,10.11=1fi
11) MWFRS 4Ih Wind ParelieC Lumberdncrease=l.fi0,Pla�e Increase=7.60
Uniform Loads(plt�
Vert:240=-02.t2=4.2-6=12,6-10=19,1041=41
Ho21-2=-16,2-6=-24;64�=31.10-11=53
12) IBC Snow on Overhangs:.LumberJncrease=1.15,Plale Increase=1.15
Uniformtaads(pl�
Vert:2-10=-20,1-2=-8Q 2-6=-Z0,6-t0=-20,1041=-80
I�IYdRMfG Vmfy d p ➢ d d RFAO NOR'S ONTNIS AND IfCLUUCU 1II1FX REFERFhCE PACR Nl!]dTt HF1'ORE IASE -r-i ���, y
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'eforlofemlioppMO(nd 'tivolweb embersanly.:AddlonoltempororybmcnglomuraAObllydunngconsimctons(hereiponsbYltlyoflhe ea
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SWelylnlo�moNOn availablehom1m55PIalelnstiNfe.281NILeeSfreebSUile312.`Alexantlna.VA22116.
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Job Tmss TmssType Qb P�Y
E64]5992
ORDERS EA-96690 COMN > >
.Job Reference o tianal
NVR Homcs,X'�-'���' - "' ' ' ' �' ' ""°� " ""° �" 7250 s Jan 25 2012 M7ek Intlustries,Inc. Tue Jul 03 16'.19'S42012 Page 1
��fy:.c.-,-=,. , � . .. _ . _ .«.- - . .._ .._.�.__ __,u-__� _=_Ip:7.z5ayWtl+DmY.Cf:°;"lfN7Ll�zkw\Y_yUEFLnO5q?I1R�BgtB_]1WZm�9)gllAb2kMiptlUi?kUJ " _�.
r � 5-14 � . ..10.&I I iStt-8 �� 21-0-9 I Z63-9 � 3141-0 _ 3y-10yi-
s�a sa� sz-i sz.i sz-i s�-� a„�
This�mss design assumes t�e use of Soulhem Pine lumber values
that were published in the 2005 NDS antl pnor to the updated antl 6x6 � Swie=t�t�
lower vales adoptetl by ALSC on June 1,2012. This is being done
explicitly at the direction of Frank Avbel,PE,Engineer.ofRemrd � 5
for�he projact.
B.00�
axa II �� ava II
a �s s
3r6 G 3z4 G
3xq\ 3s6 �
23 , a
�
� 910
Ielo
0 6x6 = 13 16 12 15 �� Ox6 =
6x8 = 3x6 �I 6x8 =
4x6 = 3z6 II
3xfi II 3xfi II ,
10.9] 21-1-9 31-1�-0
10.4] 104-� 1�-9-]
Plate Offsets(X V} �5:03-10-&0�'�t 1:04-8 0-0-81[12'0-3-0 3-0-7� [13'04-B 0-0-8�
LOADING (ps� SPACMG 2-0-0� C51 OEFL in Qoc) imen Vtl PLATES GRIP
TCLL 30.0 plateslncrease 1.15 TC 0.62 Vert(LL) -02311-13 >999 360 MT20 iW/144
(ROOf Snow=30.0) Lumber Increase 1J5 BC 0.55 Vert(TL) -0.34 11-13 >999 240
TCDL ���0 Rep Stress Incr YES WB 0.59 Hoa(TL) 0.06 9 n/a n/a
BCIL 0.0 " Code'IRC2009/rP120W (Ma[rix) Wmd(LL) 0,09 1-13 >999 260 WeighC2361b FT=S%
BCDL 10.0
LUMBER BRACING
TOP CHOR� 2 X 4 SVP No2 TOP CHORD StrucWrai wood sheathing direc[ly applieC or 33-12 oc pudlns.
607 CHORD 2 X 65YP No.7'ExcepY BOT CHORD Rigitl ceilin9 directly applietl or 10-0-0 oc bracing.
11-13:2X105YPNO2 WEBS 1RowatmiCpt St3,.5-i-0
WEBS 2X 4 SPF Stud'Excep�'
5-13,5-11:�2 X 4 SYP Na.3 or SPF No2
REACTIONS (Ib/size) 7=1691/03-8 (min:0-2-0),9=1781/03-8 (mia0-2-2)
Max Hoa 1=458(LC 6)
Max Upl'rf[1=391(LC 8),.9=-064(LC 9)
FORCES (Ib)-MaximumCompressioNMaiimumTension
TOP CHORD 7-2=-2600p12,23=-2241/618,3V=2121850,4-�6=2243/843,5-16=2t21/874,517=-2117/870,6-07=2239/839,
fi-7=-2117/645,7-8=-2236/613,8-9=2594f/05,-9-10=0/37
BOTCHORD i-13=-551/2032.73-t4=-96A291.1244=96/1291.72-75=96/1291.11-15=-9611291,9-17=-427l2026
WEBS 4-13=-550/371,611=-538/372,243=-328I305;5-13=-475/12t9.5-N=-467/1198,8-71=324/302 �� 'i'::.
NOTES (t0-11) '
1)Wind:ASCE 7-05;120mphj TC�L=6.Opsf;BCDL=fi.Opsf,�h=25ft;Cat II;Exp B;enGOSed;MWFRS Qow-rise)gable entl mne antl ,� ' -
C-0 E#endr(2)zone;cantilever leh and nght exposetl;GC for members and forces 8 MWFRS for reactions sh�wn;Lumber �!'
DOL 1 60 plate grip DOL=1.60 �'
2)TCLL ASCE 7-05 Pf 30D�ps1(9al roof snow);Category 11;Exp B;Partially Exp.;Ct=1.t - '
3)Unbalancetl snow loatls have been consideBd�for.Nis desiga � ���.`,
4)This truss has been designed for gre2ter of.min roof live loatl of 76.0 psf or 1.00 times Ba[roof load of 30.0 pst on overhangs � -
nom m�current wrth other live loads. -
5)Thrs truss has been designed for a:70.0 psf botlom chorE live loatl nonconcurrent with any other live loatls. �
6)"This truss�has been designed for a live load of 20.Opsf on the bottom chorC in all areas where a rectangle 3-60 tall tiy 2A-0wide �� '�~ °� `,�
will fit beRVeen the botrom chord and any otfier members,.with BCDL=10.Opsf. '.��N�, �°� '
7)Provide mechamcal wnnection(by others)of truss to bearing plate capable oiwithstanding 391 Ib upiift at joinl 1�.and�4641b uplift -,.� ��'�_q .�,�
atlomt9. .-- ____-'__' �
-".._" __ _-_ _ -_ i
8)This Wss is designed in acrnrdance with the 20091nternational Residenlial Code ucbons R50217 1 and R802.10.2 and �
referenced scandard AN51lTP11
9)"Semi-rigitl pitchbreaks witfi fixed heels"Membecentl fxity model was usetl in lhe analysis antl tlesign of thls tmss:
10) Designs checkee forASCE 7-05 wintl at�120 mph,wind reactions'x Q56 witi atljust wind load reaclion to a speed of 90 mph(0.69
for 1�0 mph and'9.84 for 110 mph).All other coefficients remain the same as shown.
71)SPF No2 and SYPNo.3 can be subsliWted for SPF Stud'Grade matenal(ROOf tmsses only).
LOAOCASE(S) I,IAR O ( �OI�
1)Snow:Lumber Increase=1.15;Plale Increase=1.15
Continued on page 2
Q WAeNING V fu d 9 n �� d RFwD lNTES ON 13/f5 ANU IM LUDED IO1EX REFERFJrCR PdGE iDf]6T3 HEFORE IISE , � .
D g fG t use N �h�1 k o eci !M1 �vg basetl onry po pa a t sliowp tl i 'rd rf I b Jd g� mpo 1
APPficabil ry �Oevgn P 1 � � a p Per �P aY � po n� �esP til ry I� I4 9 tl 9 1 t tlesg B g shown ������
- f lo� ISUppy�O� tl W I b Tb¢ � Iy.AtltlM1 II p ryb gt est �Ilfyd 9 51 fro 61M1e SpJnvblltyo��M1a ���i�
e 1 .Atldt
alp �b�an9 ��� � OII �m � t� �Mp�n bliy ��h b Itli 9tl Bne[FOigen algutlance�¢gartlng � �' "
-b' 0 'q ��M1/ id IW ge tl Lvery �eCt antld g<Onvtl pN51RP�10ua11p Ctlhtla,02B�89oM6C51BuAEItgCemponeM 918WUn4iltlaRaetl
SalehlnlormaXOn av6lableM1Omim Platelmf�ule,201N L e5heal.SOi� 312 Alexontlna;VA41314 Etlenbn.NC2]932
.,,e....w..e�in Fen. .n.<� .,d;i�:..,...n on.a aiv
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Job Tmss TmssType aN P�Y
E64�5992
ORDERS EA-98690 COMN � �
Job Reference o tional
� NVRHOmes.X:". •'� "��" "" .....• .°•`�• . "...'•° .. . ••"T°•::- '-.�'•-"' - '��%WSJan252012MRek.lntlusln>s.�lna_ToeJU10316 19 54 2012Pa9e2 _..i,.=,._.
.. . . . . - .. . .,.-
. . IO:ZZ6cyWIHDmkQtoSWiW7LfjzkwN-yl1EFLnOSq?OftbBg�8JlWzqvFU9U8b2kMiptlUz?kUJ
LOAD CASE(5)
Uniform Loads(DI�
Ven:144=-20.7445=fi0.9-05=-20,1-5=-8Q 5-10=-80
2) Unbal.Snow-Left:Wmber Increase=1.15 Plate Increase=1.15
Uniform Loads(pIQ
Vert:1'-14=-Z0.�1415=60.9-15=-20.7-16=-80,5-1fi=424,5-1�=38
3)Unbaf.Snow-RighP.Lumber Increase=�.�5,Plate Increase=l.t 5
Uniform Loads(pl�
Ved:1-14=-20.1445=-fi0.9d5=-20.L5=-38.5-17=-122,1�-17=-80
4) IBC BC Live:Lumberincrease=L25,Plate Increase=125
Unifortn Loatls(pin
VeM1:1-9=-40.L5=-20.510=-20
5) GC Wintl:Wmbe�Increase=i.fiQ�Plate Increase=l 60
Uniform Loads(pIQ
VeA:t-9=-12.i-5=40,S9=4a.310=67
Haar 1-5--52.5-9=52.94�=79
6) MWFRS Wind Left:Wmber Increasa=t.60,Plate Inc�ease=l b�
Uniform Loads(pl�
Vert:1-9=-12.1-5=-17,5-9=25.9-10=75
Horz:1-5=5,59=37,9-10=27
7) MWFRS Wine�Rig�C Lumber Increase=l:fi0,Plate Increase=l 60
Unifortn Loatls(pifj .
Vert'.1-9=-12.1-5=25.5-9=47,9-70=9
Hoa:1-5=37,59=-5,9-10=21
8) MWFRS tst Wind'ParalleC Wmber Increase=1.60,Plate Increa5e=1.60 �
Uniform Loads(pl� '
Vert:1-9=.12,1-5=43,5-9=2Q.9-10=18
Horz:7-5-55,5-9=38,9-t0=30
� 9) MWFRS 2nd Wind�?arallel:Lumber Increase=1.60,Plate Increase=1.60
Uniform�LOaCS(pl�
Vert:1-9=-12,1-5=26,5-9=43.9-10=65
Ho2:1-5=-38,5-9=55,9-10=77
10) MWPRS 3rd Wind PardlleC Wmber Increase=l.6Q Plate Increase=1.60
Uniform Loads(pl�
Vert 1-9=-12.1-5=19:5-9=12,9-10=4
Norz:L5=-31,5-9=24,9-70=1fi
11) MWFRS 4lh Wind Parallel:Lumber Increase=1.60,Plate Increase=t.60
Uniform Loads(pl�-
VeR 1-9=d2.1-5=12,5-9=19,9-10=41
Horz:1-5=24,5-9=31,9-10=53
12) IBC Snow on Ovarhangs:Lumber Increase=1.15,Plate Increa5e=1.15
Uniform Loatls(pl�,
Vert'1-9=-10,1-5=2q 5-9=-20,9-10=-80
�WARMNG VenfU d a �n�md nd REAl)MQIES pN SNfS dN0(hCI UOFD A44EK HEFERFNCE PAG6 NII l4T3 HFFUNE[�L. i y-��.: v',er�
� g Gdf N ��MTk 1 .ib tl 9 baied IY Oo Fa �t h M' I iM W Ibla 9 P ^� ������
hppG btlry ftl sg po 1 nCprop �aPa fo ot po rt po blry Ib Ia ga g - �� �d g ��B g hown
' I bi I ppo0 ilntl Itl I Bb be N��hddf If p pW ' 9t est DJrytlV g ihu 1 Iti p stilliyotthe
erecror.-Atldlonalpem�anenibrocirgo�t�eovem�xlrvcNre'¢�heresponsti�No��M1eboiltl 9tleignecPorBe eral9�bonce�egortling � � ��
�abnca�ion.qvali�yronlld,s�o�age;tlelivery,e�ecfionantlbmcing,consul' pN31/IPITpualMCtlbtlo,�58-B9cnEBC51BMtlIngCOmponeM �81BSOU0M1Si]eRwd
Salery InlormaMOn.aJailo�le fmm irvzs Plate Irrs�ifo�e.281 N.Lee Siree�,SuBe 314.Nezontlna:Vq 9Y31d. '
w 4C li �l.v1��c�r1�a��nvaMV.ai��Fn.neAe�.iuM(N ]I1lZ i1 V EdBn�On.NC2]932
. .
,
. .
Job Tmss Truss Type �H P�Y E64]5993
ORDERS EA-98691 COMN � �
J b R f ( oti I)
L - � 7.250 s Jan 252012 MRek IntlusVies,Inc. Tue Ju10316:�9'S5 2012 Page i
_'_-_'=NVRHomes.%..�_ _. . ..:-�-.. . ,�..s:......� .:.:._.-z-�.-..... ... _..... __.�.,... _ _,.. ... .
� ' ID:Zz�2y'`NWDmk�kSWtW7LfjikviN-QgntlY71jbJ81�LF36eGFZV?xfqPD�.3zC..H9r�?6J - -- • • --
Sl-] 10-9-T 15-11-8 � 2Lb9 263-9 31-11-0
S].] S24 S24 �2-1 S24 S]-]
Thistruss design assumes t�e use of SoulhemPine lumher values Scaie=1at0
thal were published in Ihe 2005NDS and pnoi.to lhe updated and 6xs �
lower vales adoptedby ALSC.on June t,2012. This is being done
expllciHy al the direction of Frenk Avbel;PE,En9ineer of Record s
forlhe projecc.
e.oa iz
3x4.II 16 3x6 II
15 6
4
3r4�i
3z6 � 3x6 O
3x4 O �
3 0
2 '
9
� ��Io
� 12 13 11 14 �� 4xfi ° o
4x6= - 3x6 II
fix8= 4x6 = 6x9-
3z6 II 3xfi �I 3x6 I�
10.&] 21-t-9 3141-0
10.9-� 10-0.t f0-9-]
PI I OR t (XYl' IS�D370-3-01 110t�4-80.0-81 f1103-03-0-71I12'�180081
LOADING (psQ SPACING 2-0-0 CSI UEfL in (loc) I/defl Ud PLATES GRIP
TCLL 30.0 plateslncrease 1.15 TC 0.60 VeM1(lL) -02310d2 >999 3fi0 MT2� 1W/144�
(RoofSnow=30.0) Lumberincrease 1.15 BC 0.55 Vetl(TL) -0.3410-t2 >999 240
TCDL 10.0 Rep Stress Incr VES WB 0.58 Hoa(TL) 0.�6 9 n/a n/a
BCLL 4-0 '� �de,IRC2009/TPI2007 (Matrix) Wintl(LL) O.W 1-12 >999 240 WeighC2351b FT=S%
BCOL 10.0
LUMBER BRAQNG
TOP GHORD �2%4 SYP No2 TOP CHORD SWCNraI wood sheathing tllrectly applied or 3-4-9 oc pudins.
BOT CHORD 2 X 6 SVP No2'FxcepC BOT CHORD RigiC ceiling direclly applied or 10-0-0 oc bracing.
10-12:2 X 10 SVP No2. WEBS 1 Row at midpt Sd2,5-10
WE85 2X4SPFSWtl'EzcepP
5-12,5-10:2 X4 SYP No.3 or SPF No2
REACTIONS (Ib/size) 7=1fi93/0-3-8 (min.0-2-0),9=169310-3-8 (min.0-2-0)
Max�HOrz 1=�144(LC6)
Maz UpfRt 1=392(LC 8),9=-392(LC 9)
FORCES Qb)-M�imum Compression/Maximum Tension
TOP CHORD 1-2=-2602/714.2-3=-2243/620,34=-2t23/652,4-15=-2246/84fi,5 4 5=-21 2318�6,5-16=-2723/876,646=-2246/846,
6 7=-2723/652,7-8--2243/620.8 9 2602014 � � ,
BOT CHORD 1 12=-5fi7/2034.12-13=-113/1293 17 13 -.11317293.1144=11311293.10-14=413/1293.940=�71/2034 . � ' _
WEBS 4-12=53]/371,6-10=5371371,2-12 328/305,5-12=-476/1204,570=474/1206,840=-328/305 �'\� . `.����'<�
� ;-
NOTES (9-10) � �
1)Wintl:ASCE-�-OS;120mph;TCDC=6.Opsf;BC�L 6.Opsf;h=25ft;Cat II;Exp B',enclosed;.MWPRS Qow-rise)gable end zone and =
GC EMenor(2)zone;�cantilever left and�nght exposed;FC tor members and forces8 MVJFftS for reactions shown;Wmber , _
DOL=1.60placegnpDOL=1.60 � �� (':�
2)TGIL:ASCE 7-05,Pf=30Dpsf(flafroof snow);Category II;Exp B;Partialty Exp.;Ct=1.t �� � - �, _
3)Unbalanced snow loads have baen consiEered for this Eesign. '-'°'�-�
4).This truss has been tleslgnetl for a 10 0 psfbottom chortl live load nonconcurrent with any other.live loatls.
5)'This Wss has been tlesigned for a Irve loatl of 20.Opsf on the boHOm chord in all areas where a rectangle 3-6A talPby 2-0-0 wide ",., � .,,�
will ft belween the bottorri chortl and any other members,with 6CDL=tO.Opsf ��:_ - '�
6)Providemechanical cronnection(by others)of tmss�o bearing plate capablebf withstanding 3921b uplik at joint 1 and 392 Ib uplifl ,j � � , `
etJolnt9. � �
_7)This[mss is designeE In accoNance with the 20091ntemational ResiCerttial Code secfions R502.11.1 anC R802:t02 antl -_J '��!j(��r i _ - -
referenced standartl ANSI/rPl 1.
8)'Semi-ngid pitchGreaks with fxetl heels"Member end fzity motlel was usetl in the analysis and design of lhis truss. ��) �
9)Designs checked tor ASCE 7-OS wind al 120 mph,wind reactlons x 0.56 will adjust wintl loatl reaction�ro a speed of 90 mp�(O.fiB �-
for 100 mph and 0.84 for�110�mph):Ai�otFer coeNcients remain lhe same as shown.
10)SPF No2 antl SVP No.3 qn Ce substiNteQfor SPF Stutl G�ade matenal(ROof Irusses only).
LOAD CASE(S)
1)Snow:Lumberincrease=1.15PIatelncrease=1.15 ��1AR 0 7 2�13
Unrform Loads(pl�
Vert:1-13=20.13-t4=-60,9-14=-20,1-5=80:5-9=-BO
ConUnuedbn pa9e 2 -
Q{pARh'ING Ven{y�f 0�➢� d ndRFdD N01ES��NTHISdNU IM:LUDED MI]EKRP3'FRFNCE PAGE MI]4�3'AFFORb 15B ������
p g ali0favsa N ��Mi kco cim"ID Oe g b tlonly po paro 1 sM1 tl' f an tl a Ib dd' g po nf.
qppl bify �Ce g po et�isadryoP capwa� o� p � spo blryo�b Idrgtl g r ot� d 9 rB gs�own
falote I PPwt f tl d alweb e be o Iy,Atld� If - p ry�crigto ra f blrytl -g orufru iw fhe spo blliryof��e � �
� qdCton Ip nibrac g i1M1 o�� Isf � IM1erespo bFfy tiM1 tiuiMrgtl 9n .FOrH�,emlgutla r 9 rd�9�
Ib �o a IiryconVdsbmgedf ry tiodrMN Ing' cwWf ANRpP11QUaIlYCtlkrla,D5B�89o�MlCSIBUOeIngCOmpoMnt BtBSOUndsldeRoae
$oleN���o�maHOn avaloblehomiussGlatelNitWe;481KL St 15 t 31RAIeo�Mna.VA4211<. Etlenlon,MC4l93P
IfWr+�n�nCwV`MmF�eia �lMr �rl�a"' o�Fna��.�e��wKllt )(�13 d1V
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1.
Job Tmss TrussType Qh' P�Y E6475993
OR�ERS EA-98691 COMN � �
Job Reference o tional .
.3..,. ._. .-" _ ' _'_� . '.,.".___—_ �___`- .. . _ —_..
NVR Homes,X' ' - T - - 7250 s'Jan 25 2G12 M ich h Uusine3,;��"-��e JWG34G 10'u6201YPzge 2.• . ..,. < ..
. ID Zi6cyW:HDmk�foSWtWTLfjzkwNAgntlYTljWg�DLF3iieGRZV?aiqPDb48zOSN9az?kUl
LOAD CASE(S)
p) llntial.Snow-Left:Wmber Increase=1.15,Pla�e Increase=1.15
Uniform Loatls(pl�
Vert:1-13=20,i&14=60,9-14=-20,1-15=-80,5-15=-122,5-9=38
3)Unbal.5now-Right Lumber Increase=1.15,Plate,Increase=1.15
Uniform Loads(pIQ
Vert:t-73=-20,73-74=-60,9-14=20,1-5=-3$5-16=422,9-16=-80
A) IBC BC Live:Lumbe�Increase=l-25,Plate Increase=125
Uniform Laids(pl�
.Veh:7-9=-0Q.1-5=-20,5-9=20
5) GC Wind Lumber Increase=l.fi0,Plate Increase=1.60
Uniform Loatls(pl�
Vert'1-9=42,1-5=40.5-9=40
Ho¢1-5=-52.5-9=52
6) MWFRS Wind�Ceft:Lumber Increase=1.60,�Plate Increase=t.60
Un'rform Loads(plf)
Vert:i-9=-12;1"5="77,5-9=25
Hoa:1-5=5,5-9=37
7) MWFRS WinG�Right Lumber Increase=1.60,Plate Increase=l,fi0
Uniform Loads(pl�
beh 1'-9=-12,�.1-5=25.5-9=-17
Horz'��1-5=37,5-9=5
8) MWFRS 1sDWind Parallel:Lumber Increase=1.60,�PIa�e Increase=1.60
Uniform Loads(pl�
Ved'.1-9=-12;1-5=43,5-9=26
Horz:1-5=55,5-9=38
9) MWFRS 2nd Wind Parallel:Lumber Increase=1.60,Pla�e Increase=1.60
Uniform Loads(pl�
Vert�-9=-11;1-5=26,5-9=43
Horz:1-5=-38,5-9=55
10) MWFRS 3rd.Wind�PardlleC Wmber Increase=1.60,Plate Increase=1.60
Uniform Loads(pl�
Vert:1-9=-12,L5=19,5-9=12
Ho2:554-31,5-9=2§
71) MWFR54IhWind�ParelleCWmberincrease=l.fiO,Platelncrease=1.60 �
Uniform Loads(pl�
Vert:1-9=-12.1-5=12.5-9=19
Horz:1-5=-24,5-9=31 �
�aWARMNG V �4d o n � �dRFdOIlOTES�NTHfSAND1NCLUDFDIblEK�NF3'FJtS1X'EPdCEMfl4]�AFFOREL6B' :�i:•r:r���� .
D g Itl ior u ryw�M1 Ml k � iM1' d g ba d ly p p ! � R h ntl 510 on tl tl OI Itl' g pon f, se
APPI tiltY itl 9 Pd 1 a tlp per�oP 1 noi � �po e f 0 blbo�b Id 9d 9 � tt tl 9.e. 0 9 M1 wn na
f b1 rolwppM � d tl I eb bers ly Atltl10 I� 0 Nb in9 O sure � btllytl �gc0 hvCi 1� Sp0 �tillitY Rbe� ��
1 , Ndtlfion Ip - - iba g �t� atlzhoct �h po blry froeb ild gtl g ar.FO�g rrt Ig tlonce g tl' 9 �
( bn[ f -q Ify id]f roge�d I' ry c�ro� tlb cn9�COn511 pN51/IPll�u IHVCd�ed .DSE�Btantl6UIBuIItlingCOmponenl 8105oundtNeRoaE
SafelylnlormaXOn aaOblBhomi ssPlat¢IrtcM1Me.381N1e51fee1,5 '� 312AI an �;4V31<.. Edenlon(NC2]932
u�.MrMa � Fu1rh =tM1n�eello�t�vnM��f1 llli
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JoC� Truss TmssType Oy Py
E64]5994
ORDERS EA-96692 COMN 1 1
Job Reference(optionap
NVR Homes.X � �:. � '. � ,� , . �.?50 s Jan 252012 MiTek InCusines,Inc. Tue Ju1 03 16 19 55 2012 Page t
. ' �"" " . _�ZZ6cyJJtF�D..[g�c�(oSWtW7,�II�M+'iV-0gntlY]1jbJ81DLF3iieGRZV?RqODbrBZO5N9u?kUl
«..-..� _._'"�.. �. .:.s,�m--.+.�.-- -._....,___ . -_-�-...
` . 11 &]]. � 1�-9-1 � 1511-8 ^. .} 211�9 .I 263-9"-� 31-11-0 I . ._ _._�..- . ....
0-11 S]] S24 52.1 5 2-1 52-1 5-]-]
This truss design�assumes the use of.5outhem'Pina lumber values
thatwere published in the 2005 NOS and.pnortothe uptlated�arrcl bxb� Swie=t�1:�
lower vales adopted by ALSC on June 1,2012. ThiSisbein9 tlone
explicilly at the direc[ion of Frank AvbeI,PE,Engineer of Rewrd
forthe projecL 6 ��
800 f2
3x4 �I yq II
16 �
5
3x6 i 3xA i
3x6 O 3xfi �
6 8
3 9
10
.,q�.2 - �To
4x6° 13 14 12 15 11 az6=
6z9 = 3x6 I I fixe=
6xfi= 3x6 I I
3x6 II 3x6 II
10-9-1 21-1-9 31-01-0
A0.9-1 164.1 10-&]
PlateOffsets(%Y)'� f6:0-3-70�3-0� �11:0-i-80-0-81112:0-3-03-0-7�"�f�3:�4-80-0-8�
LOADING (pstj SPACING �2-0-0 CSI �EFL in (IOCJ I/tleA Vd PLATES GRIP
TCL �,0 p�ateslncrease 1.15 TC 0.62 Vert(LL) -D23 17-73 >999 �3fi0 MT20 1W/144
(ROOf Snow=30:�) Lumber Increau 1.15 BC 0.55 VertQL) -0.34 i i-13 >999 240
TC�L 10.0 RepStresslncr YES WB 0.59 HorzRq 0.06 -ID n/a Na
BCLL 0.0 ' CodeIRC2009l�PI2007 (MaMx) Wnd(LL) 0.0910-ii >999 240 WeighC2361b FT=S%
BCCL 100
LIIMBER BRACING
TOP CHOR� 2 X 4 SVP No2 TOP CHORD Slmctural wood sheathing directly apPlied or 33-02 oc purlins.
BOT CHORD 2 X 6 SVP No2'ExcepP- BOT CHORO Rigid ceiling Eirectly applied or 10-�-0 oc bracing.
11-13:2 X 10 SYP No2 WEBS 1-Row at mitlpt 6-13,6-11
WEBS 2 X4 SPF Stad'EzcepC
6-73,6-11:2 X G SYP Na.3 or SPF No2
REACTIONS Qb/size) 2=1781/03-8 (min.0-23),10=1691/0-3-8 (min.0-2-0)
Max Hoa 2�SB�LC 7)
Maz Up�itl 2=-064(LC 8),70=391(LC 9)
FORCES (Ib)-MaximumCompression/MaximumTension
TOP CHORD 1�-2=0/37,2-3=-2594/705,3-4=-2236/613,4-5=-211]/645,5-ifi=-2239/839,646=-2117/870,617=2121/874,
747=-2243/843,7-8=-2121/650,e'9='2241/618,310=-2fi00f712 ,.
BOTCHORO 2-73=-559/2026.13-04=-110/1291.72-14=-010/1291,12-15=11�/1291.i1-05=-110/1291,t0-11=-469l2032 .,`;:`��•'�:
WEBS 5-13=538/373,7-17=550/377,3-13=324/301,6-03=�67/1198,fi-11=-075/7219,9-11=-326/305 ,, ����.�.--�� '�'/,
NOTES (10.1t) �i .�
. -: "� �. ��L
i)WinG:ASCE�-O5;120mph;TCDL=6.Opsf;BGDL=6.Opsi;h=25ft;Cat.II;Enp B;enclosed;MWFRS Qow-nse)gable and zone and - .
GC Exfenor(2)zone;cantilever lett antl nght exposeC jGC for members�and forces 8 MWFRS{or reactions shown;Lumber
�OL=t.60 plale gnp DOL=1��.60 ,,,
2)TCLL:ASCE7-OS Pf=30Apsf(9a[roof snow);Category II;Ezp B;Partially Exp.;Cri.1 �.'� '�'�� '
3) UnbalanceE snow loatls have been considere�for this design: "'� -
4)This�tniss has been designed for 9realer of min rooi live load oi 16.0 psi or 1.00 times ilat roof load of 30.0 psf on overhangs - ' � � '
mo-concurtent with other liva loads. � !
5)7his fmss has been des'gned fora 10.0 psf bottom chord live_load nomm�curt�n�with any other live loatls, �' ��
6)"This Wss has been designed for a live loatl 6f 20 Opsf on lhe botlom chortl in all areas where a rectangla 3-6-0 tall by 2-0-0 wide ',`,� - �--
will ft behveen lhe bottom chord and any olher members,with BCOL'=10.Opsf. ���/; ::.p �'i��� _
7)Pmvide mechanical connection(by others)of tmss[o bearing p'ate capable of withsWnding 4641b uplift at joint 2 and 391 IC uplifl '��j � � � �--"'��
at�omt t0.
�-8)Thislmss�isdesignedinaccordancewitFlfie20091ntemational'ResidentiafGOdesec[ionsR502:11:1"an0'R802:tOTand��� -
referenceE standartl ANSI/TPI'1
9)'Semi-ngitl pitchbreaks with�fxed heels'Member end fxity.motlel was vsea in ihe anarysis and design of�his Wss.
10)Oesigns checked for ASCE 7-05 wind at 720 mph'wind ieactions x 0.56 will adjust wind load reaction to a speed of 90 mph(0.69
for 100 mph and 0.84 fon110 mph).Allblher coeffcients remain tfie same as shown.
i i)SPF No2 and SVP No.3 can be substituted for SPFStutl Giade material(ROOf Wsses only). �`��� �� �� �„I �i
LOAD CASE(5) LI
1)Snaw:Lumber Increase=1.15,Plate Increase=1.15
Continued on page 2
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recta.Addifiond permanent bmcing ol t�e ovemll s(mcfure¢iF�e responvbi4N of Me btiilding designec Fwgelrerd gu:Gaz iegwdvig �ti� ^���� ��.�
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SalerylnlormaXOn o IadahomimssPit InsliWte.4BINL �Shee�:SUJe31Y:PIeeantlna.VA4]316. E4emm�,NC29933
Minn �nCiw4Dl4xnFar-<wilMr���Auvi-n et�na��A�rri.hMl1 )�lli lIV
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.lo� Truss Tmss Type �ry P�Y
E6475994
OR�ERS EA-98692 COMN 1 1
Job Relerence o tlonal
-' .'.-NVHMOmes.X ` . ..•.Y'^—'-. "— - _ ._ . . .,�,.-_ , ,._ . ,��x;.;:250 Ja�_G?01�MTeklntlustrizs.lna T!�eJo103:16:19:552012 Page2 , _. , .
' ' • � ~ �ID:ZZ6cyWIH�mkafo5W�W7LfjzkwiV-agntlYlljbJBIDLF3iieGRZV?HqODbrBZO5N9xz?kUl
LOAO GASE(S�
Unifarm Loads(pl�
Vert'2-14=-20,1415=-60,10-15=-2Q.1-6=-80,6-10=-80
2) Unbal.Snow-Left:Wmbe�Increa5e=1J5,Pla[e Increase=1.15
Unifortn Loatls(plfl
Vert 2-14=-20,14-15=-60,10-15=20,bt6=80,6-16=422,6-10=-38
3) Unbal.Snow-RighCiumber Increase=7.15,Plate Increase=1.15
Uni(orm loads(pl�
Vert:244=-20,14-15=-60,7045=-20,L6=-38,6-17=-124,10-17=80
4) 18C BC live:Lumber Increase=125,Pla�e Increase=1.25
llniform LoaCS(pl� �
. Veh:2-10=-40,1-6=-20.6t0=-20
5)GC Windiumber Increase=1.60,Plate Increase=1�.60
Uniform LoaES(pl�
Verti 240=42,1-2=67,2'6=40,6-10=40
Hoa:1-2=-79,2-6=-52;�6-10=52
fi) MWFRS Wind Left:Lumber Increase=1.60,Plate Increase=1.60
UniformLoads(pl� �
Veh:2-10=12.1-2=9.2-6=-17.640=25
Ho¢:1-2=-21.2-6=5.:6-10=37�
7)MWFRS Wintl Righ�:Lurtiber Increasa=1�.60,Plate Increase=1.60
Uniform Loads(pl�
Ve r�:24 0=4 2,.L2=15:2-6=25.64 0=-17
HarzLi-2=-27.2-6=37,6-10=-5
g) MWFR51st Wind Parallel:Lumber Increase=1.60,Plate Increase=1.60
Uniform Loads(pin
Vert:2-10=42,1-2=65,2-6=43,6-10=26
Hoa:1-2=-77,2-6=-55,6-10=38
9) MWFRS 2n4 Wintl Pa211eC W mber Increase=1.60,Plate Increase=1.60
UnHorm loads(pl�
Vert:2-10=72,L2=78,2-6=26,6-70=43
HOrz:1:2=-30,2$=-38,6-10=55
10) MWFRS 3rd Wind Parallel:Lumber Increase=l 60,Plate Increase=t60
Uniform Loads(pl�
V e rt:2,10=-12.1-2=41.2-fi=t 9.6 4 0=12
H02 1-2=-53;2-6=31.6-00=24
11) MWFRS 4th Wind Parallel:Lumber Increase=1.60,Plate Increase=1.60
Uniform Loads(pl�
�Ver�i 2,10=-12,1-2=4,2-6=12.640=19
�Horz:i-2=t6;2-6=-24,6-10=31
12) IBC Snow on Overhangs Wmber Increase=1.15,Plate Increase=1.15 �
Uniform Loads(pIQ
Vert:2-10=-20.1"2=-80,2"B='20,640=-20
/�' . . _. __. . :r i . . _ .
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Job
Truss 7NssType �ty P�Y E6V1869
ORDERS' . . 'EA-98693 . . . SPEG.. _. . , �- . � � b R i¢srencE_I .
���_.._�__._. ._ _�_� _ . .:.- . .�„_. _ ._�___ .. .
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NVRHOmes,% � „ID:ZZ6c/WtMpmkINoSWtN'1LfjzkwiY-094sevYySquDDePozKZmkSU(y8?OOpZVWOF24CyU9oq
ti11b � t&Y9 � 4t< 39'SU .3t-11-03-1
�� 8A15 . S}�2 2d-0 0.11
0.11 BA15 ]-10.9 3A64 ' S312
Srale=1:83 4
6x0�
8.�0 12 5
3x4 ��
6
3x6 d 20 ��
3x6� a. 6xH��
3 �
3z4 �I
8
9
"�i� 4 t3 � I�4
exiz=
0 6x8 II 22 �81] 23 16 15 3x4 II Sx10� 11
3x6= AcB = 3x6 = 8�0 t2 10x4 =
3x4 I� 3x6 I� 4'8�
3xA°
31-11 0
�- I 24W IDA11 �
,Q�].f11 0 11 11 0-6-41 f1201700121 f120 t 028� —
p�y( pryseGSlXYI. f�-3$Ed 1 f5'OS70-3-01 f/0-3-0U3-�1 19015 2
tOADING(psf) gppplNG 2-0-0 C51 DEFL in (loc) I/defl L/d PLATES GRIP
TCLL Z3-� Plateslncrease 1.15 TC 091 VeA(lL) -02212-73 >999 360 MT20 197/144
(Ground Snow=30.0) �umber.lncrease 1.�5 BC 0.87 VertQL) -0.5312-13 >71� Z4�
TC�L ���� RepStresslncr YES `N6 0.84 Horz(TL) 029 9 Na n/a
BCLI. ��4 � CodeIRC2009RP12007 (Malrix) Wintl(LL) 02412-03 >999 240 Weight:1971b FT=S%
BCD � �
LUMBER BRACING
TOP CHORD 2 X 4 SVP No.YExcept' TOP CHORD SWC�urel wood sheathing directly applied.
4-5:2 X 4 SYP No2D BOT CHORD Rigid ceiling tlirec0y applied or 6-0-0 oc b2cing. ExcepC.
1 Row at midpt 6-14
BOT CHORD 2 X 4 SvP No2'ExcepY y�Egs iROw at mitlpt 3-ifi
9-11:2 X 8 SYP No2,t 142�2 X 8 SVP No.i D .
WEBS 2 X 4 SPF SNtl'EZCept' MiTek iecommends Ihat Stabillzers anE requireG cross bracing
5-76:2 X 4 SVP No3or SPP No2 be installed tlunng tmss erection,in accordance with Stabilizer
WEOGE II t 'd�
Left:2�X 4 SPF SWtl
REACTIONS (Ib/size) 9=1278/03-8 (min.0-7-11),2=135610-38 (min.0-1-11) This Wu design assumes the use ot Southem Pine lumber values
Maa Hoa 2=449(LC 7) that were publishe0 m Ihe 2005 NDS and prior to the updated and
MazUplift9=4fi3(LCi0j,2=a63(LC9) _ IowervalesatloD�ed-0yALSConJUne�1,20�2. Thisisbeingdone
Maa Grav 9=1435(LC 2).2=1435(LC 2) explicitly at the tlirection of Frenk Avbel.PE,Engineerof Record
for Ne projecL ..
FORGES Qb)-MaximumCOmpression/MaximumTension ����'�'�� _ _
TOP CHORD 1-2=0127,23=3026/657.3-0=1380/561,4-20=-1244/580,520=-1215/608,5-6=-0583/796,6-21=4540l664, t_ �:..; _
1-21=1689/631,��=3763A28],8-9=d055/1144.9-10=N34 � �
BOT CHORD 2-22=-463/1551,18-22=-463/1551,17-18=-063/1551�,17-23=463/1551,16-23=-063/t551,15-16=-06/61,
9-11=-817l3163.11-12=-832l3301,13-04=-399/1fl91,12-03=400/1893,74-05=10/5,644=337/257
WEBS 3-18=01372.3-16 -728/456.5-76--765/255,842=2/303,743=0/308.7-t2=-576/1558.7-14=754/375.14-16=51/100.7 _
.514=-010/1179 r ..
JOINT STRESS INDEX .
2=0.87,2=Q�0,3=0.48,4=065,5=0.60,6=023,7=0.ffi,8=026,9=0.89,11=0.64,12=090,12=044,13=02614 054,15 018'16=06717 09fi;_18
=026and19=026 lo'l�{ji�"' `-
C,�
NOTES (1&13) ��~� -� � '
1)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat II;Ezp B:endosetl;MWFRS Qow-dse)9able entl zone antl C C ;� �;;: ` -�
Ezlerior(2jzone;cantileverlefi-antl�righlezposed;GCfor.membersantliorces&MWFRSforreactionsshown;WmberDOL_t.60 '�l;;�.� ..;�����
piate grip DOL=1.60 �
2)TCLL:ASCE 7-05;Pg=30.0 psf(ground snow);Ps=23.1 psf(roof snow);Calegory II�,Ezp B;Partially Exp.;Ct=1.i
3)Roof design snow load has�een�retluced ro accountfor slope.
4)Unbalanced snow loaas have been consideied for this design.
5)This truss has been designetl for grez[er.ot mirvroof live ioad of 16.0 psf or 1.00 limes Oat rwf loatl of 23.1 psf on overhangs
non-conwnenl with otherJive loads. �
6)This tmss has been designed.for basic loadcombinations,which.inGude cases wi[h retluctions for multiple concurtent live loads. �',�A R U � L��
7)This tmss has been designetl for a tOApstbottom chord live loaa nonconcurtent with any other live loads.
Contlnued on page 2
�p yn a tl in use ry��ro Miia ara d rs iM1S 0�b�sed�r1yN�i15 A!ID;�'LIIDFy AIISFX�REFERfihCE�Pd�G�E�llf�T3 BFFURF,L5F_ ������
AppRCObility o�tle gn pa a e�ers tl proper cnPa � i W^e � ?PO ti Ity i�Id g tle igne Ot t s E g e g shown
' ( flale�OlwPW� 1' dvpualw b bars nIY.Adtl� I� mPa N� CnglOimU! tObl�ydotln9c hV 1 ih p0 �dIIHYd�Fe
clw�Atldtlo Ip rtn enibm g if� veroll t et fierespo tifNoi�hebub gtl gne�Fw9 namlgutloncer9egotlng g�85ountlsWeROatl
f bnmlwn qualry f f�Omge tlef ry �ectqn 0 bNC ng,corvull� pNSIRP���ua0p CtlKda.USB BY entl 9CSIBUlltlln Cemponenf Edenloq NC 2I93P
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Crotl� iM�M1�Aei M
. ,
Job Tmss Tmss Type pty Ply
E61]1869
Oft�ERS EA-98693 SPEC 7 �
��F R€re_ n CnNionaU
NVR Homes,X �]2W s Aug 25 2011 M7ek Intlustries,Inc. Wcd Oct 1213:03'0520�i Page 2
.._ ....-�- _ ..-:�,. .y_,,,,� .- .,.. -_ __'_.. ".....___.,,..._._:-- , . .. . _:_IPZZEc%WtFIDmkOfoSWroNLIRk,dV-C94sevVY54uDCC-tiziC�mkSiXYG^G p�vWGF_.�U90
NOTES ' (7243) • - � G.�-...T���.
8)'This Imss has�een designed for a live load af 20.Opsf on lhe bottom chortl in all areas where a recfangle 3-6-�tall by 2-0-0 wide wil{ft between the boitom chord antl any
other members;with B W L=�10.Opsf. �
9)Provide mechanical conneclion(by others)of Uuss lobearing piate capable of withstanding d631b uplitt atjoint 9 and 4631b uplift atjoint 2.
10)This tmss is designad�in accordance with tlie 20091ntemational Residential Code sections R502.71.i.and R802:10.2 and referenced standard AN51lfPl�i.
i i)'Semi-rigitl pitchbreaks with fixed heels"Member enC fxiry model was used in the analysis and designbf tfiis�tmss.
12)�esigns checked for ASCE 7-05 wind at t20 mph,wind reacE.ons x 0.56 will adjust wind loatl reaMion to a speeE of 90 mph(0.69 for 100 mph and 0.H4 for 110 mph).All
other coeffcients remain t�e same as shown.
13)SPF No2 antl SYP No.3 can be substituted for SPF Stud Grade malerial(Roof Wsses only).
LOAD CASE(S) Standard
A WdRMNG Venfu� O � �� d READ N01ES ON INfS M'D)NCLUDFlI Mf]TJ(XE£ERSNGE PdGE Ml�cT3 BFFORE USE. .:�.:��.N..�i,v
De g Itlfo o ry tM1A4i k � :lti tl g b tl ry po p ( 5h tl f 'nd tl Ib tlQ g ponanl ������
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el b I pportof d tl I b Iy.Atltlt I1 p� ryb gt restablhtl g hot ih po bllf �t�e
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Sale�ylnlartnoMOn avalobkhomlmsPblelnzPoU�e481N,LeeS��ee15uI�C3lHqle[an4nO.VA44J16. 8185ou0MiJeROeE
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, .
Jo6 Tmss TmssType Oty Ply
E6111B]0
ORDERS EA-98694 SPEC 1 1
Job Reference(aolionaU
�NVfi Homes,X, , . �25�s Aug 25 2011 MiTek Intlusfries,Inc Wed Ocf 1213:039620'11 Page 1
' ' "' � "' ' IOZz6 WIHDmkCHoSW��IIZMHiV IeFrRas]04m nX2U?HlphnbLElGo3k2 cce U90
. ....i*'-Q`. . ,�-..—.� .�... .. ._. ._ _ ._.:..r_ .. ..- _ _,-� ._. . . . �Y 1 9 _ . 9 _ .Y...F__"_ . _
e.w5 �sna i&s-a" •.2tr'.a•-��^ .•z�s.o"'4���t n-oa iga _ _-:. -
� ' aais ... �-ro.s � aio-o �•^ sa�z. � .sa�s � asn an-0 _ :
4xB��� S�ale=1:925
8.00 12
4
3x4 I�
5
3x6 i �9 ��
3x6� 3 6xB�
� fi
9x4 II
]
� 8
� 3 1] �� 9 �d�8
8x12=
OxB II 21 �� i6 22 15 14 3v4 II Sa10� 10
3x6= 4xB= 3x4=
3xa II 8.00�t2 tOr12°
� 3s4 �� 4x8��
3x4 =
31-11-0
80�15 Stfd iP4H 36f; ]BSO $d�B.11
M-5 I '1-1�9 I ) S11> � S� ).1.5 �
PI t Off� t IXNl' fi'038Ed 1�f4'0-510-2-0],f6�0-3A03-01 f8'0-0-50-2-�I f10'0-ii-t10-6A1 [11'0-0-7-0-0-121 fN'0.2-120-2�]
LOADING(psn SPApNG 2-0-0 CSI DEFL in (lac) I/defl L/tl PLATES GRIP
TCLL 23.1 pla[esincrease 1.15 TC 0.91 Vert(LL) -02211-02 >999 360 MT20 197/144
(GmundSnow=30.0) Lumberincrease L15 BC 0.87 Vert(TL) -0.531142 »t6 240
7COL �f0.0 RepStresslncr VES WB 0.86 Hoa(TL� 029 8 n/a Na
BCLL 0.0 ` Code IRC2009(TPt2007 (Matnx) Wind(LL) 025 1142 >999 240 WeighC 1961b FT=SYo
BWL 10.0
LUMBER BR4CING
TOP CHORD 2 X 4 SYP No.YEacepN TOP CHORD Structural wootl sheathing directly applietl.
3-4:2 X 4 SVP No2D 80T CHORD Rigid ceiling directly applieC or 6-0-0 oc bracing. Excepf
BOT CHORD 2 X G SVP.No2'FxcepC 1 Row at mitlpL 5-13
B-10:2X8SYPNo2,10-11:2XfiSYPNo.1D WEBS 1Rowatmidpt 245
WEBS 2 X 4 SPF Stud'ExcepP MiTekrecommends that Stabllizers and required cross bracing
4-15:2 X 4 SYP No.3 or SPP No2 be instalied tluring Vuss erection,in accoMance with Stabilizer
WE�GE Ins�l'III41LOU tle
Letl'.2 X d SPF SNtl
REAGTIONS (Ib/size) 8=1279/03-8 (min.0-1-01);1=7295/0-3-8 (min.0-1-10) ThistrussdesignassumeslheuseofSouthemPinelumbervalues
Maz�Horz 1=458(LC 7j thal wera publishetl in the 2005 NDS and prior to the updated and
Nax UpliftB=463(LC�10),1=391(LC 9) lower vales adopted�by ALSC on June 1,2012. This is being tlone
Max Grav 8=1436(LC 2),1=1362(LC 2) explicftly at Ne direction of Rank Avbel;PE,Engineer of Record
� � forthe prqect.
FORCES Qb)-Maximum Compression/Maximum Tension
TOP CHORO 1-2=-2033/666;23=-13ffi/563;3-79=-1246/583,479=1217/6t0,45=1586/797,5-20=4535/667,6-20=1fi92l633, � ,�..�!;�, '�
6-7=-37fi7/1291.]-8=A059/1148,8-8=0/34
BOT CHORD 1-21=-47y1558,.17-21=Ji72/1558,i6-17=-072/1558,1632=-472ry558,15-22=�477J�558,14-15=-47/67, ` , "
8d0=$20/3766,10-11=F836I3304,12-73=402/1899,11-02=-402/1895,13-t4=4 V6,5-73=320/251 `-��`�
WEBS 2-17=0/374�2-15=733l464;445=d67/256;�-11=-2/303,6-12=0/308,6-11=-577/1559,643=]54l375,1&15=-52/1008
,473=-411/1163 .
.... �., .,.. .. .... ...
JOINTSTRESSINDEXI � ' . - -�
.,..':.... ,
1=0.86,1=0.00,2=0.48,3=�0.68,4=0.90;'S=0.23,6=0.82,7=Q26,8=0.89,10=0.64,11=0.90,11=0.44,12=�2613 �QSd,14=018 15=0.6716.=0.61',V
=026and�18=026 ' - :-.'r[ +:1;� '
NOiES (�2-13) " ��v r �t',.
1)Wintl:ASCE 7-05 120r�iph;TCDL=6.Opsh BCDL 6.Opsf;h=25ft;Cat.il;Exp'Bj encloseC;MWFRS(low-nse)gable entl zone an0 C C � � �-� /f;� . ��
EiRerior(2)zone;ranhlever lefl and nght exposetl,GG for memoers antl forces&MWFRS for reaclions showq Wmber DOL=1.60 y'. �� � � „
pategnpDOL=760 ���;, - '�i- �� :;:i^"��
_2)TCLL ASCE7115 Pg-300psf.(groundsnow);.Ps 23J_ps[(mof.snow);Calegoryll;,Exp,B;.Partially.Exp.;Cr1.1 _ . '�f� _
3)Roof desgn snow load has been retluced to account for slope.
4)UnDalanced�snow loads have been consitlered for this tlesign.
5)This[russ has been designed for greater of min roof fiJe load of 16.0 psf or 1.00 times flat mof�oad of 23.1 psf on overhangs
ramwncunent with o[tier live loads.
6)This truss has been designea for basic load combinations,whicM1 include cases wilh reduc[ions for multiple concunent live loads.
7)7his tmss has been desgned fa a 10.0 psf botlom chor�live load nonwncurrent wilh any other live loads,
Continuedonpage2 I�AR p 7 201�
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NOTES (12-53)
e)'This truss has been desi9ned for a live load of 20.Opsf on Ihe bottom chord in all areas where a rectangle 3-6-0 tall by2-0-0 wide will ft between Ihe bottom chord and any
other members,witM1 BCOL:=tO.Opsf.
9)Provitle mechanical rannection(by olhersj of truss to bearing plate capable of witnstanding 4631b uplift at joinl8 antl 391 Ib uplift atjoint�.
10)This truss is tlesigned in accardance with the 2009�Intemational Residential CoCe sections R502.11.1 antl R802.102 and referenceC standartl ANSI/TPI�t.
11)'Semi-rigid pitchbreaks with fxed heels"Member end fxity model was used in lhe analysis and design of this tmss.
12)Designs checked for ASGE 7-OS wind a[120 mph,winC reactions x Q56 will aCjust wind load reaction to a speed of 90 mph(0.69 for 700 mph and 0.84 for 110 mph).All
other coefficienls remain lhe same as shown. .
13)SPF No2 and SVP No.3�n be substitutetl for SPF Slud Grade malerial(ROOi.ttusses only).
��AD CASE(5) Stantlard
A WARMhG V -r/y d a D+ro � ?�n lttll��N]1lfS AAD fM,LUDFD/IITEK 3tEFFltEACF PdGE HIf l4T,i HFtURE USE: ��ggg �
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Appl blryoitle g pa te tlpr pe'ncorpw i � t P e � Po itiiMoib Id'gtl g r t� tl 9 e e gshown' YJ
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LOADING(psfl SPACING 2-0-0 CSI �EFL in Qoc) I/defl Ud PLATES GRIP
TCLL 23�� Plales Increase 1.15 TC 0.19 Vert(LL)� -0.01 1-3 >999 360 MT20 797l744
(GOUntlSnow=30.0) �umberinaease tA5 BC 0.12 Vert(TL) -0.02 t3 >999 240
TCOL ���� RepSCresslncr YES WB 0.00 Norz(TL) 0.00 n/a �n/a
BCLL 0.0 ' CoAeIRC2009/TPI2007 (Matrix) Wind(LL) 0.00 1 "" 240 Weight:i6lb FT=S�
1
UIMBER BRACING
TOP CHORD 2 X 4 SYP No2 TOP CHORD Stmc[ural wood sheathing Clrecfly applied or 3-9-0 oc pudins, ezcepl
BOT CHORD 2 X 4 SYP No2 end vertiwls.
WEBS 2 X 4�SPFSNa BOT CHORD Rigid ceiling directty applieC or 10-0-0 oc bracing.
WEDGE MiTek recommends thal Shabilizers and required cross bracin9
Left:2 X 4 SPF SNtl be instaileC dunng[mss erection,in accordance with S�abilizer
� I t IIaC o -d
REACTIONS (Iblsize) 1=130/0.3-8 (min.0-b8),3=130103-8 (min.0-1-8)
Mac Horz 1=150(LC 9)
Max Uplift3=t 13(LC 9)
Mac Grav 1=150(LC93),3=152(LC t3).
FORCES (Ib)-M�imum CompressioNMaximum Tension. Thislruss design assumes che usa of Southern Pine lumber values
TOP CHOR�� 1�=115/8,2-0=96/57,23=117/149 Ihat were pu�lished in lhe 2005 NDS and pnor m Ihe uptlated and
lowei vales adoptetl by ALSC'on June i,2072. This is being done
80T CHORD 1-3=0/0 ezplicitly at Me direction of F2nk Avbel,PE,Engineer oi Repord.. '
tor t�e projetl. - ����"'��
JOINT STRESS INDEX - �
T=0.09,1=0.00,2=0.OBanC3=0.06 , � °fi,
NOTES (11-02) _
t)WinE:ASCE 7-05;120mph;TGOL=6 Opsf;BCOL=6.Opsf;h=25ft;Cat.II;Exp B:enGOSed;MWFRS(low-rise)9able end zone and C C _ _
Ezterior(2)zo^e;canlilever left and right exposed;FC for members and forces&MWFRS for reactlons shown',Lumber DOL=1 60 _
piate gnp DOL=L60 PaRiall Ez � � I '
2)TCLL ASCE 7-0SPg=30.0 psf(giound snow)�,Ps=23.1 psf(roof snow);Calegory II;Exp B; y p.:Ct=7:1 � , _
3)Raof design snow ioatl has been reduced�lo account for slope. -
4)Unbalanced snow loads have been cansidered for Ihis design.
5)This Wss�as been designed for.basic load combinations,wnich inGude cases with reductions Por mWliple concurtent live loads ! �
6)This truss has been Eesigned for.a W.0 psf botlom chortl live IoaC nonconcurrent wilh any other live loads. _ i �.1 � � � � � \`
7)•This W ss has been Besignetl for,a live loatl of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wiEe �!' �T)�,.F�.`.. � ``�
will Fll behveen ihe�boHom cho�d anG anybther members.
8)Provitle mechamcal connection(by others)'of wss to beann��Dlate capable o/withstandin9-0131b uplift at joint 3. ��t���!i I�' — —
9)This[russ is designeC in�accordance wilh!he 2009 In[emational Residential Code sections R502.17.1 antl R802.102 anC 2ferencetl
s[antlard ANSI/rPl L .
10)"Semi-rigid pitchbreaks with fixedheels"Member end faity model was used in the analysis and desi9n otNis trvss-
11)Designs checked for ASCE 7-05 winC a[120 mph,wine reaccions x 0.56 willadjusl wind load reaction ro a�speed of 90 mph(0.69 for
100 mph and 0.84 for 110 mph).All other coefficienis remain Ne same as shown. (�
12)SPF No2 and SYP No.3 can Ce subsGNtetl for SPF Slud Grade malanal(Roof trvsses only). ��/{R O + ��+��
LOA�CASE(5) StanCard
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3x6'% 3 16
2
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5
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t0 10
8.00 1Z 3x4 �I <x6=
3x4 I� 3xB -3r8° . _
6x8 —
3x4=
b.� ]&1�_� 1-B .id-)b1S]_9i
2- E' 9
Pla�e OHsets X V: 8: �-0 0-3-12
LOAOING(p5Q SPACING 2-0-0 GSI DEFL in Qoc) Iltlefl Ud PLATES GRIP
TCLL 23.1 p�ates Increase 1.15 TC 0.35 Vert(LL) -0.OB 9-10 �868 p p MT20 197/144
(Ground5now=300) Lumberincrease 1.15 BC 077 Vert(TL) � -021 940 ,
TGDL 70.0 RepS[resslnc� �ES WB 0.43 Horz(rL) 0.15 fi n/a n/a
BQL ��o � CotleIRC2009frP12007 (MaMZ) Wintl(LL) 00] 9-t0 >999 240 Weigh[1131b FT=S%
BCDL t0.
LUMBER BRACING
TOP CHORD 2 X 4 SYP No2„ TOP CHORD SlrucWrai wood sheathing di�ectly applied or 4-41 oc putlins, except
end verticals.
BOT CHORD 2 X 4 SVP No.YExcept' �gOT CHORD Rigid ceiling direclty applied or 10-0-0 oc bracing, EzcepC
2-13:2 X 4 SPF SWQ 6-8:2 X 6 SVP No 2 6-0-0 oc bracing:12-13.
WEBS 2X45PFSNd �
MiTek recommends Ihat Stabilizers antl required cross bracing
be�insfalletl during Iruss erection,in acwrdance with Stabilizer
I t IIa2�Lg �
REACTIONS Qb/size) 14=570/03-8 (min.0-1-8),fi=634/03A (min.04-8) This truss design assumes[he use of Southem Pine lumtier values
Max Horz 14=-402(LC 10) �
Max�Uplift14=266(LC 10),6=-222(LC 10) fhat�+?re publishetl in the 2005 NDS antl pnor to lhe uptlatetl and
Max Gra�t4=658(LC 2),6=735(LC 2) lower vales adopted by ALSC on June 7,20t2 This is being done
. explici�ly at�he tlireccion of Ffank Avbel,PE,Engineer of Rewrtl
FORCES (Ib)-MaximumCompression/MasimumTension forNeproject.
TOP CHORD L2=-254�114�23=-301/t62,3-16=232A30,4-06=389/127.45=815/153,5-6=-18361306,6-7 O137,1-14=-660/243 \ -' �'��' � �
BOTCHORD "1 34 4=1 091400,12-13=-017/220,2-12=-062/fi1,11-12=64/355,10-11=0/633,9-�0=159A300,89=-054I1487,
� 6-8=163/7446
WEBS 2-11=0/348,3-11=-631173,4-71=-560/30A,4-10=-0)33qb-10=-67W290,5-9=01615.L13=4611494
JOINT STRESS INOEX •' ,
1=�.44,2=034,3=0.14,4=026,5=0.52,6=0.43,8=0]q9=0.84,9=0.00,10=029,11=0.44.12=0.88,13=07074 014and15��000
NOTES (12-13) , . �
t)WinC:ASCE 7A5;t20mph;TWL=6.�pstBCOL=6.OpsQ h=25ft;CaL 11;Exp�B;enGosed;MWFRS Qow-nse)gable entl zone and C C �, .��,
Ex�erior(2)zone;rantilever left antl nght exposed;GC for members and forcas&MWFRS for reactiorrs shown;Lumber DOL 1 60 � . ,�
plategripDOL=1.60 '° ;� .-
2)TC�L ASCE 7-0Sj P9=30.0 psf�gmund snow);Ps=23.t psf(roo5 snow)t Category II',Exp B',PaM1�a��y Exp:,Ct=t1 � lY` ,` ``'`;>�
3j Roof design snow loatl has been retluced ro acwun�for slope. . J, ``\,�
4)Unbalanced snow loads have tieen considered for this design. �
5)This lruss has been Eesigned for greater of�min�roof IiveloadoPi 6�A�psf-or-0.00�limes flatroof toad of,23.i_psf onpverhangs _
nornconwnent with olher live loads.
6)This Wss�as been designed for basic loae combinations,which include cases with reductions for multiple concurrent live loatl�
7)Tfiis Iruss has been designed for a 10.0 psf bottom chord live loatl nomm�currenl with any other live loatls. � i/`�'—
8)'This tmss has been tlesigned tor a Ilve loatl o120.Opsf on tne bottom chord in all ereas where a reclangle 3-60 tall by 2-0-0 witle
will ft between the bottom choN and any olher members.
9)Pmvide mechanical connection(by othere)ot tmss b hea�irg plate capable ot withstanding 26fi 16 uplifl al joinl 14 antl 222 Ib uplift at
,����6. P'iAR 0 7 �Ula
ContinueE on pa9e 2
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N07ES (12-t3)
10)This[russ is designetl in acwNance wilh the 20091ntemalionai Residential CoCe seclions R502.11.1 and R802.1�2 antl referenced standartl AN51/iPl 1.
11)'Semi-rigid pitchbreaks with fixed heels"�Member end fixity model was used in the analysis and tlesign of lhis truw.
12)Designs cfiecked for ASCE 7-OS wind at.iZO mph,wind reactbns x 0.56 will adjusl wind load reaction to a speed of 90 mph(0�.69 for 100 mph and 0.84 for 110 mph).All
other wefficients remain lhe same as showa.
13)SPF No2 antl SVP No.3 can be substitutetl for SPF Stutl GraCe material(ROOf trusses only),
LOAD CASE(S) Siantlard
A WdRMNG VcnN d-�an 0 � d RE.10 NOTES ON TNIS AND IfA;!UDFD 1�II1EI(FEFF.RfiM'6 PdGE 1IIi�OT3 H:FJRE USE. y�
p y aFA(cr use ONy tF M1ek � 'lhu tl B� SaSed oOIY PO P iBrs sM1 tl� I an tl itl I b Id 9 W . �' �gy����
qpp4mWirya�tl 9 W�me�ers tlP Pa'nco�Pa 1 n Itompon � . Po bLryoib Itl 9de9� itrv d��g 8 9ihown oY . , ,.r .r . .,
iSfNIO1BlolzVppPlo�ndFJlCuolw¢bmembe�SOnly.Atldton011Cmpoloryb Cngi insVf � b11ytlU gco IN �O �� S�flhlliryOltM1e
aciw.AtltliNOnol permarrenf broc rg oi ibe o�emtl W 1 � �M1 responsibi4ry ot t�e tio lti 9 d gner.Por generol gu tlonca 9 [�ing 910 Sountlsitla Roatl
� tNicatien,q�af�yC A�d.zlIXOgE a I ¢ryB�atlUn �tlb g sufl pN51/IPI1avcIHVCIf¢da,D5B29aM6C518uIItlIngC mponen� EOen�on,NC1]931
SalelylMermeMO alableimmim PI t 1 zRbta 481,N'�L St�� f5l 312 AI ntlno VA4Y314.
MG�n��rnC'w N ifwl'���r��v:�n�+Mwarer�na�aMe��iveN.l�l )111i �IV
Job Trtiss Truss Type pry Ply
E61]i813
ORDERS EA-9869� SPEG 1 1
�ob R�fargnrafoo'
NVR Homes,X ]250 s Aug 25 2�11 MiTek Indushies,Inc. Wetl Oct tt 13:03:08 20�1 Page 1
--.. . _..-._..._av,.�.,� .-. . . ,,_..,..�,. ,.1;i[zt.aylti[N3mk(lfa'„L"ar,L)fevis�:.k.._C1vG�CIaWS_AaPMMIV9MP91�FlVNiCMT�y,�yUSCi^"�•'.•.��••..•°.-:
-.. ,...._..., o- -•.. ... e.�.•• _ � -- 3&-5 � 9.511 � t5-]-8
1&5 5-114 G1-12 � .
4x6� S�'ale=1:56_0
8.0� t2
2 0
3z6 i
1
3x6�
]
4
I�
� 6 5 Sx6= o
3x4 �� 3x8= 3x4 �I
Sfi.S I 4512 I 15-l-B
bj'j.5 S 1-] 6Y12
LOA�ING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 23.7 platesincrease 1.15 TC 0.39 Vert(LL) -003 4-5 >999 360 MT20 197/144
(Ground 5now=30.0) Lumbei lncrease 1.75 BC 0.32 Vetl(TL) -0.10 4-5 >999 240
TCOL 10.0 RepStresslncr YES WB. 0.57 Horz(TL) 0.01 4 Na n/a
BCLL 0.0 " CodeIRC2009liP12007 (Matrix) Wind(LL) 005 d-5 >999 240 WeighC881b FT=S%
LUMBER BRACING
TOP CHORD 2 X 4�SYP No2 TOP GHOR� Simcivral wootl sheathing Oirecity applieC or 6-�-0 oc purlins, except
BOT CHORD 2 X 4 SYP No2 ena verticals.
WEBS 2 X 4 SPF SNd BOT CHORO Rigid ceiling directly applied ar 10-0-0oc bracing.
WEDGE WEBS 1ROwatmitlp� 2-6
Right 2%6 SPF Stud MiTek iecommenas that Stabiliiers and required cross bracing
be�installetl dunng tr�ss erection,in acmrEance with Stabilizer
Installation quide.
REACTIONS (Ib/size) 7=572/0-3-8 (min.0-1-8),4=572/03-8 (min.0-b8)
Max�HOa 7=367(LC 10)
Maz Uplifl7=-269(LC 10),4=149(LC 1�) This Uuss tlesign assumes the use of Southern Pine lumber values
Max Grav7=661(LC 2),4=fi61(LC 2) [hal were published in lhe 2005NDS and priw b Ne updaced antl
lower vales ztlopted by ALSC on Juoe 1,2012 This is being done:
FORCES (Ib)-Mazimum CompBSSion/Maximum Tension �ezplicitly at the tlirection of Frank Avbel,PE,Engineer of Rewrtl
TOP CHOftO 1-2=-309/�73,&8=-176/153,3-8=395/750,3-4=-888/197,1-7=-634/289 for the project.
BOT CHORD 6-1=-023f365,5-6=40/643,4-5=-40/643
WEBS 2-6=-29125,3-6=-518/359,.3-5=0/270,1E=�86/450
_ ' <<.
JOWTSTRESSINDEX - � -
,:/�
P=0.41,2=029,3=021,4=027,4=0.Oq5=0.11,6=Q56and7=0.13 .�
.� :,
NOTES (11-12) .. `_ . -
1)Wind:ASGE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf h=25ff,�CaL II;Exp B;encloseQ MWFRS pow-rise)gabie end mne antl GC � ' - „ -'
E#erior(2jzone;cantileverleftantlrightexposetl',GCtormembersandforces&MWFRSforreaclions�shown�WmberDOL=1.60 - �'��,.' -
plate gnp DOL=1.60 � :�. E
� . .. ::�' . . i.
2)TCLL ASCE T-�5;Pg=30.0 psf(ground snow);Ps=23.1 psf(rocf snow);Category II;Exp B;Partialty Eap.;Ct=1.1 '-' -
3)Roof desgn snow Ioatl has been,reducetl ro account for slope.
4)Unbalanced snow loads have been wnsitlereE for this tlesign. -�� � '
5)This ims has been designed for basic loatl combinations,which inGutle cases with retluctions forvmultiple concurrent live loads. '� � r ti ���
6)This tmss has been tlesigned for a 10.0 psf bottom choM live loaa nonconciwrrent with any other live lozds. � ��,( •�
7 'This truss has been desi ned for a live load of 20.0 st on the bottom chord in all areas where a rectan 1e3-6-0 tall b 2- ���%� f `"�-� �
) 9 P 9 Y 0-Owitle i �. . i,��
will fl behvaen the botlom chord and any olhei members.
B)Provide mechanicai connec(on(by o[hers)of tmss to_beanng_plate capable of withstanding 269.Ib upliR atjoint 7 and 149J� at_. _ _
joint4.
9)This iruss is designed in accortlance with Ihe 20091ntematioaal Resitlentizl Code sections RSW.11.1 antl R802.t02 and referencetl �
stantlard ANSI/iPl 1.
10)'Semi-ngid pitchbreaks with fxetl heels'Member entl fxiry model was used in the analysis and tlesign of Ihis tmss.
Continuedonpage2 I�r�fill O 7 LI.I.�J
�WARHING Vrvrfyd a � .!��� ��DMJIESON�THfSdM)fNCL11�EDHISEXRFi'ERFJ�CSPdGEHIf]aT3HFFORE(/SE 11T11���SSi���
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My p0 p 1 sh tl I tll tl Ib la g p n� ������
ApplcabNy �tl zignp�/am t ��tlp p ap t � po nl t � bltyofb Id�gde g �' ott tl g :BOCrpsbown
61 p� I pporlot tl x] I b b ty��Atltl'0 -I� p ryO g� es�abflytl g fiuc� iM1¢
P n b111YOffpe
re to Atldf olpertn ib gotiM1 II fnd 'T� resporrsibiry tlh b'Itlingd g r.Fwgene Igudarceregodng�. �i rn. b���•
IpG�c no q INconV I � g �tleli ry' f tlb rg rortsN� qN51/�PllOuo�ry�L�Md ,DSl�89anOBC51BVAEIngCOmponen�
SoleNlnlo�moffinavolablehomimviPlllns�BUta.2BINL � flreel:SOiVe314AI andno;Vq22114. ' 8105ountlsitleROed
..d6.:.. " m.n.m= wrv;n �mv " Etlenbn,NC2)934
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E61]18]3
ORDERS EA-98697 SPEC 1 1
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— - :...:.,.,..m N.-.>.,,c. -,.��...._ . .�. .��_ �_ . .��a���_. --zr•-=F-,o...... ......:IO:Zz6cyWiHOmkOfoSWtW]Lfjzkwi✓-tlknicGu�rvIGo45�AeTN�M1V9MP91�FVJMCMTigXyll9on �
t 1j Designs checked forASCE 7-0S�wind al 120 mph;wind ieactions z 0.56 will atljusc wintl load reaction to a speed of 90 mph(0.69 for 700 mph and 0.84 for 110 mph).All �"^'LC.�«.�
other coefficients reinain the same as shown.
12)SPF No2 and SYP No.3 can be substimced for SPF Stutl Grade matenal�(Roof tmsses only)�.
LOAD GASE(S) Standard
`' _
YWMMNG V 1ud p p ra rLcrs dRFdDNO1ESONR1fSdND1NCLUDEDl91FJCREFERFhGfiPACEHIf]4T.1AFI�REUS& ����,�,�.i:�
�agn oftlf � �anN �hMT K onnacto iM1 tla9gnab tl ly po po � sM1 tl b 'r�tl �d lbu:ltlrgcompwfent. ���
Appf blty (4�'g�pO�O 1 ���ntlpope oryIXairon � po nli sp blty tb Id gtl 9 e/ n 1t tl 'g n.& vlgsFiown
wbleralsuppodofrMVWOalweb�me be anN�A���oltamporarybacngfo'nwres�atilrytlonngronshuclonsiherexpanblLryotlhe
cvwcbY AtlEifional parmanent brocinp ol fie ovemll ifii�Me s ihe rezponsibiliN o�ihe builtling tlesigner.Por grneml guitlance regartlng .r���.��.•
�aCnCOfi qwli�yCO hd;SfIXpgE,C¢frv ry �ec�q0ontlb 'g'CO ivtl pN9/flllOOaIMGIIe�a,D5B�09anEl6lEUIqIn9COmponeM g185oundsileROatl
Salely l 1 �maMOn o �ilabk hom 1mss Pl � I fiMe;281 N l e 5t eet 5ui�e T4'AleKantlna,VA Y1316 EdenNn,NC]]93Y
�nM1ernCirc 4� MrmFer'na ilwl♦ �v�M(1 F GI V
.. . _ _
Job Tmss TmssType �h" P�Y E61]18)4
ORDERS EA 98698 SPEC � �
-'.�:.s. .. . . ...._._-.✓.,...,.... _��_, ....c� ..:.:,.a n.._......., :..�».... .,..._,.._.....__.._ . ..__�R:f€enra � .
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- I � t a � is�.e �suia �
yss
{ s.ii-� si-iz dii�a
Scale=1:Sfi.4
4x6�
8.00 12
7 9
3x6 i
1
3x6 O
3
4 5 1�
0 y 6 Sx6 -
3x4 II 3xB= 3x4 �I
� 165 BS12 15t8
-_
LOADING(psQ SPACING 2-0-0 C51 DEFL in Qoc) I/tlefl L/d PLATES GRIP
TGLL 23.� Plateslncrease 1.15 TC 0.38 Vert(LL) -0.03 4-6 >999 360 MT2� �9���44
(Grountl Snovr30.0) Wmber increase 1.15 BC 029 Vert(TL) -0.09 4-6 >999 24�
TCDI 10.0 Rep Stress Incr YES W8 0.56 Hoa(TL) 0.01 4 n/a n/a
gCLt 00 ' CotleIRC2009lTPI2007 (Ma[rix) Wind(LL) 0.04 4� >999 240 Weight9016 FT=5%
��I 100
LUMBER BRAC�NG
TOP CHORD 2 X 4 SYP.No2 TOP GHORD Struc[urel wood shealhing tlirectly appiied or,6,0-0 oc pudins, ex�p�
BOT CHOR� 2 X 4 SYP No 2 end veM1icals.
WEBS 2 X 4 SPF SNd BOT CHORD Rigitl ceiling directly applied or 10-0-0 oc brecing.
WEDGE WEBS 1 Row,atmidp[ 2-7
Ri9ht 2 X 4 SPF S[ud MiTek recommends that Stabilizers and requiretl cross bracing
be ins�alled during Wss erection,iRaccoMance with Stabilizer
Instellalion uitle.
REACTIONS' (Ib/size) 8=570/03-8 (min.0-LB),4=634/0-3-8 (min.0-i-8) This lmss design assumes lhe use of So�lhem Pine Nmber values
Maz Hoa 8=400(LC 10) that were puGlished in the 2005 NOS and pnor�o lhe uptlated an0
Maz UpliftB=-266(LC 10),4=222(LC 10) -�
Max Grev 8=fi58(LC 2),4=735(LC 2) lower vales adopted by ALSC on June.1,2012: This is being done
explicilly at[he direchon of Rank Av6el,PE;Engineer of Record
FORCES Qb)-MazimumCOmpression/MauimumTension fortheproject.
TOP CHORD 1 2 308A71,2 9 475/151.3-9=-394/149.3-0=-881/188.4-5=0/27,1'8="637J287 l: �
BOTGHORD 78 -01C/399,&7 0/635,4-6=0/635 � ���"
WEBS 2 7=28/124�.3-].509/d49.3-6 0/268.L7=-iB4/449 ° F} .: ''�•!. .
�.... �r"
JOINTSTRESSW�EX � r���
1'=0.40,2=029,3=021,4=020,4=0.00,6=0.10,7=0.56andB=0.13 - �; _
NOTES (�p-73) - _
7)Wind:ASCE 7A5;120mph;TCDL=6.Opsf;BCDL=6.Opsf:h=25tt;.WL II;Exp B;enGosed;MWFRS(low-nse)gable end mne antl C-0 . i„� ;� ( �.,. _
EYterioF(2).rona;�can[ilever.leR antl righ[exposed:C-C for members anC forces 8 MWFRS for reaclions shown;Lumber-0OL=1.60 � ` ; � _
pla�e 9np DOL=1.60 �
p)TCLL:ASCE 7-05;Pg=30.0 psf(ground snow);Ps=23.i psf(roof snow);Cate9ory il;Exp&Partialty Exp.;Ct=t1 ` ' , ��,,,'
3)Roof tlesign snowloadTas been reduceAlo account for slope: ��` ;
4)Unbalanced snow loads�avebeen wnsitlered for this design. . � �' , �`.'`
{
5)This Wss has been designed for greater of min roof live load of 16.0 psf or 1 OO limes flat roof load of 23.1 psf on overhangs /�� ' �t ;t �;�
non-concurrant wdh othet live Voads.
A
6)Thistniss has.been designed for_6asic loatl wmbinations,which.include cases with reduc[ions for multiple concurrent live Ioads. � _
7)This tmss has been designed for a 10.0 psf botlom chord live load nonconcurrent with any o[her live laads. - -
8)'This tmw has been designed for a live IoaC of 20.Opsf on lhe botlom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wid�
will f�between the bottom chord and any other members.
9)Pmvide mechanical connection(by others)of truss to bearing plate capaGle of withstanding 2661b uplift at joint 8 a�d 2221b uplift at,
joinl4.
10)This Wss is designetl in acwrdance with[he 20091ntemational Residential Cotle sections R502.1 L1 and R802.�02 anC
referenced standa:d ANSI/rPl i.
11)'Semi-rigiE piichbreaks with fixetl heels"Member end fixiry motlel was usetl in the analysis antl design of this truss. f�'iHR 0 7 ����
Contlnued onpage 2
�WARNfN6� V N� v O R ndREADNt>]ESUNTNfSdtd)INC'LUDFDFI�]E1�NEfERFJJCEPdGEN11�4]3HFFOR6USE. .
O 9 aYtl�wu N �hM7 K t iM1Otle g ' bo tl lyop po t x�ro d f On nd id 15U1d g mp0 nL �$a¢��/90
pppl biIIH ol tl g p � 1 tl p pe orya'al 1 mP e � spo b I ty of b Itl g tl gne 1� tle g B c 9 �own Ak[� {p_
�510 bleralwpport 1 tl tl I eb �b only:�Atldfio It mP raryb cngtonswe 1 biryd n gm � cto sth � spo DIIryo��Fe IIFiY OY
erec� PtlClion Ip� a �boc 9 ��h e�011ximcNre¢iM19 F blryd(h bulitlrgtl g .iw9 19 tl �e egad 9 �
f bnc 1 q ofN � f l ge del ry� Ywn ond bmCng cons It pN51/IPII puoll�yCrlMna;�56-89 ontl B61 Bulltling Component 81B Soundsitle Road
$olely InlormaHOn a o oble hom irv55 Plat Insffuie:Y81 N Lee SM1¢el Su te 31$Alexantlna VA 41314. Etlen�on,NC 3)932
MWnF..nC:ro N il�M'tn.ac.i�n �tMa..n..�IwM n )flti
, .
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E61]18]6
OR�ERS EA-96698 SPEC 1 1
Job Reference(oo['ona11
NVR Homes,% �250 s Aug 25 2011 MiTek Intlusines,Ina Wetl Oct 1213:�309 2011 Page 2
,. : _.. �� • � ' � � ���'-�"�� = �_":,_ - -- � IOZz6c WWDmkOfoSWIW]LI'kwiV-SwKMUHCT92aF2MCA1ius2LDOV ��
y �z yiwVaODG�zyU9om
- --"—!^_�"DesignsthecHeo forGo�"'/-US wintl sC120-m �'wind reactions z 0.5a�tinP'ad usI WnBload`r8aclion'[da s eetl of 90 m h' T:89itlrI0G m`' � - - p ):' '-'
P 1 P p Y' ' Vn�entl B.SLL`�6i110 m h Alt"•'_"._ '_"•, .
other coeffcients remain the same as shown. - •
13)SPF No2 and SVP No.3 canbe subsiituted for SPF SNd GrdGe malenal.(ROOAtrusses only). �
LOAD CASE(S) S�andaN
i4,�. . _� � . ..
�lidRMlvG Verrryd Q O?� � �ndRFeDMllE50NIHISdNDIM.LUUEpLIIlTXREGEREVCEPdGE1➢ITq]3BFt'ORS[IS& �p : _ .
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Job Truss Tmss Type �ry Ply
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OR�ERS EA-98699 SPEC 1 1
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_ ..�._..:_—�— .
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30.� 3 80-i5 II-1�8 14_ _. _ 1�8 �� '
S0.p 8 LF9 ' <d9 � tE-0 1-GO Q11<'
4s6� Sple=1:6t1
800 4 3x4 II
2 3 1)
3x6 G
� 3x6�
4
3x6�
5
3x6�
6
1
3 8 °
12 11 10 �'�O 4
4x6— —
dx6= Sx6—
gxy II a3x� 3x4 II 9 Sx6 =
Sxfi =
3R8 — 3xJ II
e.ao�=
I--�e�,��# - s � �z-�-e ,i��isz-�
0 3 bs s �
Plate OHSets X V' [9'03 0 0&27
LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 23�.1 p�ateslncrease 1,15 TC 0.33 Vert(LL) -0.041142 >999 360 MT20 197/144
(Gmund Snovr-30.0) Wmber Increase 1.15 BC Q58 Vert(TL) -0.11 1142 >999 240
TCDL �0.0 RepS[resslncr VES WB OAS Horz(TL) 0.10 7 n/a n/a
BCLL ��0 `' CodeIRC20W/iP12007 (Mafrixj Wintl(LL) �0310-11 >999 240 Weight1081b FT=S%
BCDL 10.0
LUM1I6ER BRACING
TOP CHORD 2 X 4 SYP No2 TOP CHORD StmcNral wooa shea[hing direc[ly applied or 5-04 oc putlins, except
BOT CHORD 2 X 4 SYP No.YExcept' enC verticals.
244:2 X4 SPF SWd BOT CHORD Rigid ceiling tlirectly applied or 1�-0-0 oc bracing, Except
WEeS 2X45PFSmd 60-Oocbracing:7344.
WEDGE MiTek recommentls lhat Stabilizers artl requiretl cross bacing
Right 2 X 4 SPF Stud be installed during Wss erectioq in accordance withSfab�lizer
ncm�lar'i�n ouldc
RFACTIONS (Ib/size) 15=57N0-3-8 (min.0-1-8),7=634/0-3-8 (min.0-1-B) This vuss desi9n assumes the use of Soulhern Pine iumber values
Max Horz 15=400(LC 10) �that were published.in tFe 2005 NDS and pnor.to ihe updated and
Max Uplift�5=-266(lC t0),7=222(LC 10) lower vales adopted by ALSC on June"1,ZO'I2. 7his is being done
Max Grav 15=658(LC 2),7=735(LC 2) explicitly at lhe tlirection of Frank Avbel,PE,Engineer of Record
for�he pmJect.
PpRCES (Ib)-MazimumCOmpression/MaximumTension
TOP CHORD 1-2=-277/139,23=-381A30.3-17=-224/130.6-17=3]6H2].4-5=-843/159.56=155fi/270,6-7=901/173.7-8=0/27,
1-15=-666/256 .�
BOTCHORD 14.15=113/398.t3-14=-404/t98.2-13=-32521.12-13=41/346.11-72=0/6d6,10-17=-01]/1243,9-i�=�9/701, �,\�'•-`� �,�
]-9=-06/631 .`':.
WEBS 3-12=01329,4-72=567/282,4-11=0/349,5-1�=-622/239,Sd0=0/393,G10=76/705,69=-356/51,1-14=-152/511 - _� ,�'
JOINT STRESS INOEX '�� ,�-j'; h - %
1=0.46,2=0.38,3=024,4=028,5=�.34,6=0.3�,7=020,7=0.00,9=0.18,9=000,10=036,10=Q�0,11=02612 034-13�=08614 '0.6575 0.44�and
16=000 - � _
� i;,:,nU°; .. ,_,. _ —
NOTES (12-03) -
i)WinCi ASGE 7-0S;12�mph�,TCfll=60psf�,BWL=6.OpsT,h=25fl{Cat.11-,Exp B',encloseQ MWFRS(low-nsa)gable entl zone antl C C �- � �
E�Rerior(2j zone;cantilever left and nght exposed;GC for memoers antl forces 8 MWFRS for readions�shown;Lumber DOL=1.60 � e
plate gnp DOL=1.60 1�- �
2)TCLLt ASCE 7-05;Pg=30 O�psf.I9!ound.snow);Ps-23.1 psf(mof snow)�,Category II;Exp B;PaRlally Exp.;Ct=1.t .y, V /f
3)Roof design snow IoaE has been reduced to account fot siape. '� � .�.� ��
4)Unbelanced snow loads Fa4e been consideredTOr this tlesiga ��"I(. ,{ -
5)7his husshas been designed for greater af min roof live load of 76.0 psf or 1.00 times flal roof loatl of 23A psf on overhang
non-wncurrent wRh other live loads
6)This truss has been tlesigned forbasic load wmbinations,which include cases with reduc[ions for multiple conarrent live loads.
7)This iruss has been tlesignetl for a 10.0 psf bonom choM live loatl nonconcurren�with any other live loatls.
8)'This Wss has been tlesignetl for a live load oL2�.�pst on the bottom cfiwtl in all areas where a rectan9le 3-5-0 tall by 2-0-0 witle
wilfft behveen[he bottom chord and any other membere. !� r
Continued on page 2 ���'"` " E �"��
U WARM(G V.r`fyd 'p p romA dR6ADN�TFSONIi/fSdNDIf2LUUFlJMf1EKRl:FFlilsNCEPdGEMf.l4')3HEFGREIRF. . ; .
� g OGtl� �s9 ly �bMT k on 1 iHide9g � ba tl �Y p pa � 51iaw Otl f tl tl Ib Id gco ponEn�. ������
Appf< bIByO�tl¢sig pprCm t RO tlpOp mrywot � Tponenf spo 5�6'IN Ib Itlegdevgtws �`.o�t tl Ignei.B gst�own
ufIXl � I ppotl � tl id I Eb mbersOnly.Atldlpnal�eTporaryb C 9� ores� bl�ytl � gwnshuct �Fie ponsbllitya�ftie
e mi..Atl4itionolpermanenibracngotfheovemllslivctureSiheresponstilryoffhebuiltlingtle 9necFwgedralgutlonceYegortling +M������'���
�abncaiion,GVali�y[On�rol,stOmge.4elivEry,�e�e<�iOnbntlbiaGnB�COnSUtl pN51/1PIlOuo111yCdledo,D36�89antlBC$IBUOtlIngComponenf
Salery InlormaXOn bvailade hom tiuss Plote Institufe.Y81 N.Lee Sireet.Soite 312 nlexonOno,VA]231 a. B18 Sountlsitle Road
uH.i.n..�nb.. cn e nt rnu aiv Eaenbn.NCP932
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Job Tmss
TrussType aH PIY E61118]5
�SPEC � ..�. � � b R€(a3°(°ot^n
� EA-98699. . •:' .
ORDERS . -�' """ ' '
..+�u.��. c - >�--+-�- �--�. ,^ , �._.•kw.�u�.c.-{.v'r.�-:;350s.4u9Z57D11.MTeklntlustrieSJnc. WedOct1213:03:092�11 Page - -
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. .. "_""" ' NDO�GOZ U9om ---.-_-..-zo
NVRMOmes,%� ID:Zz6cyWlHDmkINoSWlW7LljzkwN-SwKMUHCT920fiFZMCA1iux2Lyo�5yj Y
NOTES (12-t3) � � late capable of withstantling 2661b uplift at loint 15 antl 2221b u?liR atjoinU..
9)Pmvide mechanical wnnection(by others)of Wss to bearing p .
1�1}TSemi ngid pi�tcM1breaks with f etl e s't Membe�r and`fztytlmodeRwas used n�he analys s and Cesign ofah�rus O.Zand referenced standard ANSIlTP .
�p)p¢signs checked�for ASCE 7-05 wintl at'120 mph,win0 reactions n O.Sfi wiil adjust wintl load readion m a speed of 90 mph(0.69 for 100 mph and 0.84 for�10 mph).All
olher coeRCienis remain the same as shown.
t3)SPF No2 and SYP No.3 can be subsliWled�for SPF Stutl Grade material(Roof Irusses only).
LOAD CASE(S) Standard
Aweaiutic V�^1v.d ianp . rl � ndRFeDM�T�ONINISAlIDtNCLUDF�Nf]FKNEf'ERGM,SPAGSMfl4T3HEFOREUSG. ������
Iwn ol compon t espomtiJ�Y f b la 9 dev9^� 1 irt2sBes 9 R oc 9 s�own ti� r.nu a..
0 re OFtl 10! 5 �Y 1t1 MR k 1 1F�6 tl¢g b Btl O�Y UP� P�O 1¢ SM1OW tl �O !1tl N1 �I bV Itl g C P� 8���.
ApP+ abPRy oi tle 9n Pa. e� tl 0 Pa . °� . I 'don � gab�9 r• ,• .
' �t Atltlfi�IPe^^ anibro 09ot�ba �^oY f�'N a111�2po bbl of'fieb ld'9� 9nerf ge em 0y tFe Po sblliHolihe Bi85ountlsitlaRmE
tobncation.qualrymnfrd.itwa9etleNveryetecl antlbtacin9.c tt' qNSIpP110 Nry Clteda,�5BB9 nElCSIBUOtlIngCamponent Edenron,NC3]932
SafeNlnbemoHon^Lallablelro�l�Pb^:I.tI�NeV481�N .:?nn�tASUi�e�14,xAI xaridno VA2�1d.
Job Tmss Tmss Type aty Pty
E6�]1B]6
ORDERS EA-98ID0 SPEC 1 1
Job Referenw fooTOnall
,�. :.�«N�lRHopies.X..,a� .. . . .-......s _. ..-_.- -..--..-�,. -. •" � '��ID:LZticYWiHDmkptoSWfN/Lyc6otiviVd/ukhdoSwMeWWKPBW�OCt1213:03:102�11Pagei ._ .
mtYxRBaOzCnjh9Be(gyplPyU9ol �� � 1`
135 I t46-9 �;2�491
. .�... . ' ]35 ]33 ]d0.3 � �' . -
Jx6 = Srale=1tl01.6
5
B00 �2
3x6 i 13 3x6 =
4
3xfi =
H
fix8�
3
2
�
�
� 4x8 �� g 8 � �� 6
3x6 ° 9x4= Ss6=
3xa II
]-93 � 10-69 � 72�4-12 i
1-% )-1a ]-003
Plate Offsets IX Y)' �t 0-38 Edae1 f3'0-2-8 03=01
LOADING(ps� SPACING 2-0-0 CSI DEPL in Qoc) I/defl L/d PLATES GRIP
TCLL 23:� plateslncrease 1.t5 TC 4.89 Vert(LL) -0.13 6-7 >999 360 MT20 197/144
(GmundSnow=3�.0) LUmberincrease 1.15 BC 0.52 Vert(TL) -027 6-7 >989 240
TCDL 10.0 RepStresslncr YES WB O.5fi Horz(TL) 0.80 17 n/a n/a
BGLL 4�� � COdeIRC2009liP120�7 (Matnx) Wind(LL) 0.13 1-9 >999 240 WeighC1471b FT=S%
BCDI 10.0
LUMBER BRACING
TOP CHORO 2 X 4 S1P No2 TOP CHORD Structural wood sheathing directly applied or&2-0 x puAins, except
BOT CHORD 2 X 4 SVP No2 � en8 verticals.
WEBS 2 X 4 SPF SNd'ExcepC BOT CHORD Rigid ceiling directly applied or 7-33 oc b2cing.
5-6,4-6:2 X 4 SYP No 2 WEBS 1 Row at midpt 2-7,46
OTHERS 2 X 4 SPF SNC MiTek recommends Ihat Stabilizers and requiretl cross bracing
WEDGE be insWlletl tluring Wss erection,in accordancewith Stabilizer
Left:2 X 4 SPF Stud �(jp�au'Ce
REACTIONS (Ib/size) 1=858/03-8 (min.0-1-8),11=J06/0-3-8 (min.04-8j This[russdesignassumestheuseofSouthemPinelumbervalues
Max Horz 1�27(LC 9) t�at were published in Iha 2�05 NDS and prior to the updated and
Max Uplift1=64(LC 9),11=-610(LC 9) Iower vales adoptetl by ALSC on June 1,2012. This is being done
Maz Grav 1=980(LC 14),71=1121(LC 14) explicitty at Ne direclion of Frank Avbel,PE,Engineeyof Record
forthe Project .1.A}.'4,�:F
FORCES (Ib)-MaximumCOmpressioNMaximumTension �. -
TOP CHORO 14=d371/8,2-3=$OS/0,3-4=-796/0,443=-246/D,5-13=-115/103,6-10=L13/]99,5-10�13/799 , �� '' ��'�!i,
BOT CHORD 1-9=-6'!2/1008,&9=672/1008,7-8=672�1008,7-12=345/5'!0,6-02=-345/570 -
WEBS 2-9=0/370,47=177/535,2-7=556/402,4-6=89�/548
JOINTSTRESSIN�EX � -. ` 't�� �- '
1=0.58;7=0.00,2=0.00,3=078,4=0.48,5=074,6=0.56,7=0,54,8=0.46,9=�.26,10=0.00,10=0.t7anC1�=0.t7 - = ,;��.�_ �. � -
:Jn . ,..,. , ' _
NOTES (12-13) , � _ '
7)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BGDL-6.Opsf;h=250;Ca�.II;�Exp B;endased;,MWFftS(low-nse)gable end zone and C C
Ezterior(2)zone;�cantilever left and righl exposeC;GC far members and forces8 MWFRS for reactions shown;Lumber DOL=7.60 ���: r �:a
plategnpDOL=1.60 '� ' -.-.�,.
2)TCLL:ASCE 7-05;Pg=30.0 psi(g�ound snowj;Ps=23.t psf(mof snow);Category 11;Exp&Partially 6cp;Ct=1.1 r+t, i , � � � �
3)Roaf tlesign snow load has beenreducetl�o account for slope. � '+.i�'-
4)Unbalanced snow loatls fiave tieen cansidered for Ihis tlesign. ,"�:i(J i�, ,51'�'l���"'
5)This Wss has bean tlesignea for basic load combmations,which inGUCe cases with reductions(or multiple conwrtent live loads. ��
6j This truss has been designetl(or a,10.0 psf bottom chortl live loatl nonconcurrent witti any other live loatls.
—7)'Thistrusshas-been Oesignetl-for a IiveAOad of20 OpstonlhebaHom chorG�inallareas�where a�rectangle3-6-0�lall�by�2-0-0 witl$�,y.r�-
wAI fit behveen ihe bottom chord and�anybther members,with�BCDL=1�.Opsf.
8)Bearing at join[(s)i i wnsiders parellel to grain value using AN51/TPfi.angle lo grain formula. 8uiltling tlesigner shoulE ven(y
fapaciry of beanng swiace.
9)Pmvide mechanical connection(by others)of truss to bearing plate wpa6le of withstanding 641b uplift a�pint 1 and 6�O Ib uplift at
joinl 1t. ( ,�
70J This tnss is designed ia accordance with the 20094ntemational ResiOentlal Code sections R502J 1.1 and R802:102 and i'�AR � '� 1 LI�J
ConNR�B��aS,��artl AN51/TPI 1.
�WAAMNG� V (yd a F e( dRFADNO1E5pN]Nf5dNO1M.LUUEDMTF,XRFSERSM'EPAGF11If14T.1HFFGREiRSE. ������
p g Rtl� . eo ly IhMT k Ct 9ti e g b d ly po p t N C6IO tl itl IbUIE g wnp n�.
APPG b�ry �tl il9 P . 1 rs and qnp rpnatio -i c po nf h P bnsu f b I� 9 d 9 -no1 f tl g 8 �9 s�own
ulwblemisuppMOintlntlwlwebm bersonly.Atltlt nolfemporarybrocngta reslabl�yCOnngcaulmdonsIDeresponblltlyofl�e
erecfo�.Addifional permarent bmcin9 a�me oveiall rfmcfure u Me responsbiGry o�Ae builtling designec Por geneml guitlance regortling n ryn�..•emm,i:.
(abOPi 0 Llyc �d �Oage.tlel ry Ct nOntlbmcngconxull pN51/IPIIppaON CeXerio,pS8�89antleC51BU1tliigCOmponenl
Salery Inl rmaMan a a labk hom imss Plo�e Inst Wfe:481�N'Lee Sireet Su te 312,Alezandna�.VA 21316. BIB Sountlsbe RwE
..e V'w .,e M m v EEen�on,NC 2]930
Job Tmss TrussType pry ply
E61]18]6
ORpERS EA-98100 SPEC 1 1
JM1R � ! ❑
NVR Homes,X ]2W sAUg 2520N Miiek IntlosPies,Inc. Wed Oct 12 13:03:102011 Page 2
�' - ' "' �'-"'-"�-'��"""' "' ID:Zz6cyWtHOmk�oSWtVJlLllzkwiV-PUkhticSwMVVWKPBYmtY[RBaOZCnjh9BetgyplPyU9d �'
- . - . . -_.. ,.�. _. . .
..._s'--_ NOTES>...�1213) ...a.�=--.:c..�,..a.�=��.T..�..,x.._�.._.....,.�_�.. �-_—��._____—_�-..-... , �,. r..:.�<ti-rz -- _
11)"Semi�rigid pitchbreaks wilh fized heels"�Member end flziry.motlel was used in l�e analysis and design of lhis tmss s � - �Y,V��+_-- -��Y.. • ���--- --�
12)Designs checked for ASCE 7-OS wind al 120 mph,wind reactions x 0.56 will adjust wind load reactian to a speetl of 90 mph j0.69 for 100 mph�and 0,84 for 110 mDh).All
other coeHicients remain lhe same as shown.
13)SPF No2 anE SYP No3 can ba substiWted for SPF Stutl Grade matenal(Roof Vusses only).
LOAD CASE(S) Standard
V WARM� V.mJy d q p �imne( d RF1D NOiES ON IHfS ANU IM'L(/f)F.0 NITElC RF}'F.RGNCfi PGGE Hlf]6T3 ASFORE 1/SF
Oesg fdiwuuo N`•'�hMT kconne<ips IDStla gn h tl ry, p pa � 1 sM1Ow tl' 1 � 'ntli tl Ib Itl gcompo en�: p{�
��bterowppw�ol�q WualwabmPmb�ersonlyPAtltlinonol�empomryWaangb�inurefstablrytlonryconsim<fonst�eresponibll9yolthe a6����
reclor.Atlditional pcmanent bmang of iM1e ovemM zfmcfime u the respon9biliry o�fM1a bulNing tlesiB�ec For ganeml guiaanre re9ab�g ,.m�e..vimi n..
fo0ticofio qvaliryco tid' f oge.tlel ry ectionontlbmcng,cpnivll pN51pP11�uo�lp CMetla,DSB-89oeMBp518e0EMgComponeM 8185omESbeRaatl
Sol ly IM rmallon�6� I�ble Imm iruss PI t I s�iWlei 481 N lee 9ree1,Sulte 312 AleKantlna,VA 4R31<.
xU.rcn..�nwvn x.nrn:'n..:��ypw.....n.....n...:..:ixn� >nrz �aiv Etlemm�.NC3]932
. . _ � ... . . . -. i . . .. . . i
,}oy Tniss Truss Type Qly P�y
E6771817
OROERS EA-98]�i MONO 1 1
Job Reference fonYonall
�_' NVnnuneu.'n-'— -`.»", . '�. .• '. — . .—.� . '-__•,•• .•_..,•- _ Z2a A�: .S:Oti.Mi.u.�d..nrvs�nc:.N�53cti293:03:�12Cfl-Pa9e�' . --�.n
' " " " .. . " . ID:ZZ6cyWWDmkp(oSWtW]LfjzkwN-LRlvzdj�geNrZjIJ63A_M]auc8lpcfouKiNMSyll9ok
i-2-n � a4sa I �z-i-a �
� ]-2-11 ].2.9 ]-B-1
4z4�� Srale=1:1012
5
800�
3x6� ��
4
3xfi i
3x6 i 3
2
t
�
� Bx8 - g 8 � �0 6
3k6 — 3x0 = 6x6=
3x4 II
]-241 � 1<-5.3 I 22-0-0 I
R2-11 "l-7-0 ]-8-f
' PI t Offs 45(X�VF f10-OJ�Edg 7
LOADING(ps� SPACING 2-0.0 C51 DEFL in Qoc) I/tlefl Utl PLATES GRIP
TCLL 23,� Plates Increase 1.15 TC 0.ffi Vert(LL) -0.12 6-7 >999 3fi0 MT20 197/144
(GmundSnovr30.0) Wmberincrease 1.15 BC 0.51 Vert(R) -023 6-7 >999 240
TCDL 10.0
BCLL 0.0 ' Rep S�ress Incr VES WB 0 S4 Horz(TC) 0.03 6 n/a n/a
BC�L �p_ 'CodeIRC2009/TPI2007 (Matnx) Wind(LL) 0:12 1-9 >999 240 Weight1531b FT=S%
LUMBER BRACING
TOP CHORD 2 X 4 SYP No2 TOP CHORD Structural wood sheathing tlirectly appl ed or 4-5-13 oc pvrlins, except
eOT CHORD 2 X 4 SVP No2 entl verticals.
WEBS 2 X 4 SPF Stud'ExcepP BOT CHORD Rigitl ceiling directly applied or 7-0-i oc bracing.
5-6:�2 X fi SYP No2,4-6�.2 X 4 SYP No2 WEBS 1 Row at midpt 5-6,2-7,4-6
WEDGE � MiTek rewmmends ihat Stabilizers andrequired cross bracing
Left 2 X 6 SVP No2 be installed dunng wss erection,in accordance with Stabllizer
REACTIONS Qb/size) 1�=843/03-8 (min.0-1-8),6=913/0-3-8 �min�.04-8)
Max Hoa 1=818(LC 9) This truss design assumes lhe use of Southem Pine lumber values
Max UpIi81=55(LC 9),6=fi76(LC 9) Nat were putiiished in lhe 2005 NDS and prionto the updatetl and
Max Grav 1=962(LC 13);6=1131(CC 13) lowe�vales atlopted by ALSC on June 1,�2012.This is being tlone
erplicitly at the tliredion of Frank Avbel,PE,Engineer of Record
FORCES (Ib)-MaximumCOmpressioNMaximumTensian forl�eprojecL �
TOPCHORD 1-2=-1340/0.23='�80/0,3�4=-547J0,4-it=-21510,5-11=-134/180,5-6=-350/214� ..':i;;:::p.;;:;.
BOTCHORO 1-9=-659/98a,e-9=-659/984,7-8=:659/984,7-�0=334/sa9,6-10=334/549 ni.��"� _ '�!i�
WEBS 2-9=0/307,4-7=124/534,2-�=5521399,4-6=887I545 .
JOINTSTRESSINDEX �!': . ?�F`..��"
1=027.1=0.00.2=0.48.3=0.12..4=0.48.5=0.66.6=021.7=0.54.8=0.41and9=426 ��:"' � .
_)'.
NOTES (71-12j _ - ,
1)WinC:ASCER05;720mph;TCOL=6.OpsfBCDL=6.Opsf;h=25ft;CaLII;Exp&�enclosed;MWPRSQow-rise)gableendzoneandGC : '� :,:}^;:;',1�`cG:l ' -=
Exterior(2)zone;canlilever left and rigfit exposed;GC for members and brces 8 MWFRS for reaclions shown;Wmber DOL=1.60 ' ' _
plale 9riP�OL=1.60 � -.... .. .. _ '
2)TCLL:ASCE 7-05;Pg=30Apsf(grountl snow);Ps=23.1 psf(roof snow);Category II;Exp B;Partiaily Exp.;Ct=1.1 r�,,_,;� �
3 Roof tlesi n snow loatl�has been retlucetl to account for slo e. �� � '� � �
) 9 P ' ' 1. .i,:",.�
4)Unbalancetl snow loatls have beem m�sitlered for tnis tlasign. ` ° '�
5)This Wss has been designed for basic load combinations,whicfi include cases wiMieductions�or multiple conwrrent live loatls A �.,_ �
fi)This irvss has been tlesignetl for a 10.0 psf bottom chortl live loatl nonconcurrent with any other live laatls: ���%,/r., � 1 `
Z)LThis truss.hasbeen designed.far.a Iive.load.of20.Opsf on ihe bottom.chord.in all.areas where afectangle 3E6-0 tall.by,2:0-0 witle �ty
will fit Cetween Ihe bottom chord antl any o�her members,with BCDL=10.Opsf. ,�� ���
8)Provitle mechanical mnnec[ion(by others)of truss to bearing�plate capable of withstantling 551b uplift atjoin[1 and 6161b uplift aY'�
joint6
9)This Guss is designed in accoNance with ihe 20091ntemational Residential Code sections R502.11.band R802.102 andreferencea
stantlard ANSI/TPI 1.
70J'Semi-ngid pitchtireaks with fxetl heels'Member entl fxiry motlel was usea in the analysis and design of this truss. ( p
ConUnved on page 2 I��/i R� � � � ����
-�WdAMNG Vert(y A 0 �o�mmR rl R&1D�'NOIFS ONTN1CdNI)lN(,LUDED AIIIEKRFFERfiMCF PAGF Hff T4T.1 fiffiORE(15£ ..� �� .
Desi9 Iltlfw se N �hMi k 1 "ih'�tl ig bo tl �ty po p t sM1awn o tl t ind d IbWtl 9 o po ent ������
Applcatilryo�tlesig pa f� antlp per�otpa'a� f ompo�nl p Tilry Ib Itl gtl gner-n �� tl g� �0� gNOwn
e iw laferal suppM o�ntlnitlual web members onry,Atltl�onol tempamry bmc ng ta rtswe xl MI ry tl nn9<oniWCf on s tfie responi ti II'ry al llie
rectoc NtltlBional permaaent bmtlng of iFe overo�simcN�e-u ihe rcspocsibility al hie building tlezigne�.For 9e0eml guitlance regartling n mu,.r n.vn�.i..
Iobncafion.puolirymnVd,itomge,tlefvBry.ereCtionOntlbroG�ngCOnsWf pN31RPIlOOaIiNCtlMrIa,D5B�B9aMBCSIerBtlingCOmOOnenf '8185ountlsqeRoatl
Sa�eh��brtnaXOn ovoibble�mm imss Plate ImfiWte,YBI N.Lee 9ree1.SuiR 314,Nexandna.VA YY314 Etlemm�,NC 0]932
iru�.i.n.mni..e l ...=tV,n
. . •-: - -
Job Tmss Tmss Type �ty Ply
E61]18]]
ORDERS EA-98I01 MONO 1 1
b R f a f pYan �
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.,_. . ..... ..
. -_ . .... .., �_� , .
_ . __" '' __. _4-.-�. � _.._� _.. .__ . . _ '_` . . '—�IU'ZZ6ry4LitiDmk�fcSWttN7Lfjzkwti�JR7vztllhgeNw_jLU[if:M7zucC]�ctouKiYHSyU9oY. _. . .
11)Designs checkea for ASCE 7-05 wind at 120 mph,wind reaclions x 0.56 will adjus�wind loadreaction to a speed of 90 mph(0.69 for 100 mph and 0.84 for t IDmph).All
other weffcients remain[he same as shown.
12)SPF No2 and SVP No.3 can be substiluted for SPF S[ud Grede material(Roof irusses only).
LOAD CASE�S) Stantlard .
� WARNING Verefi+d q n .a{amd dRFdDlh91ESONITIISANUINCLUDEDIIIIFRR&FERfihCEPdGElIIf�6Td6fiFORF,(xSB
� g0 OYd� VS¢Wly ihMT2k o peC�O i�ntlaslg b tl lyvp� p Ri 1¢rs M1ow tl' � - C tl Ib Id gm p nent ������
Appf dlRy�I tl 9 W t tl pr pa aPwatro I po ent po iti I N f b Id B tl 9 noH d� yne 8 9 sM1Own
bf I tarolsuppM futd Wualwetime b rsonN��Atltlt ItempaaryW cNgf re9oblrytl -gc st no fiK po -tilltyo�IDe
eretlw Atltli�ionalp nenibm[ingotitieovemllsW N utM1erespensdpryol�0eb�iltlingtle4gnecPorgeneralgotlpnceregartling " � � •'
Iobnco�ion.quafN conhol s�omge.tlepvery,arection dntl brocing,donsulf pry51/IPI1 QunI1N Ctlktla,D5l-09 anG BC518uI1tling Componenf 810 SounCsltle Roatl
SoferylnlaimaXOn availablefromirvssPlafelnziRU�e,281N.leeSheel:S�ite31�A^pxantlna,VAY431A Etlenbn,NC2]932
. . ,
Job Tmss Tmss Type �ry P�y
E61]18]8
ORDERS EA-98]02 MONO 1 1
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3x4 ��
S9-0
LOA�ING(ps� SPACING 2-0-� C51 DEFL in Qoc) Iltle9 L/d PLATES GRIP
TCLL Z3.� Platesincrease 1.15 TC Q51 Vert(LL) -005 1-3 >999 360 MT20 197/144
(Ground Snovi=30.0) LumPer Increase 1.15 BC 028 VeR(TL) -0.12 13 >556 240
TCDL �P�� RepStresslncr VES WB 0.00 Horz(TL) 0.00 n/a n/a
BCLI OA ' Code�IRC2009/TPI2047 (Matrix) Wind(LL) 0.00 1 "" 240 Weight24Ab FT=S%
R(fl� 1
LUMBER BRACING
TOP CHORD 2 X 4 SYP No2 TOP CHORD Stmctural wootl sheathin9 Cirectly applletl or 5-9-4 oc pudins, except
BOT GHOftD 2 X 4 SVP No2 end verticals.
WEBS 2 X 4 SPF SWd BOT�CHORD Rigid ceilin9 tlirectly applietl or 10-0-0 oc Cracing..
WEDGE MiTek recommends[hat Stabilizers and required cross 6iacing
LeR:2 X4 SPF Stud be installeC dunng truss erection,in accordance with Stabilizer
Installa�ion uitle.
REACTIONS Qb/size) 1=205/03-8 (min.0-1-8),3=205/03-8 (min.0-1-8)
Max Horz 1=223(LC 9)
Max UpIiH 1=2(LC 9),3=-767(LC 9) This tmss design assumes the use of SouthemPine lumber values
Max Grav 1=238(lC 13),3=250(LC t3) lhat were publishetl in the 2005 NDS and pnor to the updated and
lower vales adopletl by ALSC on June 1.2012. ThiS is being done
FORLES `Qb)-Maximum Compression/Maximum Tension esplicitty at Ne diraction of Frank Avbel,PE,Engineer of Recok
TOP CHORO 1-4=-168/12,2V=442/91,2-3=195222 - for the project.
BOT CHORD 1-3=0l0
1 i .
r.,.
JOINTSTRESSINDEX- ����1 � �� - � ����
t=�A3,t=�.00,2=0.Nand3=0.09 '�. � '-
�r-:
NOTES (11-12)
1)wnd:ASCE]-05;720mph;TCOL=6.Opsf;BWL=6.Opst;h=25fi;Cat.II;Pxp 8;encloseQ�MWFRS(low-rise)gable end zone and C C - !��
Ex�enor(2)zone;cantilever left and nght exposed;GC for members and forces 8 MWFRS for reactions shown;W mber DOL=1.60 -- �� ' _
plafe gnp OOL=1.60 -
2)TCLL ASCE 7-05;Pg=30A.psf(gmund snow);Ps-23.1 psf(roof snow);Cafegory II;Exp B;Partially Ezp.;q=1.i � � ''��� i� � _
3j Roof design snow load'�has been retluceE to account for slopa. ..{�. i'I . -
4)Unbalancetl snow Ioads�Fave been wnsidered for this design. � �
5)This tmss has been tlesignetl for basic load combinations,which inGUtle cases wilh reductions for mWtiple conwrrent live loads / 1 .'� - '
6)This tmss has been designed for a 10.0 psi bottom chortl live load nonconcurtent with any.other live loads. -�' '
7)"This tmss has been designed for a live load of 20.Opsf on[he bottom chord in all areas where a rectangie 3-6-0 tall by 2-0-0 wide ����`� � �A�`, � ��C-'�
will ft behvee�Ihe�bottom chord and�aay ather members. '�! � �1
8)Provitle mechanical conneclion(by others)of truss to bearing plate capable of withstanding 2 Ib uplift at joint 1 and 167 Ib uplifl at � ��11'I� � �
join[3. _
9)This tmss is designed in accordance with the 20091ntemational Residential Code secPions R5�2.11.1�and R802102 and refe�gnC'kk�
standard ANSI/TPI i.
70)'Semi-ngid pitchbreaks with fxed heels"Member end fxity model was used.in Ihe anatysis and design W ihis iruss.
11)Designs checketl forASCE 7-05 wind at 120.mph;wind reac[ions x Q56 will aCjust wind load reaction to a speeC of 90 mph(�.69 for .
100 mph antl�0.84(or 110 mph).All other weRcienis remain ihe same as sh$wn.
12)SPF No2 antl SYP No.3 can be substitutetl for SPF Stutl G2de matedal(ROof trusses onlyj. /
LOA�CASE(S) Stanaard ����" v d Lyl��
� WdRMhG Vmfud p p eLers ndRFdDNUIES�NRIfSdXDIM'IUDFDMiF.KRGfERSM'.fiPAGENIf]4J39EF()RF.IASL -.�.: , . ,
D g ftl f o ly 11�Miek n eclors.lM1U tle5ign basetl ly upon p m t sh w tl � nd itl I b -d g co po nt �pjy����
Appl Ob'It� fd g � � ��dP'Op COryIXa�q O�CO (W¢n1i p0llhl�y (b Id�Od g -n1f tlC9 (.B giFlown ur
6f b�eralsuppafotntlrvdualwebmmbersonly::NdCfo�wltempomrybmcrglo�nwres�abl�yduringmnshuctonntl�zrezponsitiilMo�the ar
ec�oc Atltliiional pertnonent bmcing oi Oia overall itm[}ura 6 t�e responiibility ol lhe boiltlin9 tle9gnec Por genaral8uidmre re9oitling .x..in„i�.
�ObiCa�ion,quall�yconhd,s�waga;tlefrv�ery.eractionanabracing,-conxul� qN51/IPII�QUdIXJGiletlo,050-B9ontlB61Bu0tllnqCOmponen�
Safelylniormotion ovoiloblehomirvssPlatelnsli�o�e,281RleeSVeat.SUite312Alexondno.VA4231d. Bt95ountlsitleROap
Nl��nk�ri<a I�MtFeAn�in •e�t.�nwM.�l EEB�b�,NC2]932
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TruuTYPe �N' Pb E61]18]9
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5�'ale=1 J6 B
5{0��
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12.00 12 3x9�/ �
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5
3
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a.iz II a.s= a.i2 II
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S t
t
PI t OHS t IXY)' f2'Ed 0-0-11 [6_Etl�Ce0-0-1 8'.0-4-0�0-4A PLATES GRIP
LOAUING(psQ SPACING 2-0-0 C51 OEFL in Qoc) I/defl !Jd
TCLL »�8 p�ates Increase i.15
TC 036 Vert(LL) -0.05 &10� >999 360 MT20 �97/t44
(GroundSnow=30.0) Lumberinaease 1.75 BC 0.62 VeM1(TL) -O:tS 840 >99B 24�
TCDL ���� RepStresslnu NO Wa 072 Hoa(fL) 0.04 fi nla n!a y�ei hC2761b �T=S�
BCLL ��� � Code IRC2009fTP12007 (Matrix) Wind(LL) 006 &10 >999 240 9
BCD 700
gRACING
LUMBEft TOP GHORD SWCtural wood�shea[hing�'irectly applie�or 5-9-t3 oc pudins.
TOP CHORD 2 X 4 SYP Na2 BOT CHORD Rigid ceilin9 tlirectly applled or 10-0-0 oc bracing.
BOT CHOftD 2 X 6 SYP No 2
WEBS 2 X 4 SPP SNd'ExcepC
4-8'.2 X 4 SVP No.3 or SPf No.2 This tmss tlesign assumes Ihe use of Southem Pine lumber vafues
WEDGE thal were published in the 2005 NDS and pnor to the uptlated and
LeR 2 X 6 SYP No2,flighC 2 X 6 SYP No2 lower vales adopled Ey ALSC on June 1.2012. This is being done
explicilly at t�e direction ot Frank Avbel,PE,Enginear of Record
REACTIONS (�Wsize) 2�549�0-3-8 (mia 62-11),6=4<86103-8 (min.0-2-10) for l�e project.
Max Ho2 2=360(LQ 6)
Max Uplift2=892(LC 7j.6=-845(LC 7)
FORCES Qb)-MazimumCompression/Mazimum7envon
TOP CHORD 1-2=0126,2-3=-4843/960;3-11=3221/718.4-11=3078/756,4-02=3090055,542=3221/716,Sfi=-48481958
BOTCHORD 2-00=727/3791,9-10=42D3191,8-8='727�3�9�•�'8=-560/3195,6-7=560/3195
4-0=916l4127,5-7=-386@126;3'8='14651463.5-8=1474/471 .`��}','� '�f':'',
WEBS 3 4 0=-3 7 61211 8, .
`h r: -
JOINTSTRESSINDEX ;� �- - "
2=0.69.2=000,3=074,4=0I7.5�=074.6=0.68:6=0.00.]=031.8=0.51.9=0.4"lantl10=0.31 \,>4.; ::i�:::.: '
'i '•'
NOTES (1344) � _- '� '
7)2-ply truss ro be connectetl ro9eMer with 10tl(0,120"a3')nails�as follows: _ ; .,,� �.
Topchortlsmnnectedasfollows:2X4-i.rowat0-9-0oc. ; i +
Botlom chortls connecled as follows:2 X fi-2 rows at 0-9-0 oc. '
� , a
WebswnnecteEasfollows:2X4 Erowat090�oc. .
2)All IoaCS are considered equally applied ro all plies,exceP�''�f noled as front(F)ar back(B)face in the LOAD GASE(5)section Ply to '
piy wnnections have beem�providetl to tllsVibule only loads noted as(F)or(B),unless othereise indlcaled �'.Cy ��-,�
3)Wlnd:ASCE 7 05,120mph;TCDL=6.Opsf;BCDL-6.OpsF',h=25ft;CaG II;Exp B:enGosee;MWFRS pow-rise);canlileve�left and nght
� .<�1
exposetl;Lumber DOL=7:fi0 plate gnp DOl 1��.60 � ':� -
� 4)TGCC�ASCE 7-05�Pg=30.0 psf(grountl.snow)Ps=17 8 psf(roof snow);Category II;Exp B:Partialry Exp:Ct=1.1 , -
5)Roof design snow load has been,reduceC to acwunt tor slope.
b)Unbalanced snow loads have Geen consitlered for this design.
7)This Wss has been designed for grealer of min roo(live load of 12.0 ps5 or 7.00 tlmes fiat roof load of 23.1 psf on overhangs.�---�
noo-concurrenl wi[h olher live loads:
8)This wss has been designed�foi a 70.0 psF bottom chord Cve IoaE nonconcurrent with any other live loatls.
9)•This Wss has been designed for.a live loatl of 20.Opsf on[he bottom chord�in all areas where a reclangle 3-fi-0 tall by 2-0-0 wiee
will ft between the bottom choN and any.othecmembers. �`I(1 f1 0 � �i, d
70)Pmvide mechanical connection(by others)of wss m bearing plate capable oi withslanding 9921b uplift at joint 2 anBed5lb uplift at �yR � `
CondAL�§on page 2
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� D gnvaFtlfo N �hMR k an t rs IDctl gn basetlonly po P �b Id gd ig no1W C ig �Bm gsM1Own
qpPfeabdNol tl 9 Pa ametars tl P P t cqpw �a of ompo nt P ti iN . .� . ..
utnblemisopPO� � tlrvtlual b e benonly Atltl� II p rvbac 9� ^ f tilrytlunng wslrvcfion' �lu aponvtillryo��he
-rectorAtldr nalpertno ib goftb er N t 1 ' fi�rep ti6No(iM1eMiltl gtl gnecFOr9e mlgutlonc 9 b�9
fobncaton Q Iry o 4d f 9 d � �✓ ?�� db ^9�So It AN51/fPll�_ ��NCtlk�o.DSEl9ontlBC5lBUlltl gC mponent Etl nNnnNC9932
SalwrylnbemaX -I blairo i PI 1 Im1i1N 281N LeeSireaf 5-t 311 Nexantl= VPlY]i4:
.� ro..�e y-�` ----
Job Tmss 'TrussType ary Pty
E61�18]9
ORDERS EA-98]03 COMN � �
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NVR Momes,X ]250 sAUg 252011�MRek IndusNes,Inc. Wetl Oct 12 13:03:122011 Page 2
�.. . .,:...., �.w,,.�... ��t=- , ..••...,..<.r�� .-.:..,."-_.. ,� :.....: .....:....._:_. . I�:X4VYkFY.�OAVICtuobDK;c.�iz0�-VYPV61oL�zn�ZiinIEFN✓7NSiCSb90Px?.RwPlyll9c�..-.._,�_._.. �.;�,..
NOTES ,(13=14) " ' �
17)This tmss is designed�.in accordance wilh the 20091ntemational Residential Code sections R50211.t and R802.102 and referenced standard ANSI(fPl 1.
12)Girder wrtiestie-in span�s):22d-0�from 0-0-0 to 2�-3-0
73)Designs checketl for ASCE 7-05 wind at 120 mph,wind reaclions x 0.56 will atljust wind loatl readion ro a speed of 90 mph(0.69 for 100 mph and 0.84 for 110 mph).All
ather coeKcients remain the same as shown.
14)SPF No2 and SYP No.3 can be subsfiNted fo�SPF Stud Grade material(Roof Imsses only).
LOAUCASE�S) Standard
7)Snow:Lumber Inciease=1.15,Plate Increase=1.15
Uniform Loatls(pl�
Vert:2-6=-394(8=374), b4=56,6-6=-56 .
�WARNthC V fu� q P � � dRFAUNOIFSONlHf5dN0/NC�LUDFDWlEKRFFERfM'EOAGEMI]4T,iBFFJRFUS& �
Da9 �t � o N fM1Mi k .... t iti�tl 9n b tl N P P f M1ow tl Ip ' tli id olb Id 9aompo�anl. ������
AOPG dlty ftl�4g p te a tlp per c �pa �o ic po ( po biry tboltl gtl g � otl tl 9 �& gshown
o f b( I wppal of tl tl I b mb ly Abtlit �I t p ry b B io' e zto�l h tl g p�s�n�cTon s Ae respon bYl ry of ihe
ere 1 AtlCf' Ip fb � golRre II Wcf e' t� -ponsblry ifi bJWingtl vg :Porgenemlgutlanceregarding - :
IaM 1 q 11y o 1 d 9 :tlef ry� �eciron onC b �'9 wlt pN5�pP11 puall�y CrXetl OSl-89 dn0 BC51 BoYtlinq Component 'M � �
Solery lnlortnohon bva la�le fiOm 1mss Pl fe In5(ilute.281 N L¢ Shee1,Suite 31Y AI xpntlnO:VR Y131 d: 818 5aun6sitle Raad
isu..�.n..:.m»in ",:.;6�.;.. nu Fden{on.NC2T932
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Joti Truss TmssType ��Y P�Y
E6��1880
OR�ERS. � EA-9B�04 .., COMN .,,,,, � �
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Ip Zz6cyWtH�mkQ(oSWtW/�IjzkwiV-zhZWetzDMU4BSV R06e3nC21POZUT95leBTMkyU9oi
0.tt 4-11-05 � 5-1-H ' 3-1-H 4-01-03 o4t4
5�'ale=1:]3 3
4x6��
5
15 16
12.00 4
3x0 O 9sa //
Q 6
Ox4�/ 4x4\�
4x4 O � Ox0 O
3
2 g
`if � g Id
�� o
Sx1 II 11 4 t0 13 10 Sx] II
6x8°
)0-d
1 -
Pla�e Offsets IX Vl' f2'0°242 -03 :0�- t 0- -3 �
LOADING(ps� SPAqNG 2-0-0 CSI DEFL in (loc) IIde9 UC PLATES GRIP
TCLL »�8 Plateslncrease 7.75 TC 031 VeR(LLJ -0.14 Bl0 >999 360 MT20 197A44
(GmunaSnovr-30.0) Lumberinc�ease 1.15 BC 0.61 Vetl(TL) -0.33 &10 >730 240
TCDL 10.0 Rep Stress Incr VES WB 074 Ho2(TL) 0.02 8 Na n/a
BCLL 0�4 � �deIRC2009/rP12007 (Matrix) Wind(LL) 0.03 2-t0 >999 240 Weight:1261b FT=S%
BCDL 1�.0
LUMBER BRACING
TOP CHORD 2%4 SYP No2 TOP CHORD Stmc�ural woad sheathing direcHy applled or 6-0-0 x pudlns
BOT CHORD 2 X 4�SYP No2 BOT CHORD Rigid ceiling tlirectly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SPF SNd'EzcepY MiTek recommends that Stabilizers and required cross bracing
5-10:2 X 4 SYP No.3 or SPF No2 be inslalletl duncg truw ereclion,in accortlance with Stabilizer
SLI�ER Lefl 2 X 6 SYP No.2 3-fi-12,Right 2 X 6 SYP No2 3-642 Installation uide.
REACTIONSQb/size) 2=810/03-8 (min.Od-8),8=810/03-8 (min.04-8) ThisWwdesignassumeslheuseofSouthemPinelumbervalues
Max Horz 2=-442 LC 7) tfiat were publisheA in the 2�05 NDS anC priar to lhe uptlated and
�Max U lifi2=286(lC 9),8=-28 LC 10 lower vales aDOpted by ALSC on June t,2012 This is being done
p 6( 1 expiicitlyatthedirecUOnofFrankAVbeI,PE,EngineerofRecord
Maz G2v 2=817(lC 2j.8=817(LC 2) for lhe prqecl.
PORCES (Ib)-Mazimum Compression/Mazimum Tension
TOP CHORD 1-2=0l22,23=830/344,3-4=-73?J370,475=fi54/398,545=-557/419,5-t6=-557/4t9,646=-654/398,6-7=732I370,
7-8=830/344,8-9=0/22 .`��i�i�';-
BOT CHORD 2-11=-259/527.1142=-259/527.70-72=259/527.10.13=-947527,13-14=-94/527,8-14=-94/527 ;�i, _ +�:i, :
WEBS 440=-224/376,5-10=-369/564,610=224/376 ,�; ' ' _
t •
.��,,
JOINT STRESS INDEX �
2=0.93,2=024,2=�24,3=0.00,4=026,5=0.40,6=02fi,7=0.00,0=0.93,8=0.24,8=A24and10=0.71 , _
NOTES (12-13) -
1)Wind:ASCE 7-�5;120mph;TGDL=6.Opsf;BC�L=6.Opsf;h=25ft;CaL II;Exp B;enclosed;MWFRS Qow-nse)gable end zone anC C C ` - -
�Eiterior(2)zone;�cantilever teft and nght ezposeE;GC for members and forces&MWFRS for reactions shown;WmOer DOL=1.60 .
plale grip DOL=1.60 �-• � -
2)TCLL:ASCE 7-05;Pg=30.0 psf(gmuntl snow);Ps=t7.8 psf(mof snow);Category II;Ezp B;Partialry Exp.;C1=1.1 �:._`
3)Roof tlesign snaw load has been reducetl to account for slope. ,.,.
4)Unbalanced snow loads have been considered for this desiga � � ., .
5)This Wss has been Cesigned for greater of min roof iive load of 12A.psf or 1.00 limes flat roof load of 23.1 psf on overhangs �i ,,y,y\�-�-
non-concurrenl with other live loads._ `F 1j��'
6)This truss has been designed for tiasic load combinations,wnich inUude cases wilh retluctions for mNtiple wncurtenllive laatls.
77 This fruss has been designed fo[a 10.0 psf bottom chord live load nonconcurrent wilh any other live loads.
8)'This Wu has been designed for a live loatl of 20.Opsf on lhe bottom chord.in all areas where a rectanqle 3-6-0 tall by&0- wid
wiil fl behveen Ihe bottom�chordand anypther members,with BCDL=tO.Opsf.
9)Provitle mechanical connection(by o[hers)of Wss to bearing piate capable of withstanding 2861b upllft al I�int 2 antl 2861b uplift at
joint 8.
10J This lmss is tlesigned in accordance with[he 20091ntemational Resiaential Code sections R502.11.1 antl R802.10.2 and
referenced stantlaM ANSI/TPI L I�'iAR 0 '! "'�`
G�ddtir�Bi�y��(pl�breaks with fxetl heels'Member end faity madel was used in the anatysis and tlesign of[his Wss.
�-WdRMNGVenNd a ��oa�� �nrlHFdDM>1E.SONlHISdN➢IftiLl/DF11Nf1LKRE£'EREK'EPdGEHIf�.�6T3HFiGREUSE
CesgnvaGtltwmeor�ty iM1Mlekc n e 1as:ID¢tlaug b d �ly po pa t n tl' � n' d id IWidngc pb �nt. �{j����9�
APPfC bililyo�tl¢A9 p� � Ra tlp� pe CwpIX 1 Of� P �nf espa biNry �buWin9tl 9 � 1� tl 9nN B 9� wp 1,�K I�-
' �wlof fOl up,00rtof nG Itl I �bm be nly.AtlCfi I1 -peraN� 9� nsure 1 birytl rngmnimcfi �� lespo Lblliryo�t�e �� °S°i� i,.
ct Atld�ianalpertn�� ib crg f�h �allst N �he spo bl�yoRh bu�d gtl gner.Fwge alg tl ncereg rtlng
� b iro qvallry tol �aoge.tll ry eClOdotlM 9co�wl0 .pNSIRP�10,aIINCMeda,OSl�Wantl6C316uWCin9COmponenf 81BSaundsitleRCatl
Sal ry IM�emoMOn o aibble trom irw Pl fe IrtsliWle,481 N L e 51ree65u t 31Y N tl a,VA 2P31E. Etlenbn.NC 9932
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12)Designs checketl forASCE 7-05 wind a1120 mph,.wind reacfions x 0 56 will adjust wind load�reaction la a speed of 90 mph(0.69 for 100 mph�and 0.84 far it0 mph).All
olher coe�cients remain lhe.same as showa �
13)SPF No2 andSYP No.3 czn be subsliWted for SPF SNd GraGe malenal(ROOf Wsses onlyj.
LOAD CASE(S) Standard
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D sgnvafdlo se NwihMl k � �_Tn' d 9 0`� nIY Po �orttillty fb Idin9aev9 if �d 9 t B c 9�own ����c��
APPICabXi�YO(tl¢9 Pa Tete tlC Pe aP 1 1 . W CIIH ��M1e � •.x�,�.
IIXIO� OlSUppIX� 1 tl'�' I b b ly Atld� � It T� N�QCVIg10�ln R � blrytlVlingCO 1 Cf - �M1 G �'nY�
recta Adafon IF�'^� iba� 9 IIDeove� II � 1 el�M�repo -bINo�Meb Itl gtle gner.F g nemlgutlon 90 9 B105ounASideftoxE
fabnmNOn.qualfyco���d.st-ogetlf rveredo tlb� cng;co It pN9/fPlt� 1pCrNetlo,�SB'B9vntlE<SIBU0tlin8�a^�P°^°^� Etlenbn,NG2]93�
SMeN���ormaMen aJaAabl¢�mT imss P1ole Inx�Rt�e.481 N.Lea 5fre81.5ui1e 314,AlexO�no.VA 2231 C.
._ ..:__ian��.�.�:n.:.���w�RM.rherlvvi nv�Mraarerl�nae�llerriwl%l11 )111i 1�Y�
Job Tmss TmssType �ty Pty
E61]1881
OR�FRS EA-99905 SPEC 1 1
Job Re(ermce(ppfonall
NVft Homes,X �250 s Aug 252011.MTek Intlustries,Inc. Wed Oct 1213'03:14 2011 Page 1
' ' " '° -?�'"_-"°"°"" 1�2z6cyWlHDmk�foSWIW7LfjzknaY-RU]F% (c bOxoORK?Idtb_ISXpCndwmEalwlWyU9oh
. ...>......___... -�,.. -.._. . . �. .�� ....i��s....�&i.N �� .ro- .w.>.'t6qa,....,.]�u... - YSe�.�.w.sc�...,.. � � 31-30 _ _
_ I _ , ...� I.:. ...��.�... C- I-..,...«..� _: � �..C.a+a. .H4f:A..�m—w
i-10-05 )-0�-1 )4d )$1 )-&1 �
5Ay Q Swle=1986
8.00 1i 5
3x6 O 15 tfi 3x6 Q
3x6 Q
3xfi G
6
4 y
3
3x6 i
3x6 i 2 B
1 � `
9 13 12 t] 11 �� tB 9 19 Sxfi = `b
5x6 ° qyp - - 3x8= 3x4 ��
3x6=
14
3x4 �� 8.00 12
t - ' 't � 1F- 3-�-t � 31-3.8
id0-15 �RYt StL9. 0--e ].
. Plale Offsets(X.V1: I5:0-3-4.6-2-81
LOADING(ps� SPACING 2-0-0 C51 DEFL in Qoc) Ildefl Ud PLATES GRIP
TGLL 23.� Pla[eslncrease 7.15 TC 079 Vert(LL) -007 8-9 >999 360 MT20 19]l146
(Gmund Snow=30.0) Lumber Increase 1.15 BC 0.38 Vert(TL) -021 8-9 >863 240
TCDL 10.0
BGLL 0.0 ' Rep Stress Incr YES WB 0.71 Horz(TL) 0.05 8 n/a n/a
BCDL 10.0 Code IRC2009/TPI2007 � (Matrix) Wintl(LL) 0.12 8-9 ?999 240 Weight:1621b FT=5%
LUMBER BRACING
TOP CHORD 2 X 4 SVP No2 TOP CHORD Strudural wood sheathing direclly applietl or 5-741 oc putlins, excepl
BOT CHORO 2 X 4 SVP No2 entl verticals.
WEBS 2 X 4 SPF Slud'6ccepC BOT CHORO Rigid ceiling tlirec[ly applietl or 6-0-�oc bracing.
5-10:2X4SYPNo.3orSPF�NO2 WEBS 1ROwatmidpt 440,540,7-f0
WEDGE Miiek recommends that Stabilizers arM requireC crossbracing
Rignt:2 X 4 SPP Stud be instailed Curing truss erection;in accortlance with Stabilizer
�g on gu de
REACTIONS (Ib/size) 14=371/0-3A (min.04-8),10=P80/03-8 (min.0-2-3),9=364/03-8 (min.0-1-8) �
Max Hoa 14�38(LC B). This Iruss design assumes the use of Southem Pine lumber values
Max UpIift14=106(CC 10),�10=655(LC 9),8=-7641LC 7) that weie published inlhe 2005 NDS and pnor to the updated and
Mac Grav 14>171(LC 13),10=1871(LC 2),.8=470(LC 14) lower vales atlopled by ALSC on June 1,2012. This is being done
ezplicHly at the tlirectbn of F2nk Avbel,PE,Engineer of Remrd
FORCES (Ib)-Maximum Compression/Maximum Tension fo�the projecL
TOP CHORD 1-14=-q56/767, 7-2=:7728/482,23=383/107,3�4=1547736,445=200/431,5-15=-171/571,5-16=-78/574,
6-16=-87l428,64 110/343,7-8=505/267 � .'�
BOT CHORD 13-14=504/515,72 13=-765/905,t2-17=499/325.]i-17=499/325,t0-11=�99/325.1048=-107/318.9-18=107/318 ��..
9-19=-107l318.8-79=107/318 � .. ' ���'i.
WEBS 1-13=-429/955,2-t3=276/422.2d2=-70?J590,4-12=0/3fi8,440=-721/457,5-10=-928/374,7-10=423/454�.7-9=0/335,� �� �- .
i
JOINT STRESS INDEX ` - � � -
1=0.48,2=0.48,3=0.83,4=0.48,5=0.47,6=0.83,�=0.48,8=�36,8=0.00,9=026,70=0.64,11=027,12=0.40;1&=-0.33and14=02fi + --
NOTES �(1243) , :. _
i)Wind:ASCE 7-05 120mph;,7CDL=6.Opsf;�BCDL-6.Opsf;h=25fl;Cat.II;ExA g:enGOSed;'MWFRS{low-rise)gable end zone and CL , �
Enenor(2)zone;canhlever left anC right exposed C-C for memGers andforces&�MWFRS for reactions shown;Lumber�OL=1.60 . °�
plate gnp�OL=1 60 ,',
2)TCLL ASbE 7-05 Pg 30 0 psi(ground snow);Ps=23.i,psf(roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 i .M'��
3)Roof tlesign snow IoaA has tieen reduced to acmunt for slope. / �C ,` ,
4)Unbalancetl snow loads have been wnsdered�for this design. � �, ��
5)This buss has been desgned for Dasic load combinations;which include wses with reductions for multiple concurtenl live loatls. �
6)This truss has been desi9neC for a 10 0 psf bottom chord live load noncancument with any olher Irva loads, _ _
7)'This truss has been deslgned for a Irve load of 20 Opsf on lhe bottom choN in all areas where a rectangle 3�6-0 fall by 2- -0
will ft belween Ihe botlom chord and any other members,with BCDL=10.Opsf. -
8)Bearing�atjoint(s)t4 consiEers parallel lo grain value using ANSI/TPI 1 angle to grairt lormula. Building designe�should veniy
capaciryofbeanngsuRace. -
9j Pravide mechaniwl connection(by others)of Iniss to bearing plate capable of withsfanding tO61b uplik at joint 14,6551b uplift at
joint 70 and 1641b uplift atjoint 8. I�a�p p (� r �fl��.i
Continuetl on page 2 �-�« �� � �
A WdRNf�4G' V� (y et a n�� d d R6AD NV]FS OX 131fSLM1INCLIfDEU III]EK XEFEHFI.CE PAGE 1flf IOTJ BFFORE USE ���Nr�i:v
Dng ftlfwuuo rywi�hlNi k� on a irn Th tl ign b tlo lyuponp fers h rW' lo�a ntl d olb ld 8 �POnent , ���
qppf blry. IGavg po mefenontlpop ap aW fco po enll p ��blry fbold gtl zg -no�t tl g �Bmc gLwwn
hlorloferalsuppw�ofntlHrclwiwabme bersonry.AtltlJOnaltempararybmcn9�o-nsureAa�YNtlunngcwu�uc0onut�eresponublltybR�e
redw.�Atltlitional permpnenf branng d t�e ovemll shucNre 6 tt�e responilbi4typi f�e buileing tlezigner.For geneml guidance ragoraing i.mw...am�n�.
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Sa1hllrmvMOn"�ovabbleM1OmlrvssPll I tita�e.]BINL -SteetiSUite3lY.Aluontlna,V�4231C. Edenton,NCO]930
II(n�n��mCirrlt�MvnM�ka MvltFnrlo��nwMUaaietM1no�eA��r�wMllt )(11i dIV
Job Truss TmssType ary Ply
E61]1691
ORDERS EA-98105 SPEC 1 �
Joh RefarPnce(oo[onall
NVR Homes,X ]2W s Aug 25 2011.MiTek lndustries,inc Wed Oct 12 13:03:14 2011 Page 2
-___.._�.,. _ . .-.-__.�,. . .-.-_�_«."' Pr-..... -.�. :�. ._ �_:. -�—_. . . . . . . - .�.. ..._-�
- ' `�--' -l�Zz6cyWlHUmkOFOSWtW/LljziavU kulFX_YC`-tiOUWRK?jtl[b`_ISXpGnawmEafwiuHyU9o�
NOTES (12-13) " '
10)This truss is desig�ed i�accordance witn the 20�91ntematioral Resitlential Code sec[ions R502.t1 S antl R802.t02 antl referenced standaN ANSIRPI'7.
11)"Semi-ngid pilchbreaks with fzed heels'Member enG fzity model was used in Ihe analysis and design of this truss. •
72)Designs checked for ASCEJ-05 wintl at 120 mph,wind reactions x 0.56 will adjust wind load reaction to e'3peed of 90 mph(0.69 for 100 mph and 0.84 for 110 mph).All
other weKcients remain the same as shown.
13)SPF No2 and'SVP No.3 can be substituted for SPF SNd Grade material(ROOf Wsses only).
LOAD CASE(S) Sfandard
I�WARMNG Vcnfu� 9 0 � d RFdD 1rolFS ON R3IS dND IM I ffDED IIITEKREFSRSACE PdGE l9f]0]3 PEFORE U.SE. , � � . .
De 9 Itl� o N �M1M7 k n ct ID d�slgn ba C ry ponp m f h tluio 'nd itl Ib Nngcwnponant. ������
qppl dIM I tl ign p ef� dtl pr p capara�lon a� P nt c sp b IRy �b Itl g tl 9 -�ot W des gne.Bm g Yiown
ulorlatHOlsuppotlofntiv�ualwebmmbersonN�Adtl�onaltempCtaryb glonewestablNtlunngconstNfonsh�erespJ�wtillRyoRhe
eRCfor.A�LOnolpemranent6mcingoftM1eoveroNSfmcWre�f�eresp�mibN�yofthebuil�ingdeziB����9enemlguitlarceRgarding ni. in
� ��, ie.ii.
fopn f q IINc �ird � og .tlet rye cfronontlbiacnB�onwl� pNSlpPilOOClIry Ctllerio,Di!-99aMBC51BU0tlinfl�omponenl
Svlely Inbm�aXOn,.ovo loble Irom lrvss PI fe Inillule.281 N Lee Araet,Su te 3@,Alexontlno.Vq 42t14. 818 SoundsiEa Road
Ira..,r.A.mCi..� an vaM:..ad.h.....n.++�,eMn >1V EEBnton,NC2]932
Job Tmss Tmu Type Ory Ply
E61I1882
OR�ERS EA-98]O6 COMN 1 1
Jnb Referenrc(oo['odall
NVR Homes,X 7250 s Aug 25 2011'M7ek Industries,Inc. Wed Oci 1213-03:15?011 Page 1
.,, . ... . ,., ... ID:�i6cyWlH�mk4fo5WIN7L11zkwiV-w4htlkKgElu8o0A0WVRB68QN60SxMK)OpyqaOCyU9og
.-.-..s..o..+a..:.v� K�-�.x�.<�..,..»......-_ - :,i �•" -.-,_' " " ...�_-..n_- '. -�...a.c, ?.9. .--�—_ 2719ar.?:Y61•
"" �.. . .«,.»... . _.��... ...,_. ..
0-N Sb15 SS13 SSt3 5315 0.H��
4a6 O Srale=1:>].9
S
15 i6
12.00 t2
3x4��
3xC �/
Q 6
4x4�/
4x4 Q
<z4 �/
3 ) <x4 ��
2
� ' aslo
fix8 II �� �� �p 13 �4 6a8 II
6x8=
10-312 31-]-B
i0.A13 I iQ4�12 �
LOADING(ps� SPApNG 2-0-0 CSI DEFL in (loc) I/tlefl Ud PLATES GRIP
TCLL »�8 Plates Increase 1.15 TC 0.36 Vert(LL) -020 8-10 >999 3fi0 MT20 19�/144
(GraundSnow=30.�) Lumberincrease 1.15 BC 0]i Vert(TL)� -0.45 840 >573 240
TCDL �d�d RepSlrewlncr YES WB 0.90 Horz(TL) 002 8 n/a n/a
BCLL 0.0 ' Code IRC20W?PI2007 (Matriz) Wind(LL) 0.04 240 >999 240 WeighC 1341b FT=S%
LUMBER BFZqCING
TOP CHORD 2 X4 SYP No2 TOP CHORD Siructural wocd sheat�ing directty applietl or 6-0-0 oc purlios.
BOT CHORD 2 X 4 SYP No2 BOT CHOR� Rigitl ceiling EirecHy applied or 10-0-0 oc bracin9.
WEBS 2X6SPFStud'6ccepP �MiTekrecommentlsthal5tabilizersandrequiredcrossbracing
540:2 X 4 SVP No3 or SPF No2 be installed during tmss erection,in accorCance with Stabilizer
SLIDER LeR 2 X 6 SYP No2 3-9-i t,Right 2�X 6 SVP No23-9-11 Inslallation uide.
REACTIONS (Ib/sizeJ 2=876/03-8�(min.0-1-8),8=876/03-8 (min.0-1-8) This iruss design assumes Ihe use of Southem Pine lumber values
Max Horz 2=477(LC e) thal were published inihe 2005 NDS antl pnor to the updated and
Max UpIiR2=301(LC 9),8=-301(LC 10) lower vales adop�ed by ALSC on June 1,2012. This is being done
explicitly at the Eirection of Frank Avbel,PE,Engineer of Record
for ihe project.
FORCES (Ib)-Macimum Compression/Maximum Tension
TOP CHORD 1-2=0/22,2-3=-888/368,3-4=q96/396,4-15=-149/426,5-15=-608/448,5-16=-6�8/448,&16=-�09/426,6-7=-796/396,
7-8=-888/368,&9=0/22
BOTCHORD 2-t1=-276/573,.1142=276/573,'10-02=27fi/573,10-13=-104/573,13-14=-104/573,&14=104/573
WEBS 440=-244/403,5-10=396/fi25,640=24d/403 .
.���1''1".!',''.::(�,;.�
�.,,.
JOINTSTRE55INOEX .�. � <;j�G,.�� ����"�
2=0J6,2=025,2=025,3=�.00,6=026,5=0.45,6=026,7=0.00,8=076,8=025,8=Q25andt0=0.80 '�j= ,'..;1 �� "�-'�
NOTES (12-13) � "'� � '
1)Wintl:ASCE]-05;120mph;TCOL=6.Opsf;BCDL=6.Opsf;�h=25k;Cat II;Ezp B;enGOSetl;MWFftS(low-nse)gable entl zone antl GC:.r :� ' ' .
E#e�ior(2)zone;cantilever left anC�nght exposetl;GC for members antl forces 8 MWFRS(or readions shown;Lumber DO1=1.60 = ' �
plategnpDOL=f.60 — " :••PI�,-,4:r: � �
2)TCLL ASCEZ-05;Pg=30.0 psf(gmuntl snowj;Ps=17.8,psf{mof snow);Calegary II;Exp B;PaM1ially Exp.:Ct=t1 = -�` ? �''-�' � ` �
3)Roof tlesign snow load�has been reduceE to accoun�for slope. . - �
4)llnbalanced�snow loads�have been consiEered for this tlesign. _
5)Th�s Luss has been designeC for.greater of min roof live load ot 12.0 psf or 1.00[imes flat r�f load of 23.� psf on overhangs �, r;,� �� �
non-concurrentwdhothecliveloaas. � +-��; �' ` � -
6)Thls truss has been designed foi basic load combinations,which mGuCe cases wi�h reductions Por mWtiple concurrent live loads. ' � i �� ,' �
7)This lruss has been designed for a'10.0 psf bottom chorC live loatl nonwnarrent with�any o�her live loads. �',��r.;. " �,lh �- �
8)'This Wss has been tlesigned fo�a live load of 2�Opsf on the tiotlom chord in all areas where a rectangle 38-�lall by 2-0-0 wide ��
will fit belween the bottnm chord and any other members,with BCDL-10.Opsf.
—9j4rovide'mechAnicafwnnection'(byo[�ers)oflmssrobearingpla�ecapableofwithstanding301-Ib'uplifl�at�oin[TahC�3011b-up' -
jomt B.
10)This tmss is Cesgned in accor0ance with[he 20091ntemational Resitlential Cotle sections R502.11.7 antlR802.102 and
referertced standard ANS!/TPI'1. _
11)"Semi-ngid pitchbreaks with fixed.heels"Member entl{xpy moEel was used in the.analysis and design of lhis truss. q
Continued on page 2 ��t1[� � 7 L���
Q WdRMM'i Vm'fy d pn pa d� d REfn MJTES ON RlfSAMJ INCLIIDFD AII]EKkF3'F,REM'S PdGE Nlf�4T3 B&FORE L5E . . . .
Desg I tl� se oqN 'ih Ml k ne 1 iF tl vgn s bmed N pon pa l � a d' 1 di tl I b Ytl g c p - nL ��1p����
ApOlCObd�y Itl 9g p � e�ersantlp pe� apaatqn f � n�u ip Mlry �b Idrgtl �g o�t tl Ig �B C gzM1Own L
u
or lataral supporl ol dmtl al web m mbers anry.Atltl t onal tempomry bro ng to nsure sfatil ry tlunng mmimct on s f�e respons b II fy oHhe LA
eRCtoc htltli�ionol pMnonent bmcing ol Rie avemll s�rvcfure'¢ihe respomibifiry ol Ae bviWing Eetlgnec Fw generol goitlan[e regorUing. �•mw.r qintioii.
�abAmtwn.qwBryconfrd;z�wage,tlefvery.ereqionantlWacing.cofssull qN51/IPllpuatl1yCMetla,D56�89onElCSIluOEingComponeM
SNery IMO�maMon orailoble�mm iNSS Plate Ins�XVle.Y81 N.lee Nreet,Svite 31R.Alexontlna,VA 2231<. et9 SounESitle Roatl
i�wmx...c�...�n�,..�n..:.. -F.n.n.n+: .�eM�i >n�z ECenton.NC2]932
Job Tmss TmssType pty Ply
E6111882
ORDERS EA-98]O6 ICOMN 1 1
Inb Rafwrc ca Innt'nn
NVRHOmes,X 7250�sAUg252011^MiTeklndushies,Inc WetlOCi1213'.W]52011 Page2
. . .. ........, + ,....�,_... .. ,,,_.. :.. ..,._..... : _ ..�a . --......�.�..,—. ID:.::fiA'Y�NCrR.MrSWM^LI!zhwiV-w4htlkKgElu8o0A�N/YRBEECI.^IG[JSr.!dK]OPYSaQdY�9og ..r.� .._
12)Oesigns checked tor.ASCE 7-05 wintl at 520 mph,win0 reactions x 0.56 will adus[wintl load reaction to a speed of 90 mph(0.69 for 700 mph antl 0.84 for 710 mph).All �
other coeffcien(5 remain ihe same as shown. .
13)SPF No2 and SYP No.3 can be substiN�ed for SPF SWd Grade matenal(Roof[msses only).
LOAD CASE(S) Standard
� WdRHIhC V fY� 0 O �� dRF20NOlESON]}IISdM)INCLUDEDAIITFXREFERF.hCEPdGEM1�4T3HEFORE(ASF,. . '."-
�e g � I tl� e onry Th Ml�k - d� Ili ❑ g b tl ly p po t sh y Is f ' tlivq I b 1 'g o PonanL ������
Appl blry ItlAg p f tlp pa I�j ( � po �zrep bl�y}ti Itl gtlsg� �nott d 'gp & iOgNOwn
k� 11 ItuppIXtof db I b bers ly Ntld� I� p��ryb C 9f �estOblfytl �gconvWtlonstherespOnbdli�yo�ihe
recfa.Atldiqrqlpertnanen�bmcngo��heove/a�IifivcNre¢�M1e25porttibilltyOl�hebuiltlingCesignecfo�9enemlguitlpnre�ega�tling �.nununr . i .
Vobnca�ion.qv�li�ycon�m65�waga.tleGvery.e�e[fqnandbmcing.wnwli pN51/IPlldunpry Glhdo;D3B-89ontlBC510u0CIngComponenl B165oun1�itleRwE 'n��'I
SoleN��brmallon available hom irvss Pbte InstiNte:]BI N.lee 5Vee1.5uite 31 R.Aleaantltla.�Vq 22316.
nuu,.e.��p;..occ a,.,��.6.d..� me EEemon,NC2]932
Job Truss Truss Type Qty Ply
E61]1883
ORDERS EA-98�0� SPEC 1 . 1
Job Refernnca pp�j n �
NVR Nomes X ' ', �xT� � " Z250 s Aiip 252011 MiTek Intlustries,Inc. Wed Oc[1213.03:15 20N Pa9e 1
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�0-t5� 8-11-15 � 16t-0 � 23-i-1 � `-8 32-$�
vID-�s �-Yt Lv� 1-&1 ��-&�' 0111-0
5�� Srale=1:]9.0
8.00 12 5
16 1] 3afi O
3x6 i
3x6 O
3xB i 6
a �
3
3x6 i
3xfi� �
� 8
� 10 13 1B 12 �� 19 �� 20 5�- �� �4
5x6= qx4= 3z8 = 3x4 I I �
3x6=
15
3x4 II 000 12
-0 -5 -t 1 D 23-Y-i � 31-3-8 �
Plafe Offsets IX.V1: f5:0-3-4 0-2-81�
LOAOING(psn SPACING� 2-0-0 CSI. �EFL irt (loc) Ildefl Lltl PLATES GRIP
TCLL Z3,� Plateslncrease 1J5 TC 079 Vert(LL) -0.06 Bd0 >999 360 MT20 197/144
(Ground Snow=30.0) W mber Increase 1.15 BC 0.38 Vert(fL) -020 &10 >901 240
TWL 10.� RepStresslncr YES WB 0J1 Horz(TL) 0.05 8 �n/a n/a
BCLL 4�� � CotleIRC2009/TPI2007 (Matdn) Wind(LL) 0.10 8-10 �>999 240 Weighl:1fi41b FT=S%
BCOL 1 .0
LUMBER BRACING
TOP CHORO 2 X 4 SYP No2 TOP CHORO Structural wootl shea�fiing directly applieE or 5-7-11 oc punins, except
BOT CHOR� 2 X d SYP.NO2 entl verticals.
WEBS 4 X 4 SPF SNd'EzcepP BOT CHORD Rigid ceiling tlirectly applied or 6-0-0 oc bracing.
5-t1:2Xd5YPNO3orSPENO2 WEBS 1ROwatmidpt 471,5-ti,7-71
WEDGE MiTek rewmmends that Stabilizers antl required cross bracing
Right 2 X 4 SPF Stud be'mstalled duiing Wss e2ction,in accortlance with Stabilizer
REACTIONS (Ibfsize) 15=371/03-B (min.0-1-8),71=1776/0-3-8.(min.�0-23),8=426/0-3-8 (min.0-1,8) 7his truss tlesign assumes Ihe use of Soulhem Pine lumber values
Mac Hoa-05=-44�(LC 7) Ihat were published in the 2005 NDS antl prior to�he updated and
Maz UpIift15=-t 19�LC 10),.7'1=E45(LC 9),8=-238�LC 10) lower vales adopted by ALSC on June 1,2012 This is being tlone
Maz Grav 15=474(LC 14),11=t866(LC 2),8=545(LC 15) expliciHy at the tlireclion of Frank Avbel,PE,Engineer of Record
forthe pmject:
FORCES (Ib)-Maximum Compression/Maximum Tension �
TOP CHORO 145=-457/165,1-2=-�133/474,&3=389/113,3-0=160/141,4-16=-195/349,546=-i66/569,5-17=73/573,
6-17=871427,6-7=105/342,7-8=W2/272.8-9=0f27 .`�''.�i:�.'.°� ..��li�.,_
BOT CHORD 14-05=493/529.13-04=-753/908.13-18=494/332.12-08=-094Y332.11-72=194/332.1149=-99/314,1049=99/314. (:.`� ,�.'�'r_.,.
10-20=99/314.8-20=99/314 '
WEBS 1-t4=�422/957.2-14=2�0/431.2.13=-]03/580,443=0/368.4-11=�2BI455.5-11=-92]/306,741=-71]/445,�-70=0/334'�� , - ,
JOMT STRESS INDEX ..
1 =0.48,2=048,3=0.55,4=0.48,5=0.47,6=0.81,7=0.48.8=0.39,8=0.00,t0=02fi,it=0.64,12=026,13=0.40„16=033and15=Q26 -
NOTES� (�3-04) - �� -.:i'J ' .., . "
7)Wintl:ASCE ROS;120mph;TC�L=6.Opsf;BCDL=6.Opsf h=25tt;Cat.II;Exp B;enclosed;MWFRS(law-nse)gable end zone antl C,C � „ ,. '
6clerior(2)mne�,wntilever�left anE nghf expasea;C-C for members antl forces B�MWPRS for reactions shown;Lumber DOL=1.60
plategnpDOL=1.60 .). .; ����
2)TCLL ASCE 7-05;P9=30.0 psf(ground snow);Ps=23.1 psf(roof snowj;Cateqory II;Exp B;PaM1ially Ezp.;Ct=1.1 � � _
�,
3)Roof design snow load has been retluceA.ro accowt for slope. ��%i i �� _
4)Unbalancedsnowioatlshave�beenconsideredforthisdesign. S{., `�j� `'�
-5)-This.trusshas�been.tlesignedfocgtealer.of.miaroof.liveloadoLl6A.psfor_1.00times.fiatrootload.of23.1-psf.on.overhangs�^ E'���� � _ -
noo-wncurrent with other Ilve loads. � L^.
6)This trvss has been desig�ed(or basic load�combinations,which inGude cases with reduclions for multiple wncurtent live 16ads,
7)This truss has been CesigneG tor a 1QOpsf battom chord live load nonconcurrent with any ot�er live loads.
8)'This tmss has been designetl for a live loatl�of 20.Opsf on the bottom chora in all areas where a recWngle 3-6-0 tail by 2-0-0 witle
wili ft behveen the bottom chorE antl any.o[her members;with BCDL=10.Opsf.
9)Bearing atjoint(s)15 consitlers parallel�o grain value using ANSIl7PI 1 angle to grain fortnWa. Building designer should venry ��AR 0 7 �v��v
fapadry of bearing surface.
Continued on page 2
Y WdRMAC �Vfi'tf4� 0 ➢ n"+��� �R�D�T�S ON SNfS dND(NCLUDED MIFX REFERFl�CB PAGE Mf]4T3 9FJ'ORS IISE. .
Desg fCl o M ��hMT kcon 1 Th tlevgn �asatl lyupo p lErssh tl- i � tl Ib Itlngco po enL, ��qj��g�
ApWCabi ty �tl si9 Pom �- antl p pe oipwatq � p enl i xp b IBy oi� Id g d g ot t tl�9� B a g s�own'� e- r
ebl�taralwppoROl drvqwlwebmmbmonly,Atltltonaltemporarybr - glonsuieslablNdunngconz�mcfonsihereipombllRydl�e a� !9
eac�oc naanlonai p� ��dnem bmcine of fie ovemn swctire o IDe responvb��iN of ina buildirg desgner.for genemi quitlance regamingl- .nn,i�.
IoFn'cation.qunllrymnhd:xlorage,EaGvery.erecfionantlbracing.mrtvul� qH51RPtlOm4'1y CMetla.050-B9onElCSIluIltllnqCOmponent
SaleN���ortnvlion ovoilablehomimssPla�elm�Ilvte,2BIN.Lee9reet:Svile312Alexantlrio.VAY431<. 81BSOUntlsitleRoatl
Ifw.e�.mAro � n..1:��k.- n.tl..:n nP t�v E4en1o0.NCP932
�
Job Truss TrussTYPe �ry P�Y E61]1683
:..._.�...OR�ERS: . ..,......:EA'sC]W�...c�r... .,.... F?-f..�_.,., .-.-.. ..�. .s.__. _ -��-.� .�. � . t �— ..
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� � ]250sAUg252�11MTeklndusfries,lnc WedOCi121303:152�11 Page2�
NVR Hanes.% I�ZZdry�^IlHDmkofoSWiWlLfjikwiV-w4htlkKgElu8oOA0VJVR868CIGMOVOMN00pygaOdyU9og
NOTES (13-14)
10)Provide mechaniwl connection @y others)of Vuss to bearing plate capable of wrthstanding 119�b uplift a[joint 15,-,6451b uplift aljoint9 T'and 2381b uplift ai joint 8.
71)This tiuss is designed in accordance wilh lhe 20091nlemational Residenlial Code sedions R502.1 T.1 andR802.102 and referencetl standard ANSIlTP�1.
12)"Semi-ngid pitchbreaks with Flxed heels"Member end Flxiry motlel was usea'm lhe analysis znd design of lhis Wss.
13)Designs checked forASCE Y05 wind al 120 mph,wind reactions x 0.56 will adjust wind load reaction�ro a speetl of 90 mph{�.69 for 100 mph and 0.84 for t 10 mph).All
other coefficients remain lhe same as shown.
16)SPF No2 antl'SYP No3 can be substituted(or SPF SWtl Grade material(Roof Wsses only).
LOAD CASE�S) Sfantlard
A WARMhG V lu d 'an o � nrl REd11 N�1E5 ON 11IfSdMJ INCLUUf11 MSEK REFERf'.hCSPdGE IIIf l4]3�HLFOR&[ISE. ������
DeSgnva4tlior only �I�MRek n 1 :Th'.stl 59 6 sed nly po pa mel sM1 tlufora dl itl. Ib la g po.. t .
AppfmbilByold gnpotam?ia'? tl0 Per'r�coryw �o � pon 1 respansNllty �b I4 gde gne no�VU tl gn B < gsho'�+n
'siahteralsuPP� i ntl �tivalw bm be o ly. Addn It �P �rv� c'e-�9�olnw st blHd nrgc iNCt ' iM1 epo vtillryoHne nra .x,.r--.�.
ect Atltltio IO�o ��b 9ofih all t cf - M -spo ibltyo�Mabultl gtl.g r.GOrg n �o�9ptloncerego�tling g�gSOwUStleROad
t hr �1 �-quafM ��d' 1 Be tl Y rv�- C n o tl b --g:mn I� ANSI/iPll� IIry Ctlferla,�SB B9 ontl BC51 BuYEing Cemponenf
Solerylnlo�mvXOnavolableiromirvssPlatelmiW1e181N:1e5Vee1.Sf312Alenantl VAY1314. EJemm�,NC3]934
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.. J ti Rnl (ppCnna�
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, �._... .,-,.. _, ;�:'..:....__. ..; - —.'-�__.�..-�—.—....�. _"'"- ' ' '-.=._. .102z5cy�fH�.mYQf SWttN+�yihviV.DSF,�}•nh:VCGR.Kbi6NfL9P95AdtV5r9X1cP7Y3Y�J9of _—.:. ..__
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�1-1615 ).1.1 � i-1.1 1-t-0 531$ 3313 26U 6O -0-0�
0.11A
4x8� Swle=1:]9 2
This Uuss design assumes Ne use of Southern Pine lumber values
s that were publishetl in[he 2005 NDS and prior to ihe updated and
e�� �� 3xa II lower vales adopted by ALSC on June 1,20'12. This is being done
s explicitly al the direction of Frdnk Av6el,PE,Engineer of Record
forthe projecl.
3i6 i 24 25 3xfi �
3x6 Q
3x6 i �
4 B
3
6x12�
9
3x4 //
3x6� ��
3x6� �
11 I
1 41� 16 15 14 �`� `b
� 6x12= 13 [d f
41 20 26 19 18 3x0 ° 5a6=
Sx6° 4x4° 3x8 =3x4 �� 3a4 II 4x6=
22 3z4 II fixB=
3xG II g,00 12 3z4=
t63 0 ]t38
1-6 5'� bl-15 I 15119 18�1-0 _ }1S1R 36A0 ZB�98 30.18
{
PlateOffset (XNl' f5�0-54-0-2-01�f13'0-4-00.3-19
LOADING(psfl SPACING 2-0-0 CSI DEFL in Qocj I/tlefl Ud PLATES GRIP
TCLL 23.1 plates Increase 1.15 TC 072 Vetl(LC) -0.06 20-21 >999 360 MT20 i W/144
(Graund Snow=30.0) Lumber Increau i'.15 BC 0.37 Vetl(TL) -0.16 20-21 >999 240
TCDL 10.0 RepStresslncr VES WB 0.68 Horz(TL) �.W 11 Na Na
BGLL 0.0 ' Code IRC2009lTPI2007 (Matrix) Wntl(LL) 0.0520-27 >999 240 Weighl:i971b FT=5%
eCDL t
LUMBER BRACING
TOP CHORD 2 X�4 SYP No 2 TOP CHORD SiruWU21 wood sheathing directly applietl or 540-75 oc putlins,
BOi CHORD 2 X'4 SYP No2'EZCepP except end verticals.
618:2 X 4.SPF SNQ 11-t3:2 X 6 SVP No2 BOT GHORD Rigitl wiling direc�y applied or 6-�-0 oc bracing, ExcepC
WE3S 2 X 4 SPP SNd`ExcepY 6844 oc bracing:20-21
St9:2 X 4 SVP No3 or SPF No2 ID-0-0 oc bracing:11-13.
� 1 Row at mitlpt 6-17
WEBS 1ROWalmitlpt 419,549
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
InstallaYon qu ife
REACTIONS Qb/size) 22=299/03-8.(min.Oq-8),11=284/0-3-8 (min.04-8),�9=1859/0.3-8 (min.0-24)
Ma�c Horz 22=439(LC 7)
Ma�c IJplift22=-91(LC t0),.11=-208(LC 10),19=E31(LC 9)
Maa G2v 22=428(LC.14),11=404(LC 15),.19=2080(LC 2) 1:•.!1`i'!:
/r�
FORCES (Ib)-MaiimumCompression/MuimumTension <��'�� �� �- _ `.��
TOP CHORD 1-22=v170/227,1-2=-1026/597,23=301/t87,33=-82/259,4-24=-005/527,5-24=-7B1761,5-6=49/fi16,6-25=-74/667, „ ::��' '�
�-25=-78/569,7-8=-96/48fi.8-9=d]4/223.9-10=-586/310.10-11=-6]]/28fi,ii-12=0/31
BOT CHOR� 21-22�921528,20-21=-B]5/972,'20-26=-291/386,19-26=-291l386,1&19=56/0,i148=-48/0,b-1�=314/260; „
_ . --:. �.' . '� G'.
1&'17=13823�.�75-06=-107289.1415=107/289.13.14=-177/512.11-13=175/493 � ,�: •' -- ` �..' ..
WEBS 1-21=-507/8]1,2-21=290/M.1.2-20=£66/589.4-20-0/370,4-09=721/454.5-09=4 24 222fi.1749=596/557, '
5-17--202/482.8-07=530l309.8-16=49I315.9-050/100.10-04=-39/112,944=90271.9-16=-299/153 ..,: :': \''.,. .^ -
. - � : r ;
JOINT STRESS IN�EX °y ��- "
1=0.48,2=0.48,3=0.84,4=0.48;5=0.95;6=027,7=0.19,8=0.48,9=0.45,10=Q26,71=0.18,13=0.19,74=0.4414 026-,15-�2616 A:5417 056,18
=026,19=0.64,20=0.40,21=0.31,22=026and23=02fi - .�•
� J ui' � �y �. `°�.
NOTES I13-t4) �`t`�. 1, _1�-. / , ,��'"''-�.
1)Wmd:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.OpsF;h=25ft;CaL II;�Exp B;�enGosed;MWFRS Qow-nse)gable end zone and GC -� 7 �
Exterior(2)zone;canliiever left and nght exposed;GC for members and Sorces&�MWFRS for reactions shown;Lumber DOL=1�.60
plale gnp DOL=1.60
2)TCLL:ASCE 7-OS;�Pg=30.0 pst(ground snow);Ps=23.1 psf(mof snow);Category II:Exp B;Partialty Exp.;C[=1.1
3)Roof design snow laad�has beedreEUCed to account for slope.
4)Unbaianced snow loads have been consitlered foi lhis tlesign'.
5)This truss�as beeo Cesigned for grea[er of min roof live IoaA o`.16.0 psf or 1.00 limes tlat roof load of 23.1 psf on overhangs
nornconcurrent with other live loads.
6)ihis truss has been designed forbasic loatl mmbinations,which inGUtle cases with retluc�ions for multipla wncurrent live loatls. rf r1� O q 1 r�� I
Conlinued on page 2 1 Y1 � L 6 u
�WepNI(G ��Vervjy d q parmmeG d RFaD A9iE5 ONT1I15 AND INCLUDFD�II1FX REFFRFl.CE PdCE IOf]6TJ HEFOFE L6& .�.-�
p g Itlf .useo ry MMi kcm ct Th tl 9n b do ly po (w brssti tl� f 'ntl bu Ib Id g p nt ������
Applc bftyotdeig po met ntlryope rpaa�q f po aJ po bity Po Idn9tl g -n �huutl g B gihown
elalat rolsu0P�o1 tl tloal bmemb ty�Adtlt I�emp ryb gl rvr �atilNtl ' gconSLOCt ' fh pon tillryollFe
eiec(or:AtldiLOnolpertnonenibradngoHheovemllsim<fureutFereipo�vb�rtyafMabWbidgdesgner.foi6er.¢valgwaonceregararg ��M ^ � .
tcb Of0 q I'�ycoOfdsl 9 daf ry fipnontlb ng�COnwll AN51/rvlt�uall1y CtlMelo,�SB-89antllCSlBUiIE�n9COmponenl
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Job Truss Truss Type Oty Ply
E61]1884
ORDERS EA-98]08 SPEC 1 1
JbRf �(qt �
NVft Homes,% 72W s Aug 252011 MiTek Industries,Inc. Wed pct 12 13:03:_i]20N Page 2
.. . . . _.. <.- .. � ..—�...r_. ... .. __..... .._.. . ... , .......��II�FCIWtrynT4PfeSNftOG/LI;L.uLST�O90iU,WOWfUA�9sAa�dNdwlDlnl4qGG?h�PoYU3oe. _ . _..-._,-
. ..'I,_.�.__' ., -____" "
NOTES �- (13-�4) , - ,
7)This twss has 6een designetl tor a 19.0 psf boHOm chord live load nonconcunen�with any other live IoaAS. „
8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where�a rectangle3-6-�tall by 2-0-0 wide will ft behveen lhe bottom chord and any
othermembers;witheCDL=10.Opsf. " ' �
9)Bearing atjoint(s)22 wnsitlers parallel tog2in�value using ANSI/TPI t.angle to grain formula. Building designer should verify capaciry of beanng surface.
10)Pmvide mechanical connection(by others)of tmss to beaiing plate capable of wdhstanding 91,Ib uplift atjaint 22,2081b uplift at joinfi t and 6311b upliR atjoint'19.
11)This tmssis designed in accoNance.with the 20091ntemational'Residential Code sec�ions R502.N.YanA R802.10,2 and referencetl standard ANSI?PI 1:
12)"Semi-rigidpitchbreaks with fxea heels'Mem6er endliity model was used in ihe anatysis and design of�his Wss.
13)Oesigns checketl for ASCE 7-05 winE at 120 mph,wind reactions x Q56 will adjust wind load reaction[o a speed of 90,mph(�.69 for 100 mph and 0.84 for 110 mph).All
other coeKCients 2main lhe same as shown.
t4)SPF Na2 and SYP No.3 can be subslituted fot SPP Stutl Graee matenal(Roof[msses only). .
LOAU CASE�S) StandaN
� [VARMNG �Vertfu d a D � d AShD NOIES ON 1S1I5 dND 1MLUDFD Mf1FJ(k£fFRGACE PdC6 M➢f]O T3 95FURE L(SF. w'-�,�,.���,N�,.i:v
Oesgn ftl 1 iB o N fM1 Mi k c t .A' a 'g b tl o ly�p pota f sbOw d 1 'ridi zi I b 10 g� pOnent �p����
AppFCabTry td sig po t o tlp p ' o�pa �w � po �s po bl�y Ib Id gtl g er noff tlag� �B�ac�gsl�oVm al
st lot I Vppw�of' tl A I b � be ly htldl If p oryN gt m evfobfrytl g onfru � �M1 pan �Iltyo�iM1e
re t Atltl'fi I p� anen�brac ng ot t� II ximcW Ui pons bl ry �ihe b ilding tl g er.Fpr gene al gu tlarce regoN ng , , .n .
'bbn �f q f�yronirols�oragetleGerye� Y an�b c�9 wlt qN51/illlpuolry�CMed ;�50�99antlBCSIBUOdInyCOmponenf Bi85oundsNeROad
Safery IMOrmoMOn avo Ioble hom imss Plote InsiXUta Y81 N Lee Street,Suife 312 Alera tlna.VA 2211a.
mp..nnlrrtn ..nb.ria -nM�F.tle.� .. n1 �O�i Etlenlon:NC1]932
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ifi10 234- � �-L� 3�' -1�
p_ 5 &�5 i � � 1&] 0-1� 1�
0.t5—]t1 Z1-1 1.6-0
Srale=1:]B]
5�6�
&00 12 5
1) 3x6 �
3x6 G 16 3x6�
3xB i 6
4 �
3
3s8 %
6xe% 2 tl
� � �o I
, � �� 10 Sxfi= `d
1� 13 1B 12 19 3r4 II 20
5x6= <x4 — 3x6= 3�_
15
3r4 II B.00 12
_ _� � - 1 -0 -_1
L
p� ( pRS ts IX Yl' f5'03-4 0-2-8
LOADING(psQ SPACING 2-0-0 C51 DEFL in Qoc) I/defl LJd PLATES GRIP
TCLL 23.1 19]/144
GmunaBnow=30.0) Plateslncrease t.15 TC 0:78 Vert(LL) -O.W 840 >999 360 MT20
( Lumberincrease 1J5 BC 0.37 Ve�(fL) A20 8-10 '>897 240
TCDL ���0 R¢pSfresslncr YES WB 063 HoaQL) OA2 8 n/a n/a
BCLL ��� � CotleJRC2009/iP12007 (Matrix) Wind(LL) 0.70� 840 >999 240 Weight:7631b FT=S%
BCOL 70.0
LUMBER BRACING
TOP CHORD 2 X 4 SVP No2 TOP CHORD Strud�ral wood shea�hin9 directy applied or 5-104 oc pudlns, excep[
BOT CHORD 2 X 4 SYP Na2 entl vetlicals.
WEBS 2 X 4 SPF Stud'EZCepC 60T CHORD RigiC ceiling airecliy applied or 6-0-0 oc bracing.
S1 t:2 X 4 SYP No.3 or SPF No2 WEBS 1 Rowat midp�. 4-11,5-17,�-71
WEDGE MiTek recommends that Stabilizers and required cross bracing
RighC 2 X d SPF Stud be installed dunng Wss erection,in accordance with Stabilirer
I tall�ti4�i9u-d
REACTIONS (IWsize) 1=390/03-8 (min.0-1-8),�11=1701/03-8 (min.0-2-2),8�61/03$ (min:0-7-8) ThistrussdesignassumeslheuseofSouthernPinelumbervalues
Max Hoa t=-439(LG 7) that wer¢published.in the 2005 NDS and prior lo the updated and
Max Uplift1=105(LC 9),11-566(LC 9),8=22$LC 10) lower vales adopted by ALSC on June 1,2012. This is being done
Max Grav 1=500(LC 14).t 1=17�9(LC 2),8=568(LC 15) explicitly at lhe aireccion of Frank Avbel,PE,Engineer ofRecord
- fort�e project.
FORCES (16)-Maximum CompressioNMaximum Tension 446=-105/284,616=-76/499,517=-2/502,6-17=-6/358, � � -
TOPCHORD 1.15=-3W79.]-2=-1048/31q23=-453/98,3-4--224/123, ,�i�',�.:il;:j:,+,.
&7=-29/277,7-8=-541/170.8-9=0127 .� -_
BOT CHORD 14-05=21/42.13-04=471/866.13-18=-234/381.12-18=234/381,11-t2=-234/381.N-19=16/346.1 0-19=-061346. `�O'� `�i.;�
10-20=46846,8-20=16/346 �
WEBS 1-14=-06]/89�,244=0/236.2-13=-619/429,413=0/359.4-01=-7t3/434.5-11=-869241.7-11=�15/446.]-10=0/334 1�?��;_
� J'.. '
JOMT STRESS INDEX -
1=020.2=0.48.3=0.55.4=048,5=046.6=0.80.7=0.48.8=039.8=0.00.10=026.1t=0.64,12=027.13=04014 032�and15�026 . . . _
NOTES (7445) �"��:: - -
7)Wintl:�ASCE 7-05;120mph;TCDL=6.Opsf;BWL-6.Opsf;h=25ft;Cat II;Ezp e;enGOSed;MWFRS Qow-nse)gaWe end zo�e and C C .
Ealenor(2)zone;ranliiever left antl nght exposetl GC for members antl forces 8 MWFRS for reactions shown;Lumber OOL=1 60
plate 9nP DOL 1 60 f.' �� . �;
2)TCLL ASGE 7-05;Pg=30.0 psf(gruuntl snow);Ps=23.1 psf(roof snow);Category II;Exp B;PaM1ially Exp.;C1=1.7 �f -
3)ROOftlesignsnowload�has.beenretlucedroaccouncforslope. ��''� � �f
4)UnCalancee snow loads have been consideredior Ihis desi9n. � - i �
5)This Wss has been designad for,greater.of min moi live IoaG of i6 0 psf or i DO times 9at mof loatl of 23.1 psf.on overhangs t�
noo-concuvent with other live loads.
6)This truss has tieen designed forbasic load combinatlons,which inclutle cases wi�h re0uctions for mWtiple concurrent live loatls.
.7)Thls Wss has been�EesigneC for a tOA�psf�bottom chord live�oad nonconcurtent wilh any other live loads.
8)`This tmss has been tlesignetl for a live loaa of 20.Opsf on t�e bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between Ihe bottom chortl anC any othermembers,with BGDL=10.Opsf.
9)Bearing at joint(s)1 considers pa211e1 to grain vaWa using ANSI/TPI 7 angle to grain formula. Building designer shoultl veriry.capaciry
of bearing surface. �t��R � � ����
Continued on page 2
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Job Tmss TmssType Oty Ply
E61]1085
OR�ERS EA-98]09 SPEC � 1
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NOTES (74-15) " �
1�)Pmvide mechanical wnnection(bypthers)of truss tobearin5 Plate capable of withstanding IDS lb uplift at joinl 1,56616 uplifl at joinLll antl 2251ti uplift at jaint 8-
11)This tmss is aesigned in axoNance with Ihe 20W Intemational Residential��Code sections R5�2.11:1 and R802.102 ane.referencetl standard ANSI/TPI 1.
12)"Semi-ngid pitchbreaks with fzed heels'Member end fixity motlel was used in the analysis and design of Ihis Iruss.
13)Gap behveen inside of lop chord beanng�antl frst Diagonai orvertical web shall not exceed O.SOOin.
14)�esigns checked forASCE 7-05 wind at720 mph,wintl reactions x 0.56 will adjus[wind load reaction to a speetl of 90 mph(0.69 for 100 mph and 0.84 for 11�mph).All
other coefticients remain ihe same as shown.
15)SPF No2 and SYP No.3 can be substiWtetl for SPF Stud Grade material(Roof trusses only).
LOAD CASE�S) Standartl
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Efi111886
OROERS EA-98�10 SPEC 1 1
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LOAUING(ps� SPACING 2-0-0 C51 �EFL in (lac) I/defl Ud PLATES GRIP
TCLL 23.1 plates Increase 1.15 TC 071 Vert(LL) -0.06 20-21 >999 360 MT20 19]/144
(Ground Snovr30.Q) Wmber Increase 1.15 BC 036 Vert(!L) -0.15 20.27 >999 2dD
TCDL 10.0 Rep Stress incr VES WB 0.61 Horz(TL) 0.04 11 n/a n/a
BCCL 0.0 ' Cotle IRC2009/TPI2007 (Malriz) Wlnd(LL) 0.03 20-21 >999 240 Weight 1991b FT=S%
BCDL 10.0
LUMBER BRACING
T07 CHORD 2 X 4�SYP Na2 TOP CHORD Structural wood sheathing tlirectly applied or 6-0-0 oc pudins, except
BOT CHORD 2 X 4 SVP No.YEzcepC end verticals.
6-t8'2 X 4 SPF StuQ.11-13:2 X 6 SVP No2 BOT CHORD RigiC ceiling directly applie0 or 6-0-0 oc bracing. Ezcept
WEBS 2 X 4 SPF Stud'ExcepP tRow at mitlpt 6-17
5-19:2 X 4 SYP No3 or SPF No2 WEBS i Row at midpt 449,619
Miiek recommends that Stabilizers artd required cross braci�g
be�installetl dunng tmss erection,in accordance with Stabilizer
i � u ti9n a �a
REACTIONS (IWsize) 7=31903-8 (min.0-1-8),11=317/0-3-8 (min.o-i-8),19=1788/0-3-B (min.0-2-6)
Maz Hoa 1=438(LC7) This truss design assumes the usa of Southem Pinelumber values
Mas Uplift1=99(LC 9),11=199(LC 10),19=-578(LC 9) that were published in.the 2005 NDS and pnor to the updatetl and
� Maz Grav 1=442(LC 14),11=43$LC 15),19=t99](LC 2) lower vales atlopted by ALSC on June 1,2012. This is being done
�� explicitty at Ne direction of Frank Avbel,PE,Engineer of Recortl
FORCES (Ib)-Maximum Compression/Maximum Tension For[he pmject.
7CY CHORD 1-22=-29/17,1-2=-936/286,2'3=346/134,3-4=d23/206,4-24=.69/458,5-24=-42/692.5�-0/540.6-25=34/590,
7-25=38/492:7-8=-57/409,8-9=-060/239.9-10=:814/i W.10-11=-440/115,7 b12=0/31 '.���,i��);r;.,
BOT CHORD 2L22=24/47,20-21=549(/76,-20-26=30t/406,19-26=3�1/406,18-t9=55/0,17-08=-68/Q&17=369260, �n�:���'- ;';�_
�i6-1]=8t216.1546=-81/21fi.14-15=-25/350�:10-04=0/242.1 3 4 4=-99148 2,1143=-59/31] .\•� .. ..
WEBS 1�-21=-565/808;2-21=01226:�2-20=605/429;4-2�=0/363.4-09=708f432.549=-7194/277.1749=-535/554. - -
5-i]=-177/504,8-t]=536/309,8-16=0207;945=-264/192,&15=-207/424,10-13=310/99,9-04=-56/38fi ,-
JOINT STRESS INDE% - - i
1=0.18,2=0.48,3=D.83,4:=0.48,5=0.93,6=027,]=0.16,8=0.69,9=O.fi4,10=0.67,t t=0.13,13=072,13=0.00,14=0:53,�3=0.00,15=0.54,i 6=026;.t T•"-
=�.56;18=026.19=0.64.20=0.40,21=0.33,22=026and�23=U26 ' - ,•i;,i�G::''.;�:�'' �= ,�. �_
CI
NOTES (1415) ��
1)W�ntl:ASCE 7-05;�120mph;TWL=6.Opsf;.BCDL=6.Opsf;h=25k;Cat II;Exp B;enGOSeQ:MWFRS(low-nse)gable entl zone and C C i^\ .,r
Exterior(2)zone;canlilever left antl right exposed;GC formembers anE(orces&MWFRS for reactions shown;Lumber DOL=1.fi0 .�.
plate gripDOL=1.60 ��� �;.
2)-TCLL�ASCE-7-O5;-Pg=30.0 psf�(grountlsnow);PS=23:Lpsf(rooLSnow}�Calegory.Il;.ExpB;.Partially-Exp.;.Ct=1�.1 � �
3)Roof tlesign snow loatl has been�.reduceC to acwunt for slope.
4)Unbalanced snow loatls have been wnsitleretl for this design.
5)This truss has been Cesigned for greater of min roof live load af 16.0 psf or 1.00 times fiat roof load ot 23.1 psi on overhangs
non-wnwrrent wlih other Ilve loads:
6)This Wss has been Eesigned for basic loatl wmbinations,which inclutle cases with reductions for multiple concurtent live lozds.
7)This Wss has been Eesignetl for a 10.0 psf bottom chorcl live loatl nonconcurrent with any other live loatls.
Continued on page 2 I�iAR 0 7 2U 13
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IIWn�v�nD'w V` wnlw�Ma KM♦ •rM1na��r�rtrveMll )M3
Job Triiss Truss Type pry Ply
E6171B8fi
ORDERS EA-98]10 SPEC 1 1
JoM1R f (opfonall
NVR Homes,X 7250 s Aug 252011 MiTek Industnes,Inc. Wetl Oc[1213:03:192011 Paqe 2
;..-.'"r...-. ..� ;. . .., ... ......�..:.. -' - ' ...,..T.—..,-....,..,.._. ..__.. . .._,z� __10>zF:�nNtHDn'^ � l!i�w,.�J�ov�9ailkoWEvnKHnGD2125ztl9vFlDZZkaro]p��ia .,,.......
NO'i'ES (14-15) .. . .. . ... •. �_.
8)'Thls Wss hasbeer,designed tor a live load of 20.Opsf on the bottom chortl in all areas where a rectangle 3-6-0 fall by 2-0-0 wide will ft between Ihe bottom chord and any -
other members,wilh BCDL=��.�O.Opsf.
9j Bearing a�joinQs)1 wnsitlers pardllel to grdin value using ANSI/TPI9 angle to grain formula. BuilCing designer should verify capacity of beanng surtace.
10)Pmvide mechanical wnnection(by others)of truss to bearing plate capable 6f withstantling 991ti uplift aljoint 1,1991b uplift atjoint 11 and 5781b uplifl at join�19.
11)This Wss is designetl in accordance with IM1e 20091nlemational Residential Code�sections R502.1 Li and R802.102 and referenced standaid ANSI?PI 1.
12)"Semi-rigitl pilcFbreaks with fzed heels"Member end fxitymodel was used in Ihe analysis and design oi this tmss.
13)Gap between inside o(lop chord bearing and frst diagonal orvetlical weti shall not exceetl 0.500in.
14)Designs checkeE�for ASCE 7-OS wind at 120 mph,wind reactions x�.56 will adjust winC load reac[ion ro a speetl of 90 mph(0.69 foc100 mph and 0:84 far 110 mph).All
other croeHCients remain�he same a3 shown.
15)SPF No2 and SYP No.3 can be substiWted for SPFStud Grade matenal(ROOf Wsses only).
�OAD CASE(S) Standard
A�/dRMM� Y TV� 0 ➢ d �-d READ Np]FS,ON SHIS AIm IM LU➢FD MIS!(RRiF,RfiM'E PAGE L➢f.]4]3 9EFORE LISE. . i
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x.�F.:� .:be<..ne,r:.prc.m >ma piV Edanron,NC3]933
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E61]1861
ORDERS EA-98]11 SPEC 1 1
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NVR Homes,X Z250 s Aug 25 2011 Mi7ek�IndusMes,Inc. Wed Oq 12 13:0320 2011 Page 1
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u fiR8=
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615 10.3-0 15119 -01680 Z1S1] 3638 $}8931�38
M-9 4&1 M1 L�R-l-0
PlateOHsetslX.Vl: f6:0-S1.0-2-0��a
LOADING(ps� SPACING 2-0-0 CSI �EFL in (loc) Udefl 4d PLATES GRIP
TCLL z3.� plateslncrease 1.15 7C 0.50 Vert(LL) -0.112�-21 >999 360 MT20 1W/144
(Ground Snow=30.0) Lumber Increase 1.15 BC 039 Vert(Tl) -029 20-21 >652 240
TCDL 70.0
BCLL 0.0 ' RepStresslncr VES WB 0.61 Hoa(TL) 0.04 12 n/a n/a
BCDL �Qp Code IRC2009/TPI2007 (Matrixj Wind(LL) 0.03�20-21 >999 240 Weight 1991b FT=S o
LUMBER BRACIN6
TOP GHORD 2 X 4 SYP No2 TOP CHORO Stmctural wooG sheathing tlireMly applied or 6-0-�oc putlins, ezcept
BOT CHORD 2 X 4 SYP No2'ExcepP entl verticals.
7-08:2 X 4 SPF Stud BOT CHORO RigiE ceiling EirecYy applied or 6-0-0 oc bracing. Except
WEBS 2X4SPFStud'ExcepP 1Rowatmidpt 7-i�
619:2 X 4 SYP No.3 or SPF No2 WEBS i Row at midp[ 5-79,619
WEOGE MiTek'recommends tha�Stabilizers and repuired cross bracing
RighC 2 X�4 SPF StuO be inslalletl tluring truss erection,in accortlance wilh Stabilizer
n ( I�le�yn auide.
REACTIONS (Ib/size) 1=360/03-8 (min.04-8),12=349/0-3-8 (min.04-8),19=1733/0-3-8 (mia 0-2�)
Max Horz 1=-439(LC9) This truss aesign assumes[he use of Southem Pine lumber values
Maz Upliftl=-106(LC 9),12=208(LC 10);19=563(LC 9) that were published in the 2005 NDS antl prior to ihe updated and
Maz Grav 1�61(LC-14),12=473(LC 15J,19=192fi(LC 2) lower vales atloptetl by ALSC dn June 1,2012 This is Geing done
ezpliclUy at[he direc[ion of Frank Avbel,PE,Engineer of Remrd
FORCES (Ib)-Max+mumCompressioNMaximum7ensbn forthepmject.
TOP CHORD 1-22=-31/0,Y2=883/185,2-3=925/327,3A=790/124,45-56/196,5-24=32/473„6-24=40/621,F7=-8/440, ,,
7-25=-10/470.&25-33/386,8-9=117/136,9-10=-271A19.10-17--826/203.1/d2=-508/139.12-'13=0/27 ,�'p
BOT CHORD 21-22-10/48.20 21=358/441,20-26=-239/362,19-26=-239/362 18-19=-23/9.17 78=-10/18.7-17=340246,
16-17=-46/198.15-16=400/657.1415=53/385.92-14=-48/341 ` � ' 4.
�,.
WEeS 1-21=�28!/02,2-2t=183209,3-21=224/514,'3-20=308/261,5-20=69/418,5-'19=-668/380,619=-1189/222,
t7-19=-676/501,6-17=-222/585.8-17=-523/300,&16=0/311.10d6=-512245.10-05=0/248,71-15=55/371. - .
1144=191/38 . ..
JOINTSTRESSINDEX ' ,� ' '��C I::.
1=0.tB.2=016,3=0.46,4=0.12.5=0.48.6=0.65.�=D26.8=0.48.9=021.10=�.48,11=0.48.12=0.39.�12=0.00.74� 0:52;14' 0.00.-05-021.15-026;16
=0.43,17=0.69,18=02Q19=�.64,20=0.54,21=0.30,22=0.26and23=02fi - .... -° " 4-� '
11 � '
NOTES (1445) , ..� -� C
1)W ntl:ASCE 7-05;120mph;TCDL=fi.Opsf;BC�L=6.Opsf,�h=25ft;Cat.11;Exp B;encloseQ MWFRS Qow-nsa)gatile end zone and C C �+;
Extenor(2)zone canttlever left and nght exposetl;FC for members and forces&MWFRS for reac�ons shown;Lumber DOL=1.60 '�� � � i� �%
plate grip DOL=1 60 ��%/
_2)TCLLASCE7{IS Pg=30.0.psi,(grountlsnow);.Ps=23;1_psf_(roofsnow);.Categoryll;.ExpB;_Partially.Exp.;CL=7.1 __
3)Roof aesign snow load�has been reCviced lo accoun�for slope.
4)Unbalanced snow loatls have been considered for ihis tlesign.
5)ihis imss has been tlesigned for greater of min roof live IoaE of 16.0 psf or 1.00 times flat mof load of 23.7 psf on overhangs
nomconcurrenl with other live loads.
6)ihis imss has been tlesigned for basic load combinations,which inGUde wses with reductions for multiple concurteni live Ioads. '�I�_ � � /.,.�`1
1)This Wss has been tlesigned for a'70.0 psf bopom chord live load nonconcurrent with any o�her iive loads. V �� I
Con�inued on page 2 �
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_ _ -: � . . _ �._ - �--
Job Tmss TrussType aY P�Y
E61]18B1
ORDERS EA�-98]11 SPEC > >
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NOTES (14-15)
8)'This�russ has been tlesigned for a live loatl of 20.Opsf on lhe botlom cho�d in all areas where a rec�ngle 3-6-0 tall by 2-0-0 witle will fl beN+een the bottom chord and any
other members,with BCDL=10.Opsf.
9)Bearing atjoinQs)1 considers pardllel ro grain valueusing AN51l1'PI 1 angle to graintormula. Building designer should venfy capacity of bearing surface:
70)Pmvide mec�anical connection(by,others)of tmss ro bearing plate capable of withstanding 1061�uplift at joint i,2081b uplik atJoint 12 and 56316 uplift atjoint 19.
11)This truss is designed�in accordance with the 20091ntematiorcal Residential Code sections R502.N.1 antl R802.102 and referencetl standard ANSI/TPI 1.
12j'Semi-rigid pitchtireaks wilh fxed heels".Member entl fixiry model was usetl in Ihe analysis and�tlesign of this truss.
13)Gap beNieen inside of top chord beanng and frst dlagonal or vertical web shallnot exceed O.SDOin.
14)Designs checked for ASCE]-05 wind at 120 mp�,wind reac[ions x 0.56 will atljustwind load reaction�o a speed of 90 mph(0 69 for 100 mph and�0.84 for t 10 mphj.All
o[her we8idenls remain the same as shown.
15)SPF No2 and SYP No.3 can be subsli�uted for SPF SWd Grade matenal(Roof tmsses only).
LOAD CASE(5) Standard
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• Job • iruss 7mssType Qry Ply
E6490533
ORDERS EA-98112 SPEC 1 1
Job Reference o fonal
� NVRHOmes,X � �250sJan252012MReklntlusines,Jnc. WetlJUl1808:41222012 Page1
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This Imss design.assumes tfie use of SouthemPme lumbecvalues '
Ihal were pu6iished m the 2005 NDS and prior,td the updated�and Bxe= scale=t:ssa
lower vales adoptetl by'ACSCbn June 1;2012:-This is being ilone�- a za 5�a s sxe=
explicitly at lhe tlireclion of Frank bei,PE��,Engineer of Rec�g�,i�
tortheproject. 5zs Q�
t2.00 12 4i - p
3
�6x10 O z �y 15 16 6x6 O
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6x10= � 2 1B e'�8= d
g
�
� Io
� 13 12 d H �p 19
6.6 II 10x12= tOZ12= BxB=
av6=
166 1160 6100 &tOD 1P460 t5�t0�O1S1 12 141td
166 0. 10 }6U Hll) 1.> 111-)
PlateOHSets(X�,Y): (1:0-6-12,0-0'72�'[4:04'42,0-0-0�,-�6:0-5-/.0-3-12L�10:0-4-8,0�-O�,f11:0-380-�-01 f�2:Ob-007-B1 f13:0-4803-5�
LOADING (ps� �SPACING 2-0-0 CSI DEFL in. QoC) I/tlefl L/C PLATES GRIP
TCLL 30.0 plateslncrease 1:15' TC 0.87 Vert(LL) -0:14 1742 >999 360 MT20 137/�30
(Roof Snow=30.0) Lurrmtier Increase 1.15 BC 0.54 Ven(TL) -0.19 iL12 >999 240
TCDL 10.0 Rep Stress Incr YES WB �.57 Hoa(TL) 0.01 19 n/a Na
BCLL 4�� � �CodeIRC2009/iP12007 (Matnz) Wintl(LL) 0.05 7142 >999 240 Weight2391b FT=Sq
BCDL 10.0
LIIMBER BRACING
TOP CHORD 2 X 8 SVP No2 TOP CHORD Structu2l wood sheathing direclry applied or 6-0-0 oc pudins,
B07 CHDRD 2 X 10 SVP No2'EZcept' except entl veAicals,and 2-0-0 oc pudins(6-0-0 max.):4-6.
12-13r�i5 X 925 Master-Plank LVL 1. BOT CHOR� RigiG ceiling directly apP��ed orGO-0 oc bracng.
WEBS 2 X 4 SPF SNd'Fxcept' � JOINTS 1 Brece al Jt(s):75
2-�2,1-13:2 X 8 SVP No2
REACTIONS Qb/size) 13=7553/0-1-02 (min.0-b8),19=152W03-8 (min.�0-1-8)
Max Hoa 13=291(LC 6) VERTICACS THAT ARE EXTENDEDBELOW A CHOROFORMING A 1EG�OWN"CONDITION ARE
Max UpIiR 13=765(LC 9),19=158(LC 8) NOT DESIGNED TO RESIST LATERAL FORCES BETWEEN THE TRUSS AND THE SUPPORT.
Max Grav�3=1909(LC t9j,19=7901(LC�9) qDDITIONAL DESIGN CONSIDERATIONS{BY OTHERS)ARE REQUIRED TO TRANSFER
THESE FORCES TO THE APPROPRIATE�L4TERAL�PORCE RESISTING ELEMENTS.
FORCES (Ibj-MazimumCompression/MaximumTension
TOP CHOR� 1-20=4528/188,2-20=1281I19B,2-21=4273135],3-21=-0088/368,3-4=-716270,6-7=739/236,7-8=1162/328,
822=1247/184,9-Z2=7501/172.743=-2248233j9049=1907/246.9-10=-204ll212.4-23=-45B/326, i -' .
523=450/326,5-24=-826/30Q&24=834299 � -
BOTCHOR� 12-13=-293f305;11=12=-1%/897.10-t1=23/7� .\`�` ;.�. ��, + ' :�•'i.
WEBS 3 14=-835/308.1415=-675/199 15-1fi=-77fi/269.746=783/269..12-17=0/429,217=249382,11-18=0/40Q . �' .�� / '.
8-08=-30/308.4-04=-127R76.514-�38259;515=d75/139.6 15=-245/396.&16-1/68.317=-191/347. .
748=-18/111,9-11=-185/1195..742=2t6/1314 .� �:
NOTES (1647) _ ' '
1)Wintl:ASCE 7-05;120mph;TCDL=6.OpsF;BCOL=6.�psf;h=25ft;CaLJ1;.Exp B;enclosetl;�MWFRS(low-nse)gable end zone anG - � ����� "���•!�� ' -
C-0 Exlerior(2)ione;rantilever lefl and right exposetl;GC far members and forces 8 MWFRS for reactions shown;�lumbe� _
DOL=1.60 plate grip DOL=1.60 � '; -��� ' �'�
2)iCLL ASCE 7 O5,Pt-3�.0 psf(fla�roof snow);Category Ii;6cp 8;Partially Ezp.;Ct=1.t,Lu=50-0-0 +"� f� • ��,{' �
3)Unbalanced snow loads have been convOereC for ihis design. �.'� � ..� °
4)Pmvide adequate drainage to prevent water ponding. � ; � � , _
5)This iruss has been Cesigned for a 100 psf bottom chortl live load nonconcurrent wilh any other live loads. �� �' �� ��
6)'This truss has been designetl for a Irve load of 20 Opsf on the botlom chord m all areas where a rec[angle 3-6-0 tall by 2-0-0 wide ,��� ��a
will ft behveen Ihe bottom chord ana any other members ��� y �
7)Ceiling dead loatl(5 0 ps�on member(s) 2 3-7 8 3 14 14=15,1576 7 16 "`-17�'-"� -
8)Bottom choN Irve load(40.0 psQ and addihonal boHom chord Eead load(�0 ps�applied only�o room 11 12
9j Bearing at joint(s)13,�19 consiaers parallel to grain value using ANSIRPI 1 angle to g2m(ormula. Building tlesigner should venfy
capaciry of beanng sudace.
10) Pmvitle mechanical connection(by othars)of truss to bearirg plale atjoint(s)13.
11) Pmvide mechanical connecfion(by others)of trus3 to bearing plaie capable of withstan0ing 16516 uplift atjoint 13 and�1581b ��r1�] ^ !(I,1 V
upfiftatjointl9. IIYIi\ O d '�� �
14)'�This truss is Cesignetl in accortlance with[he 2009 Intemational Resitlential Code sections R502.11.1 andR802.102 antl
reterenced standard ANSI/TPI�1.
13)"Semi-rigidpitchbieaks with fixed heels'Member entl ixiry model was useG in ihe analysis and design of this truss.
d�t,&�6bpy�ig representation aoes not depict the size or lhe orientatlon of Ihe pudin along Ihe top and/orbottom chortl.
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Job Tmss TmssType Qty Ply
E6490533
OR�ERS EA-98112 SPEC 1 �1
Job Reference(o0fional)
,_ NVR Homes,X 7250 s Jan 25 2012 MiTek IMUSUies.Inc. Wetl Ju1�18 D8:4123 2012 Page 2
_. . . . ._ '_____._ �—.... " _ -......:.`... �."� " __.—.. . . . .
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NOTES (1&17)' ' ' �
15)Attic roam�checked for L/360�defleclioa �
16) �esigns checked For ASCE 7-05 wind at 120 mph,wind reactions x 0.56 will aCjus[wind load reaction to a speetl of 90 mph(0.69 for'100 mph'and 0.84 for 110 mph).All
other coeHlcienfs remain the same as sfiovm. -
17) SPF No2'andSVP No3 can be substituted.for SPF Stud Grade malerial(ROOf Wsses oniy).
LOA�CASE(5)
t) Snow:Wmberincrease=l.t5,Plate Increase=1.15
Uniform LoaCS(pl� '
Vert:1-2=-80,23=-90;3-4=-80.67=-80.7-8=-90,8-9=-80.3-7=-10.4-6=-80,12-13=20,11-12=400.10-11=20
2) UnbaLSnow-Lefti W mber Increase=1.75,Plate Increase=L15
Uniform Loads(pl�
Vert:1.2=-80;�2=21=-9�,3-21=408;3�=-98.6-7=38.7-8=-48,8-9=38.3-7=10.4-6=-80.1243=-20.11-t2=100.10-11=-20
3)UnbalSnow-Right Lumberdncrease=1.15,Pia(e Increase=Y.15
UnBorm Loatls(pl�
Vert:1-2=38;23=-08;3-4=-38,6-7=-80,7-9=-90,8-9=-80,3-7=-W,4-23=W.6-23=-80,12-13=d0,1142=-000,1�-11=-20
4) IBC 6C Livei Lumbei Increase=125,Plate Increase=l 25
Uniform Loads(pIQ
Vert:4�'2='20,23=30:3-4=-20.67=-20;7_8=-30,B-9=20.3-I=-70.4b=-20.12-13=<0,it-12=-20.i�-11=-00
5)GC WinE:,Lumber Increase=7�.60,PIa�eJncrease=7.60
Uniforfn loads(pin '
' Vert:1-2=40;2-3=34.3-4�t0,E7-00,T-8=34.8-9=40.&7=E.4E=44.10-13=42
Horz:4-4=-52,G9=52,45=-56;5-6=56
6) MWFRS Wintl�.Left:Lumberincrease=L60,Plate Increase=1.60
Unitorm Loads(pi�
Vert:'12=77,2-3?d3,3�=-17:6-7=25.7-8=19,8-9=25,3-7=6,4-6=53,10-13=-12
Horz:10=5,6-9=37,4'-5=-65,5-6=65
7) MWFRS WinC Right Lumber Increase=1.60;Blate Increase=1.60
Uniform Loatls(pl� "
Vert:1-2=25,23=19,3-4=25.6-7=-1�.7-8=23.8-9=-17;3-7=-6,4-6=53.1043=12
Ho2-L4=�37;6-9=-5,45=65,5-6=65
8) MWFRS ist Wintl Pa211eL Wmber Increase=1.60,Plale,Increase=1.60
UnHorm Loads(pl�
Vert:12=43,2-3=37,3-4�3,6-7=26,7-8=20,8-9=26,3-7=-6,4-6=2Q.10-t 3=12
Horz:iA=-55,6-9=38,4-5=-38,5-6=38
9) MWFRS 2nd Wind Pa211e1:Wmber Increase=7.60,Plale Increase=lb�
Uniform Loads(pl�
Vert'7-2=2"0,2-3=20,3-4=26,E7=43,7-8=37,8-9=43,3-7=-6,4-6=26,40-13=17
Hom 7-4=38,6-9=55,d-5=38,56=38 �
10) MWFRS 3rtl Wind Parelleii Lumber Increase=1,60,Plate Increase=1.60
Uniform Loads,(pIQ
Vert:1-2=19;2-3=13,3-0=19.G7=12.7-8=6.8-9=12,3-7=-6.4E=12.10-13=42
Horz:.1-0=31.6-9=24.4-5=-24.5-6=24 �
11) MWFRS 4th Wind�Parallel:Lumber Increase=1.60,Plate Increase=1.60
Uni(ormioads{pl� �
Vert:�i-2=12:2-3=6�3-4=}2.G7=59.7-8=13,8-9=19.3-7=-6.a-6=12.ID-'13=-12 �
Horz:1-4=24;6-9=37.4-5=24.5-6=24 �
12) IBC Snow on bverhangs:W mber Increase=0;90,P�ate Increase=0.90 Plt.meta1=0.90
Unifarm Loads(pl�
VeM1:7-4=20,6-9=20,4-fi=20,10-13=-20
t3) Attic Fioor..W mber Increase=1.00,Plata Increase=t00
Unifortn'LOaCS(pl�
Vert:1-2=-20.2'3=30.3-4=-2q�6-7=-2q.7-8=.30.8-9=20.3-'l=40;'4E=-20,12-13=-20.11-72=100,10-i1=20
14) 3rd Unbal.Snow-Lefl:Wmbarincrease=1.15,Plate Inrlease=1.15 �
Unifortn Loads(pl�
Vert:i-2=38,23=<8,3-0=-38,fi-7=-38,7-8=48,8-9=38,3-7=-10,424=-80,6-24=98,12-13=-20,i t-12=100,
10-11=-20 . .
75) 6th Unbal.Snow-LeR:Lvmber Increase=1.15,Pla�e Increase=l.t5
Unifortn Loatls(plf)�
Vert:1-20=-80,2-20=d12.23=122,3-4=-112.6'�=-38:7-8=�8,8-9=38.3-7=-70.4-b=-38,.12-13=20.11-12=�00,
10-11=20
i6) Sth Untial.Snow-Right lumbet Increase=1.15,Plate Increase=1.15
Uniform loads(plt)
Vert:1-2=-38,23=�8.3-0=38.6-7=38.7-8�i8.8-9=38.3-7=-10.433=-97.523=80„12-13=-20.1 L12=-100,
10.11=20
1�) 6th UntiaLSnow-Right.Wmber Increase=1.15,Plate Increase=1.15
Unifortn Coads(plf�
Vert:b2=38,23=-48.3-0='38.6-7=111.7-8=-121,8-22=111,�9-22=-80.3-7=-00.4-6=38.12d3=20.11-12=-100,
10-79=20
78) 7lh 11n6aI�.Snow-Pa211e1:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loatls.(pl�
Vert 1-2=38,23=-48.3-4=38,6"7='38,]-8=�48.8�9=-38,3-]=-10.4-6=d53�,12-13=2q 1142=400.10-11=-20
19) Bth Uobal.5now-Pardllel:Lumber Inuea5e=1.15,Plate Increase=1.15
Uniform Loads(plfJ
Vert:1-2=453,2-3=-163,3-0=453,6-7=-153,7-8=463,8-9=-053,37=-10,4-6=„-38,12-13=20,11-12=100,10-17=-20
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py Pty f643401]
1 �
OR�pRS EA-98713 SPEC �ob Reference o �ional
. . .,. :..._
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_ .tA 1 � '� � .
y�. }p.p � 3-1-12 111-13
� bit-02 11-02 " SwIe=1:65.6
7his tmss desi9n assumes lhe use ot Southem Pine lumher values
BxB= 4x6 = 9A2°
thatwere pubiished in the 2005 NDS and pdor ro the uptlated and. a .3zd 25 6
lower vales adopted�y ALSC on June�t,2012. This is being done� 6xs ��
explicRly at the direction oF Fran Avbel,PE,Engineer of Recokl'6'� '
forthePmle�. iz.00 iz a
6xfi�/ � ja �5 i6 fixfi\�
2,
qyq I 4x4 �I 3x4 �� 8
23
21 10 Bx9 = 4
9
By0=
1 �`
lm
zo °
�g 3 'Z o �� 10
BxB.° 10x12 = BxB °
10x12 =
&11-02 4f ]-0A 10.U9 131� 16-0-8 i6 20.10
. " . -8 1 ' - 4 _ - 1
Plate p� ls p„Y1 f4 0-�12 0 4 Ol f69-842 0401 !10'0-4-14 D-O- 1�03- -� � - ' P�p,TES GRIP
LOAOING (psfl SPACING 2-0-0 C51 DEFL in Qoc) Ildefl Ud MT20� �9���44
TQL 30.0 plafas��lncrease 7.15 TC 045 Ved(LL) -0.14 11-12 >999 3fi0
(Roof Snow=30.0) LumberJncrease 1.15
BG 0.49 VeM1(TL) -0.20 11-12 >8°9 240
TCDL ��0 RepSVesslnu VES WB �� Wind((L) 0.0617�2 >999 40 Weight2271b FT=S�
BCLL ��� � Code�IRG2009liP12007 (MaVix)
�C BRACING
LUMeER TOP CHORD SWCmral wood sheathing directly applied or 6-0-0 oc pudins,
TOP GHORD 2 X 8 SVP No2 except entl verticals,antl 2-o-0 oc pudins(6-0-0 max.):4-6.
BOT CHORD 2 X 1�.SYP No2 BOT CHOR� Rigitl ceilin9 directly applied m EO-0 oc brdcing.
WEBS 2X45PFStud'ExcepC ,7pINT5 18raceatJt(s):t5
242,1-19.9-20:2 X 4 SYP No.10
REACTIONS (I�/size) 19=�557/03-8 (min.0-1-8),20=1557/0-&8 (min.o-LB)
Maz Horz,19=294(LC 7) .
Ma<Up1iR 19=-fl0(LC 9j,20=-VO(LC B)
Max Grav 19=1942(LC 1B),20=1942(LC�tBp
FORCES (Ib)-Mazimum CompressionlMaximum Tension
TOP CHORO 8 23=1336/204,9-23=15751192,13-19�1942125631?13=i2133/235370-20 9t8421256,9-t0/=2134/�7221Y338.
4-24=-6531301.524=4451301 S25 8101281�$-25=-818/280
BOTCHORD 1 2-1 3=31 9131�;�11-12=157(951 1011=25/15 11�-1B=0/422, � �
WE85 3-14=-92?J316.1 4-1 5=-76621 6.15-16=-885/313.7-16=-8921314.12-17=0/422.2-17=-39/316, ('':�,
e-18=-39/330 t42=497/1263.414=-721/27t,Sd4=-4261252,5-05=-t84/143.645=252/4t5.6-06=3I74, -�'
3-07=44/135 7-18=-18/it6 9-N=-21&1260 ' b.,
NOTES (1546)
�)Wind:ASCE 7:05;'120mph TCDL=6.Opsf;BCDL=6.Opsf;h=25R;CaL�ll;6cp B:enGosed;MWFRS(��-�se)gable end zone and �
GC EiRerioK2)zone:canGlever.left antl n9ht exposed;GC for members and forces 8 MWFRS for reactions shown;Lumber
DOL=T.60 plate gnp OOL=1 60 Lu=50A-0 5 '' - . � �
2)TCLL:ASCE 7-05 Pf 30.0 Psf(�at raof snow)'Category II;Fxp B;Partially Exp.;C1=1.1, - ,
3)Unbalanced snow loatls have bee�n wnsi0eretl for this desiga � s � 1 .
4)Provide adequale Oraina9e ro prevent water ponCing. ; � �
'�� 1�_� _:,
5)This tmss has been designed for a 10 0 Psf bottom chora live load nonwnwrtenl with any other live loads. � I ,� \`
6)'This Wss�hu been tlesignedior a 6ve�oad of 20.Opsf on the bottom chortl in all areas where a�reclangle 3-6-0 tall by 2-0 0 wide .-^
will�Fl�'beN+een[he�bottomchortlandany,oNer.members. �'(��L!+ `,t'� /�
&14.14-15.15-16,746 ' � f/ '�+
7)Ceilin9 tlead load(5.0 psQ on member(s).2 3 7-8, � - �,
8) BoHOm choM Irve IoaC(40 0 psQ and addinonal bottom chord dead load(0 O.psfl applied onty lo room.t 1-12
9) Beanng al joint(s).79,20 considerSparollel l0 9rain value using ANSI/TP11 angle lo grain formula. Building Eesigner should ven
capacity M beann9 surtace.
10) Provide mechanicai connection(by others)ot Wss�o bearing plate capable of wiNStanding 1701b upiifl at joinl79 and 170
upliftatjoint20., ��iAR 0 7 L"��
11)TFis Wss is designetl in accordance with Ihe 20091nternalional ftesidential Code sectionsR502.17.1 andR802.102 an
�eferenceC�standard ANSI(TPI L.
12) "Semi-ngid p��chb�rea�ks ntat onedoes nol depiclthe saze%or tM1e oeenlation oi Ihe putlln Ialoln9 thelop and/orhboltom chord.
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Job Tmss Tmss Type Qty Ply
E64340P •
ORDERS EA-98]13 SPEC 1 1
Job Reterenw(oplionap
NVR Homes,X . ],250 5 Jan 25 2012 MiTek Indushies,Inc..Thu May 3f 154638 2012 Page 2
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NOTES ('IS-i6) . . ' '--' . � � ' " �-
14)Attic room checked for U360.deFlection. � �
15) Designs checked For ASCE:7-OS wind at 120 mph,winG reacliansx 0.56 will atljusl winC load reaction to a speeC of 90 mph(0.69 for 100 mph and 0;84 for 110 mph).All
othet coefficients remain lne same as shown.
76) SPF No3 and SVPNO.3 can be substiWtedtor SPF Stud Grade materiaf(ROOt trusses�ly).
LOAO CASE(5)
1)Snow:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(pl� �
Vert:1-2=-80,2-3=90:3-0=-80:6-�=-BO.7-8=-90.8-9=80;3-�=10.4-6=-80,t2-13=20.1142=-100.1041=20
2)Unbal.Snow-Left:Lumbar Increase=1.15,Plate Increase=1.15
Uniform Loads.(pl�
Vert:1-2=-80.7-22=-90.3-22=ID8,3-4=-98,67=-38J-8=48:&9=-38,3-7=10.4'6='8Q 12-73=-2q�1-12=100.10-11=-20
3) Unbal.Snow-Right Lumber Increase=i:15„Plate Increase=1.75
Unifortn Loads(pIQ
Vert:1-2=38.23=-48�3-0=38,6-7=80.7'8='9Q 8"9='80,3-7=10,424=-96.G24=-80:12-13=20.5 Lt2=-t00.t0-11=-20
4) IBC BC Live:Lumber Increase=125,Plate incmase=125
Uniform Loads(pl�
Vert:i-2=-20.2-3=-30.3-4=-20.6-7=-20.7-8=-30.8-9=-20.3-7=-0�,4-fi=2�,12-73=d0.-11d2=-2Q 10-11=-40
5) GC Wintl:Lumber Increase=1.60,Plate Increase=1.60 �
Uniform Loads(pl�
Vert:�t-2=40,23=3a.3-4�0.&7=40.7-8=34.8-9=4�,3-7=$.46-04.1043=12
Horz:1d=-52,F9=52,4-5=-56,5-6=56
6)MWFRS Wintl Left:Lumber Increase=1�.60,Plate Increase=1.60
Uniform Coads(pl�
Vert:1-2=-77,2-3=23.3-4=-17.6-7=25.7-8=19.8-945,34=6.4$=53:10-13=42 .
Horz:1A=5,6-9=37.4-5=65,SE=fiS�
�) MWFRS Wind RighC Lumbe�Increase=1.60,Plate Increase=1.60 �
Unifotm Loads(plfl
Vert:J-2=25,2-3=19,33=25,6-7=-17.7-8=23.8-9=17.3-7=-6.4$=53.70-13=-12
Hoa:1-4=37,&9=-5,4-5=-65,5-6=65
8)MWFRS ist Wind Paallel:Lumber Increase=1.60,Plate Increase=1.60
Uniform Loads(pl�
Vert:1-2=43,2-3=37.34=43,&7=26,7-8=20,8-9=26,3-7=6,4-6=26,-.10-13=72
Horz:1-0=-55,6-9=38,4-5=38,5-6=38
9) MWFRS 2nd Wintl ParalleC W mtier Inrsease=1.60,Plate Increase=1.60
Uniform Loads(pl� '
Verti b2=25,2-3=2�;3-4=26,&7=43,7-8=31;8-9=43,3-7=-6,A-6=26,t0-t3=-t2
Horc 1�=-38,G9=55,45=38,5-6=38
10j MWFRS 3M Wintl Pa211eC Lumber Increase=1.60,Plate Inaease=l-.60
UnHOrtn Loads(pl�
Vert:7-2=19.23=13,&4=19,6-7=t2.7-8=6.B-9=12.3-7=�.4-6=12.10-13=42
Ho2 1-0=31,6-9=2d,d-5=-24,5-6=24
17) M WFRS 4th W ind Parallel:Lumber Increase=L60,Plate Incease=i60
Uniform 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='12,10-13=-12
Ha2:1 L=-24,6-9=31.4-5=-24,5-6=24 �
12) Attic Floor.Wmber Increase=1.00,Plale Increase=1.00
Uniform Loads,(plQ
VeR:b2=-20.23=-30.3�1=-20.6-7=-20.7-8=30,8-9=-20.3-7=40.4-6=-20,12-73=-20.11-12=40�.10-�1=20
13) 3rd Unbal.Snow-I.eft:Lumber Increase=l.t5,Plate Increase=1.15
Unifortn Loatls(plf)
Vert:1-2=-38.23=-48,3<=-3B.6-7=-38.7-8=-48.B"9=-38.3-7=40.4-25=-8Q&25=-98.12-13=-20.11-t2=.100.
10-11=20
14)4ih Unbal.Snow-LeR:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Nert:4-21=-80.2-27=-112.2-3=122.3�4=-112.6-7=38,7-8=-48.8-9=38.3-7=-10.4-6=38,12-13=-20.11-02=400,
10-11=20
15) Sth UnbafSnow-Right Lumber Increase=1.15,Plate Increase=1.15
Un'rform Loatls(pl�
Vert:.1-2=38,23='68.3-4=-38.6-7=-38,7-8=48.8�9=38.34=t0.4=24=-98,6-24=80,12-13=-20.N42=400,
i o-i i=zo
i6) 6th Unbal.Snow,RighC Lumber Increase=1.15,Plale Increase=1�15
Unifortn Loads.(plfl
Vert:1-2=-38,2-3=-08,3-0=38.6-7=-1�2.7-8=-022,B-23=172.9-23=-80.3-7=-10,46=-38.12-13=2�.N-12--100.
io-ii=zo
17) 7lh UnbaLSnow-Para�leC WmberJncrease=tl5,Plate Increase=1.15
Uniform loads(plq
Vert:7:2_38.2J=d8;3-0_38.6,7=38.]_8==48.8-9_38,.3_�_-10.4-Fi_153,72-13=20.11 12_100.10d1_20
18) 8lh Unbal.Snow-ParalleCiumber Increase=1.15,Plate Increa5e=1.15-
Uniform Loatls(plfJ
Vert:1-2=-753,23=-1fi3,3�4=753,6-7=153,7-8=-163,8-9=453,3-7=-10,4-6=-38,12-03=-20,11-12=400,10-11=-20
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Job Tmss Truss Type Qty-� Ply
E6434018
ORDERS EA-9871a SPEC 1 1
Job Reference o tional
NVR Homes,X � 7250 s Jan 25 2012 MiTek IntlusUies,Inc. Thu May 31 15:35:56 2012 Page 1
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5 6 ]
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tl I i
PI t Offs t IX�YI' f2'0&BOA01 [5'04120�0117'08120-4-0��[70'0980-401 f12'0-41000Q�],j13038b707 �15'0380701 f16 0-4 9 0 4 0]
LOADING (ps� SPACING 2-0-0 CSI OEPL in (loc) I/defl Lltl PLATES GRIP
TCLL 30.0 p�ates Increase '1:15 TC 0.9d VeR(lL) -0.15 9&15 >999 360 MT20 197/144
(ROaiSnow=30.0) .Lumbe6lncrease 7.75 BC 0.49 Vert(fl) -021 1345 >999 240
TWL 10.0 Re Shess�lncr YES WB 0.54 Horz
BCLL 0.0 ' P (T�) 0.07 23 n/a n/a
BWL CodeIRC2009lTPI2007 (Matrix) wind(LL) 0.0613-75 >999 240 Weight:237Ib FT=S%
LUMBER BRACWG
TOP CHORD 2 X 8 SYP No.2 TOP CHORD Struaural wootl shea�hing directly applied or 6-0-0 oc pudins,
BOT CHORD 2 X 10 SYP No2 excep�end vetlicals,and 2-0-0 oc pudins(6-0-0 max.):5-7.
WEBS 2 X 4 SPF Slud'ExcepP BOT CHORD Rigid ceiling direcHy applietl or 6-0-0 oc brecing.
3-15:2X45VPNO.ID JOINTS 7.Bracea[Ji(s):18
REACTIONS (ib/size) 22=1618/0-3-8 (min.0-0-9);23=1618103-8�(min_p-1-9) This tmss design assumes lhe use of Southem Pine lumber values
Max Horz�22=298(LC 6) that were publlshetl in lhe 2005 NDS and pnor to the updated and
Max UpIiR 22=203(LC e),23=-?03(LC 9) lower vales adopled'by ACSC on June 7,2�t2. This is being.tlone
Max Grav 22=2057(LC 19),23=2057�LG-19) explicilly a�the direction of Frank Avbel,PE,Engineer ot Recortl
for the Omject.
FORCES (Ib)-MaximumCompressioNMaximumTension
TOP CHORD i 2=0/81,2-24=-1608/227,3-24=-0340/238;3-25=12361344,4-25=7060/3fi3,45=-710Y252,7-8=-726/252,
8-9=-1212/356�9-26=1338239,10-26=-7609/228,10-11=0/81,16-22=-2057/30],�2-16=-2245/286,12-23=-2057/307
,10-12=2247/288,5-6=d59300,6-7=-820/279 -
BOTCHORD '15-16=317/317.14-15=147/942,13-14=147/942.12-�3=-27/13
WEBS 4-17=-906/334,17-18=751/233,18-19=-869/334,8-79=877/335,15-20=0/420,3-20=48/314,13-21=0/420, � i"..-
9-21=-08l329.2-15=-177/1262,577=-122Y171,6-17=�25/253.6-18=184/144.748=253/415.7-09=-5/74. '�':�'�`.•.:�•;�'�""
4-20=-09/735.&21=-25A 15.10-13=-202/1260 . ���•.
i
NOTES (i6-07) _ ,. "
i)Wina:ASCE 7-05;120mph;TCDL=bApsf;BCDL=6.Opsf;h=25ft;.CaL II;Eip B;encloseC;MWFRS Qow-nse)gable entl zone antl
GC E#enor(2)ione;can�ileverJeft and nght ezposeC;FC fw members and forces 8 MWFRS for reactions shown:Lumber „ � -�
DOL=1.60 plate gnp DOL=7.60 � - ..
. ..
2)TCLL:ASCE 7A5;PfJ0.0 psf(9at ioot snaw);.Category II>Exp 8;Partialiy Exp.;C[=7.1,Lu=50-0-0 -
3)'Unbalanced�snow loads have been wnsidered for this tlesign. - ��� -
4)This truss has been tlesignetl for.greater of min roof IiveloaE o120.0,psf or 1.40 times flat root loatl of 30.0 psf an overhangs � � ' -
nornmncurrenlwithotherlivaloads. � � `
5)Provitle adequate drainagelo pre'venl water ponCing. , � � a
6)This truss has been tlesignea for a 10.0 psf bottom chord live loatl nonconwrren�with any oNer live loads. ��, �� �.`.��
])'This tmss has been tlesigneC for a live load of 20.Opsf on ihe bottom chord in all areas where a rectangie 3-6-0 tall by 2-0-0 witle �
will fl behveen the.bottom choN and any other mambers. � '��'�, f_
e-Ceilin Ceadload 5:0 s on membe�s.3�4-8-9,-4=77,17-18,18-19,8=19 � ���
) 9 ( P fl__—_ (_)- � r
9)Bottom choM live load j40.0 ps�and additional bottom chord deaG loatl(0.0 ps�appiied only to room.13-15
70)Bearing atjoint(s)22,29 consitlers parallel ro giain value us�g ANSI/rPl 1 an91e to grain formula. Buiiding tlesigner shoulC verify
capaciry of bearing surface. �
11) Provide mechanical connection(tiy olhers)bf Iriiss to bearing plate capable of withstanding 2a31b uplifl at joint 22 and 2031b � `
upliRatJolnt23. �l�O � r� �� �
11)This truss is tlesigned in accoNance with Ihe 20091ntemational Resitlenlial Code sections R502.11�.1�and R802.10.2 anC fi�� d '
Conliid(6ff0�9�92�ard ANSIlTPI 1.
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Job Tmss Truss Tyrye �N P�Y
E6a34018
ORDERS EA-98]14 SPEC > i
J b R f ( vf I)
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NOTES (1&17)
73) "Semi-ngid pi[chbreaks with fxedheels"Member end fxiry model was used�in the analysis and tlesign of this Wss.
14) Graphical pudin re?resenta[ion does nol depict the size or the orientation of the pudin along the mp ard/or bottom chord.
15) Atticroom checkedforL/360 de0ec[ion.
16) Designs checked�forASCE 7-OS wind a�120 mph,wind reactions x 0.56 will adjust wind load reaction to a speed of 90 mph(0.69 for 100 mph antlh84 for 1 t0 mph).All
.olher coeRcienGS remain the same as shown.
77) SPF No2 antl SYP No,3 can be svbstiWtetl for SPF SWtl Grade material(Roof tmsses only).
LOAD CASE(5)
1) Snow.W mber Increase=1.15,Pia�e Increase=l J5
Unifortn LoaGS(pl�
VeM1:'i-2=-60.23=-80.3-0=-90,4-5=80,7-8=-80.8-9=-90.9-10=-80,1�-1 t=80:4-8=-70.5-7=-B0.15-76=-20.13-0 5=10Q.�243=-20
2) UnbaLSnow-LeR Wmber Increase=1.15,Plate Increase=1.15
Uniform Loads(pl�
Vert:i-2=-80.23=$0,3-25=-90,4-25=-110.4-5=10�,7-8=-38.8-9=-48.9-t0=-38.10-11=-38.4-8=-10,5-7=-B0,15-t6=-20:1345=-100.12-13=-20
3) UnbaLSnow-RighF.-Wmberincrease=1.15,Pla�e Increase=1.15
Uniform Loads(pl�
Vert:i-2=38,2-3=38,3-4=-48,4-5=-38,7-9=-B0,8-9=-90,9-10=-80,10.11=80,4-8=40,5-6=100,6-7=80,15-16=20,13-15=-100,12-13=20
4) IBC BCtive:Lumbe��naease=125,Plate Increase=L25
Uniform Loatls(pl�
Vert:i-2=20,2-3=-20..3"4='30:4-5=-20,7"8=-20,8-9=30.9-W=-20.1�-11=20.4-8=�0,5-7=20.1546=-40.134�-20.12-73=-40
5) GC Wind:Lumber Inirease=1.60,Plate Increase=1.60
Uniform Loads(pl�
Vert:1-2=6],23=40,3�=34;4-5=40,7-8=40,&9=34,9d0=40;1041=67,4-8=-6;5-�=44,12-76=-02
Ho2 1-Y--79,T-5=-52,7-�0=52,W-11=79;56=56,6-7=5fi
6) MWFRS WinE Left[Lumbeclncrease=1�.60,Plate Increase=1.60 -
Uniform Loads(pI� �
VeR:1-2=9.23=17,3-4=23.45=-17.7-8=25.&9=19,9-10=25.1�-11=15.4-8=-6.5-7=53�.12-06=-02
Horz:b2=21,2-5=5,7-10=37,10-11=27,5-6=-65,67=65
7) MWFRS Wintl RigM:Lumber Increase=l.6QPlate Increase=1.60
Uniform Loads(pl�
Vert:1-2=15,2-3=25.3-4=19.45=25.L8=17.B-9=23.�9-10=�7.10-71=9.4-8=�fi,5-7=53.12-16=42
Horz:1-2=-27.2-5=37,7-10=-5,10.11=21.5-6=-fi5,fi7=fi5
8j MWFRS�isI Wind Pardllel:Lumber Increase=L60,Plate Inaease=1.60
Unifortn Loatls(pl� ,
Vert:L2=65.2-3=43,3-4=37.4-5�3,�T-8=26,8-9=20.9-10=26.10-71=18.4-8=$5-7=26.1&16=42
Horz:Y2=-77;2-5=-55;740=38,'10-17=30,Sfi=-38,64=38
9)MWFRS 2nd Wind P2rdlleC Wmber Increase=1.60,Plate Increase=1.60
Unifortn Loads(pl�
Vert:1-2=18.2-3=26.3-4=20.45=26,P8=43.8-9=37.9-10�3.10-11=65,4-8=-6,67-26.12-76=-12
Horz:1-2=-3q 2-5=38,7-10=55,10-11=77,SS=38,6-7=38�
10) MWFRS 3rd Wind Parallel:Lumber Increase=1.60,Plate Increase=1.60
Unifortn Loads(pl�
Vert:1-2=41.23=t9.14=13.4-5=19,7-8=12.8-9=6,9-10=12;10-11�.4-8=-6.5-7=12.12-16=12
Horz:1-2=-53;2-5=-31�,7-10=24.70-11=�fi.S6=2t.6-7=24
11) MWFRS 4lh Wind Pa�alleC Lumber Increase=1.60,Plale Incease=1�.60
Unlform Loads(pin
Vert:1-2=4.2-3=12,9�=6:4-5=12,7-8=19,B-9=13,9-10=19.10-11=47.4$=-6.5-7=12.12-06=12
Hoa:1-2=16,2-5=-24.7-10=31.10-11=53.%=2G,6-7=24
12) IBC Snow on Overhangs:Wmber Increase=1.15,Plate Increase=1.15
Unifarm Loads(pin
Vert:1-2=A0.2-5=-20.7,10=:20,�0-11=-BQ�5-7=20.1246=-20
13)Attic Flooc Wmbenlnerease=7.00,Plate Increase=t.00
Uniform Loads(pl�
Vert:1-2=-20,23='2q 3-4=-30.4-5=-20.7-8=-20,&9=30.9-70=-20,10-11=20.4-8-10,5-7=-20.15-16=-20.
13-15=1 W.1243=-20
14) 3rtl Unbal.Snow-Left:Lumber Innease=7.15,Plate Increase=1.15
Uniform Coads(plf) .
Vert:1-2=-38,2-3=38,3-4=-48.4-5=38.]-8=38.&9=-08,9-10=38,10;11=38:4-8=-1Q 5-6=80.F7=-100.t546=-20.
1315=-100.12-03=-20
15)4th Unbai.5now-Left:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(pIQ
VeA:1-2=-80.2-24=-80.3-24=-113.&4=-123.4.5=-113,7-8=-38,8-9=-08,9-10=-38.1�41=38.49=40.5-�=38.
1F.16=2Q.13-05=-10�,12-13=-20
i6) Sth Unbal.5now-RighC'.lumber Increase=1.15,Plate Increase=1.15
Unifortn Loads(plfl
Vert:1-2=38,2-3=38,3-4=-48;4-5=-38,7-8=38,&9=�48,9-10=-38,10-11=-38,4-8=10,56=100,6-7=-80,15-16=20, ,
13-15=-i 00,-12-0 3=-20
17) 6th Unbal.5now-Righ�:Lumber Increase=1.15,Plate Increase=T.15
Uniform Loads(pl�
Vert:1-2=38.23=38:3�=�8,4-5=38,7-8=-1t3.8-9=123.9-26=113.10-26=-80.10-11=-80.4-8="iQ 5-7='38.
15-16=2q�1345=-100,12-13=20
18) 7Ih Unbal.Snow-Parallei:Lumber Increase=l 75,Plate Increase=1.15
Continued on page 3.
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E6434018
ORDERS EA-981i4 SPEC 1 1
Job Reference o �ional
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LOAD CASE(S) '
Unifomi Loadd(pl�
Vert'1-2=38.23=38,3A=-48:4-5=38:7_8='38.8-9=-48.9-00=-38,10-]1=-38.4-8=14.57=-153.tS16=-20,13-15=400.12-13=20
�9)8lh Unbal.Snow-Parallel:Lumber Increase=7�.15,Plate Increase=1�.15
Unifortn Loatls(pl��
Vert:1-2=153,23=153,3-4=963,45=153,7-8=453,8-9=�63,9-70=153,1041=-153,4-8=t0,5-7=-38,1Si6=-20,13-15=100,12-73=20
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Job Tmss . TmssType Qy Pty
Efit]1891
ORDERS EA-9W15 COMN 1 1
NVR Homes,X ]250 s Aug 252011 MiTek Indusfies,Ini.,Wed Oct�213:0326 2011 Page 1
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0
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' Io
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6xe =
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31L8 9-11b
LOADING(ps� SPACING 2-0-0 CSI UEPL in Qoc) I/deFl Utl PLATES GRIP
TCLL 23.� p�aleslncrease 1.15 TC �.31 Vert(LL) -0.15 Ge >999 360 MT20 197/144
(Ground Snow=30.0) Lumber Increase 1.15 BC �.69 Vert(TL) -039 68 >604. 240
TCDL �0.0 RepShesslncr YES WB 026 Horz(TL) 0.03 6 n/a n/a
BCLL 0.0 ' Catle IRC2009/iPi2007
(MaMx) Wind(LL) 0.05 2-B >999 240 Weight:911b FT=S%
LUMBER BRqCING
TOP CHORD 2 X 4 SYP Na2 TOP CHORD Shuctural wootl sheathing tlirectly applietl or 5-63 oc puAins.
BOT CHORD 2 X 4 SYP No2 80T CHORD Rigid ceiling directly applietl or 70-0-�oc bracing:
WEBS 2 X 4 SPF SNd MiTek recommends ihat Stabilizers aM requireE cross bracing
WEDGE b¢installed tlunng tmss erection,in accordance with Stabilizer
Left:2 X 4 SPF Stud,Right 2 X 4 SPF.SNd Installation uide.
REACTIONS (Ib/size) 2=�92/03-8 (min.0-7-8),6=792/0-3-8 (mia 04�-8)
Max Horz 2=-285(LC 7) This truss design assumes the use of Southern Pine lumber values
Max Uplifl2=-374(LC 9),6=374(LC 10) that were published in tfie 2005 NDS and pnor to the uptlated and
Max Grav2�J18(LC 2);6=918(LC 2) lower vales atlopted by ALSC on June,1,2012. This is being done
explicitly at Ihe tlirection uf Frank Avbel;PE,Engineer of Record
FORCES (16)-Maximum Compression/Marzimum Tension for ihe pmjec[.
TOP CHORD 1-2=0/27,2$�=1147/4t7,3-9=875l335,4-9=472/355,410=-772/355,5,10=675/335,56=4147/417,&7=02]
8�T CHORD 2-8=2647887,6-8=-0991887
WEBS 3-8=-332/304,48=494/511,5�=-332/304
JOINT STRESS INDE% . -� '� -.
2=0.39,2=O.Oq.3=D26,4=029;5=026,6=0.39,6=0.00 and 8=0.77 ����,"������'�����`"4b.
ti��l
NOTES (12-13) ,r e �
1)Wind:ASCE7-O5;120mph;TCDL=fi.Opsf,BCDL=6.Opsf;,h=25ft;Cat II;Exp B;�enclosed;MWFRS(low-nse)gable ena zone antl C C _ � y��j_
E#erior(2)zone;cantilever.left anE right exposetl;GC for mertibers antl forces'8 MWFRS(or reaUions shown;Lumber DO1=1.60 � vi '
plate grip DOL=1�.60 � � -
_ _ .
.�� ..y ;^. � - .�
2)TCCL ASCE 7-05;Pg=30.0 psf(ground snow):Ps=23.1 psf(roof snow);Ca�egory II;Exp B;Partially 6cp.;C[=11 -- `-� � ' - '--
3)Roof tlesign snow load has been reGUCed lo accoont for slope. � ` �. _, _
4jUnbalancedsnowloads'havebeenconsideredfoothisdesiga ;� ;�� - �
5)This[mss has been designed for greater o(min roof live loatl of 16.0 psf or 1�.00[imes flat roof.loatl of23.1'psf on overhangs
noo-concurrent witp olher live bads. .
6)This[mss has been designedfor basic loatl combinalions,which inGUtle cases wrth reductions for multiple mnwrrent live loads. ��i �
7)This truss has been designetl fona 10.0 psf bottom choN live IoaC nonconcurrent with any other live loatls. � ��
8)'This tmss has been Eesignea for a live load of 20.Opsf on the bottom chortl in all areas where a�rectangle 3-6-0�all by 2A-0 wide � / �pR,' -'
will ft behveen the;bottam chord and any other members. ��(��;
9)Provida mechanical wnnection(by others)of.truss to bearing plate capable of withstantling 3141b�uplift atjoint 2 and 314 ib uplifl at
joint'6. "��i�.-� .
10)This truss is�tlesigned in accordance wilh the 2009 IntemationalResiGential Code sec�ions R502.17.1 and R802102 and
referencetl stantlaM AN51/TPI 1.
11)"Semi-ngid pitchbreaks with fxed heels"Member end fziry motlel was used in fhe analysis aBd design of this tmss.
Continued on page 2 ��A R 0 7 ��1��
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� E61'liB91
OROERS EA-98715 COMN 1 1
Inb Reference loo'nnall
NVR Homesj X �250 5 Aug 25 2011 Mi7ek Indusines,Inc. Wetl Oc11213:01262011 Page 2
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12)othe19coeKcients re a n IFe ame'as showo'mph wind'reactions`x d5fi'will ad�usl wintl ioad reaaion�o a speed'of 90 mph�(0.69Toi 100 mph and�0.e iiot 110 mph)fAlf-"—��=°" -'
13)SPF No2 antl SVP No.3 canbe subsli�Wed for SPF�SWC Gade matenal(ROOf trusses only).
COA�CASE(5) Standard
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Plafe08sets(XYY f2'0-2�-80-7-21 f8'0-2-NO-1-2
LOADING(psQ SPAGING 2-0-0 C51 DEFL in (loc) I/defl Ud PLATES GRIP
TCLL Z�.S plaleslncrease 7.15 TC 020 Vert(LL) -0.07 8-10 >999 360 MT2� 197/J44
(Grountl5navr30.0) Lumberincrease 1.t5 BC 0.44 Vert(TL) -0.77 8-10 >999 240
TCDL 10.0 pep Stress Incr YES WB 025 Horz(rL) 0.02 8 n/a Na
BCLL 4�� � CodeIRC2009/TPI20�7 (Malnx) Wind(LL) 0.02 240 >999 240 �Weight8916 �=5�
BC L 10.0
lUMBER BRACING
TOP CHORD 2 X 4 SYP No2 TOP CHORD SWCturai wood sheathing directty applied or 6-0-0 oc pudins.
BOT CHORD 2 X 4'SVP No? BOT CHORD Rigid ceiling directly applietl or 10-0-0 oc bracing.
WEBS 2 X 4 SPF Stutl �MiTak recommends that Stabilizers and required'cross brocing
SLIDER Left 2 X4 SPF SNtl 2-83,Right 2 X 4 SPF Stutl 2-8-3 be installetl during truss ereclion;in accordance with Stabilizer
Installalion��uitle.
REACTIONS (Ib/size) 2=660/03-8(mia�d-8),8=66�/0-3-8 (min.0-1-8) This Wss design assumes the use of Sw[hern Pine lumber values
Max Horz 2=308(lC 7) ihal we�e published in tfie 2005 NOS and pnor to lhe updated and
Max Uplift2=261(LG 9).8=-261(LC 10) lower vales adopled by ALSC on June 1,2012: This isbeing done
Max Grav 2=760(LC 2).8=760(LC 2) expliciHy al Ihe direclion of Frank Avbel,PE,Engineer of Recortl
for ihe prqect.
FORCES Qb�-MaximumCOmpression/MaximumTension .
TOP CHORD 1-2=0125,23=.-829/296,3-4=E92/326,4-t 1=641/302,5-71=-549/32Q 5-12=-549/320,G12=-641/302,6-7=-692/326,
7-8=828/296,8-9=025
BOTCHOR� 2-10=-189/577�,8-10=106/57] •t�`,�r"�'��'�u`f��:
WE85 4-10=227276.510=2251468,6-10=-227/276 .:� r ' ' �i�.
��`,J � � � , �jF
JOINT STRESS INDEX 7 �'i
2=085,2=0.48,3=0.00,4=026,5=0286=0.26,7=0.0�,8=0.85,0=0.48antl10=0.66 '�(��,
� u.x" 'J� ....
NOTES (jp-13) _ �. - �
1)WinB ASCE 7-05;120mph;TCOL=6.Opsf:8W�-6.Opsf;h=25ft;WL II;Exp B;encloseQ�MWFRS(low-nse)9able end zone anE C C -,= _
p#erior(2)mne;�cantilever left and nght exposeC;CL for members and forces 8 MWFRS for reactions shown:Lumber DOL=1 60 r � i;:''. �
plate9ripDOL=}.5p "�; . 7 - -
2)TCLL:ASCE 7-05;Pg=30.0 psf(gmund snow){Ps=21.5 psf(moF snaw);Category II;Exp B;Partialty Exp.;Ct=t1 .;i
3)Roof Cesign snow load has been.retlucetl to accounlfor slope. • �
4)Unbalanced snow Icads have been wnsiCered for this design. - �*� ���� � �
5)Thls truss has been designed fo�grealer of min roof live loatl of 1 fi.0 psf or t.00 times fla�mof load of 23.1 psf on overhangs F� r�'f � ,�
nornconcurtent with other iive loads. �, .,\k_ --
6)This @u§s Has been designed�fo[basic load combinalions,-which indude cases with.reductionsto[multiple concurrenj Iive loatls._ • ,��i:�,. _ '� �
7)This wss has been designetl for a t0.0 psf bottom chord live loadnonwncurrenl with any.ofherlive loads. �
8)'This truss has been designed for a live�oaC o120.Opsf on the bottom chord in all areas where a rectangle 3-6 0 tall by 2-0-�wid_�?�
wili ft batween the bottom chord antl any othermembers. ������
9)Provitle mechanical connecGOn(by ochers)of truss to bearing plate capable of withslanding 261 Jb upli8 aljoint 2 and 261 Ib uplift al
joint8.
10)This tivss is Cesignea in accordance with che 2009 Intemational Residential Code sec[ions R502.11.1 and R802.102 anC
reference0 standartl AN51lTPI 1. 'I II f� (� � l f�I,J
11)"Semi-rigid pitchbreaks with fized heels'Member end fxity model was used in the analysis and tlesign of this tmss. hi l �I L�l
Continued on page 2 �
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pppl' tilfyoltl g po� efersa dP'P - oipaat f Po e t p bityoib Itl gd gner n II sstleig �8 c gsM1Own a+
f qt I ppotlot ���tl al bmembenonly.Atldt It po rybro gi -nvre t blrytl rigca 1m �on ID . po bPryat�he .
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� p pt q Ilry 1 I 1 oge tl l ry 1' �M b c�g:ronwl� qN51pPIl OuaON Crlleda�D5B�09 antl BC216u0tling Companenf. Bie 5ountlstle Roatl
Salefy Inlormallon a o abl¢hom imss PIOte InS�PU�a Yel,N Lce Sireet 5 le 312.hivontlna.VA R431 d. Etlenron,NC P1932
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�•--- -���—=12jDesignscheckeOfcrASCE7-0Swn atti20inph;windreactionsx0.5Gwilfadjustwincloa�Te�ctio�3aa°cp�edcf9Gmohr(26&Fori00�mphandfl.BA-fallGmp�,:d`-�'--- ' --•�—^—��^�-�
other weffciants remain the same as showa�
13)SPF No2 an0 SVP No3 can 6e substituled fo�SPF Stutl G�ade matenal(ROOf trusses only).
LOAD CASE(S) StandaN
AWdRMhG Vm{�d a oammcLcr+ dREdDNOlESUN]NfSdNDINCLUDEOHIIEI(REt'ERFMEPdGE/III)4TJAEFURSUSE �.y . ,
SI lot ryl�oppat0(navMwlwebmembersonly�'A dtiooalf mpor�aryGac�ngb'ruuradobilrytivnngcOnsirt�conln��arespowtilfyo��M1e ���/���
APWc bltyo�tle9g pamm t dpropvncppwa�a ot po � � po iblflyoitialdrgtl g �t tl g er.8r gx4�own
ereLtocAddifionbl0�onen�braci�golfheovemllstmcWre'a��eresporrsibiliryo�Nebuiltlingtlevgne�:fw9enem19uitlanceregaNirg �.M�� i�.��.
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d-3-1d � 8-58 I �2-"G3 I t6tY0
63-13 4-1-01 d-0-fl d313
PlateOffsets(XYY fi£dae0-2-31'f30-3440-2-81 (5:Ed9e0_2-3],.f9:0�-00-4421
LOADING(ps� SPAQNG 2-0-0 CSI DEFL in (loc) I/defl LJd PLATES� GRIP
TCLL 2�.5 Plates Increase 1.15 7C 0.36 Vert(LL) -0.O6 7-9 >999 36� MT20 19]/t44
(Ground�Snow=30.0) �Wmberincrease 1.15 BC 0.60 Vert(TL) -0.15 7-9 >999 240
TWL 10.0
BCLL 0.0 ' RepSlresslncr NO WB 0.95 Horz(TC) 0.04 5 n/a Na
BCDL �p.p Code IRC2009/iP12007 (Matriz) Wind(LL) 0.06 940 >999 240 WeighE2121b FT=S%
LUMBER BRACING
TOP CHORD 2 X 4 SVP No2 TOP CHORD Structurdl wood sheathing directly applied or 4-'10-6 oc puriins.
BOT CHOR� 2 X 6 SVP No.10 BOT GHORD Rigid ceiling directly applied�or 10-0-0 oc bracing.
WEBS 2 X 4 SPF SNd'EzcepY
3-9i 7X 4 SVP No.3 or SPF No2 This truss tlesign assumes ihe use of South¢m Pine tumber values
WEDGE thal were published in the 2D05 NDS and prior lo the updated and
Lefl:2 X 4 SPF Stud;Right 2k 4 SPF Stutl lower vales adopled by ALSC on June 7,2012. This is being done
eaplicilly al the tlirection of Frank Avbel,PE,Engineedof Record�
REACTIONS (Ib/size) 5=5865/0-3-8 (min�.0-2-15),1=5793/�-38 (mia 0-&15) forfhe projeGt.
Max Horz'1=253(LG 5)
Maz Uplift5=-1080(LG 8),7=7026(LC 7)
FORCES. (Ib)-MaximumCOmpression/MaximumTension
TOP CHORD, 1-2=-6�23/1205;'2-11=�538/864,3t1=-441Z893,342=-4388/896,4-12=�3538/867,4-5=6715/1206,5�=0/29
BOT CHOftO 140=-915/4896,94 0=-91 514 896,8-9=-819/4889,7-8=-879/4889J5-7=-819/4889
WEBS 2-10=-4�2p]70.3-9=1029/5421.4-7=-465/2]59.2-9=-2026/48fi.4-9=-2013/4]7 �,�,a�'.;`�;�_:�%:
2VA�`'`�
JOINTSTRESSINDEX .:�:'�� n �;'F'.."���'���.,
�=0.94,4=0.00.2=0.94.3=0.82,4=0.94,5=094.5=0.00.7=0AqB=0.99,9=072antl10=0.40 • •Zr.. :�.:.. ' .'-.1'^�'�;,
NOTES (13-14) i,' 1 T f.. � E
i)2-ply truss to be connecteGlogether with tOd(0.720"x3')nails as follows: ` - " ° �
Top chortls connected as(dllows��2 X 4-T row at 0-9-0 oc. �
Bottom chortls connectetl as(ollaxs:'2 X 6-2 rows at 0-6-0 oc. � � 1 -� -�
Websconnectetlasfollows:2X4-�lmwat0-9-0oc. - _
; .f
2)'All ioatls are consdeied equalty applied to all plies,except if noied as front(F)or back(B)face in Ihe LOAD CASE(S)section.Ply to � _ '�
ply connections have been pmvitled lo DisMbute onty loads noteC as(F)or(B),'unless otherwise indirated -'>
�3)Wind:ASCE 7-OS,.t2Dmph;TCDL=6.OpsQ BCDL=6.OpsP,h=25X;Cat.II;Eip B;enclosed;MVJFRS(low-nse);cantilever lefl antl nght �}:�.� �� ��/'1 t <
exposed;Wmber DOL=7�.60 plate g�ip OOL=1.60 '-' / -�`
4)TCLL:ASCE 7-�5;Pg=3�.�psF(groUnd snow)',Ps21.5 psf(moF snow);Category II;Exp B;'Partially Exp.;Ct=1.1 ;��, ��i fj�:/ '
5)Roo�Oesign snow loatl has been retluced to account for slope. �'�;f�y,. �'�`
6)UnbalanceE.snowloadshavebeenconsideredfor.thisdesign. '�.�^f� � _ �
7)This truss has been designed for greater.of min�oof live load of 16.0 psf or 1.00 times flat roof load o123.1 psf on overhangs- y�v-� '✓
non concurrent with other live loads.
8)This iruss has tieen designed for a 10.0 psf bottom chard live loatl nonconcurrent with any other live loads.
9)'This Wss has been designed for a live loatl of 20.Opsf on the bottom chorC in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will ft behveen[he bottom chortl�and any otheimembers. -
1�)Provide mechanical wnnection(by others)of tmss lo bearing plate capable of withstanding�10801b uplift at joinl5 and 702616 uplift ( n(] �'/ j f�i�1
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NOTES (13-14)
t 1)This[russ is tlesigned in accordance with the 2W9lntemationafResiden�ial Code sections R502.71.1 and R802.702 and referenced stentlard ANSI/TPI i.
12)Girtle}carries ti�in span(s):31-7 7-0 fmm��-0-0 to i6-11-0�
13)Oesigns c�ecketl(orASCE 7-05 wind at 120 mph,wintl reactions x 0.56 will adjust wind loatl�rezclion to a speed af 90 mph(0.69 for 100 mph antl 0.84 for 110 mph).All
otheicoeffipentsremain�he same as showa .
14)SPF No2 and SYP No3 canbe substiWted for�SPF Stud Grede material(Roof Irusses onlyf.
LOAD CASE(S) StandaM
1)Snow:LumtierJncrease=1.75,Plate Increase=7.15
Uniform Loads(pl�
VeM1:b5=-634(F=-614),i-3=E3,3-6=63
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SaleM�N aXOn� � Iob1a hom irvss Po f I �iMe;481 N l�3hre1.5uAe]12.Alexandna.VA 22314.
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NVR Homes(X 12W sAUg 25 2011 M7ek Industnes,Inc. Wed Oct 12 13:0328 2011 Page 1
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PlateOHSetsIXVl' f2'0-2-90-0.117fQ:0-2-90-0-itl
LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/tl PLATES 6RIP
TCLL Z�,S p�ales Inaease 1.15 TC 0.47 Vert(LL) -0.05 11-12 >999 360 MT20 197/144
(6roundSnow=30.0) Wmberincreasa 1A5 BC 0.40 VertQL) -0.1311-12 >999 240
7CDi t0.0 Rep.Shesslncr VES WB 0.35 �Hoa(TL) 0.12 8 n/a n/a
BCLL OA ' Code IRC2009/7PI2007 (Matnx) Wintl(LL) �OS ti-12 >999 240 Weight 1001b FT=S%
BCDL 10.�
LUMBER BRACING
TOP CHORD 2 X 4 SVP No2 TOP CHORD StrucWral woodsheathing directly appl etl or 4-9-8 oc putlins.
BOT CHORD 2 X 4SVP No.2 80T CHORD Rigi�ceiling tlirectly applied'or 10-0-0 oc bacing.
WEBS 2 X 4 SPF SWd MiTek recommends ihat Stabilizers and required cross b�acing
SLIDER Left 2 X 8 SYP No2 2-73,Righl2 X B SVP No2 2-73 be insta0ed dunng tmss erection;idaccoidance with Stabillier
Ins[allation uide. -
REACTtONS (Iblsize) 2=657103�-e (min.0-L8),8=6 5710 3-e (min.0-7-8) This�mss design assumes Ihe use of Southem�Pine lumber values
Max Horz 2=322(LC 7) that were published in Ihe2005 NDS and pnor lo ttie updated and
Mae Uplift2=262(LC 9),8=-262(LC 10) lower vales adopted by ALSC on June T,2012. This is being done
Max Grav2=758(LC2),8=758(LC 2) explicitly at lhe direction oCFrank Avbei,PE,Enginee�of Recortl
. for the project �
FORCES (Ib)-MaximumCOmpression/MaaimumTensio�
TOP CHORD 1-2=0f3,23=7260l351,3d=-1182/380,4-13=-967Yt29,5-13=-887/247,5-04=-887/282,G14=967/264,6-7='11ffi/357
,7-8=-1260/329,8-9=0/3 � .
BOTCHORD 2-12=350/889,-01-12=-356/913,10.11=-757/913,�&10=-147/889 ��� `�'�%''
WEBS 5-11=d5�/820.4-02=0/743;6-10=0/143.4-17=-169/297,.641=-169/327 .• � ������;',G;���,�/';/��
�� \
JOINT STRESS INOE% j r k.'; 'G
2=Q55,2=0.46,3=�.0�,4=Q50,5�=0.40,6=0.50,]=0.00,8=0.55,8=�46;10=026,if=039an012=026 > `< <� :
NOTES (�3_�q)
1)Wind ASCE 7-05;120mph;TG�L=6.Opsf;BCDL=6.Opsf;h=25ft;Cat 11;Exp B;endosedj MWfRS(low-nse)gable entl ione and C C ' -
E#erior(2)zone;'cantlever left and nght ezposed;C-0 for members and forces 8 MWFRS for reactions showq Wmber DOL=1.60 ,.-i � � ' -
plale grip DOL=1.60 '�
r
2)TCLL:ASCE 7-0S;Pg=30.0 psf(ground snow);Ps=27.5 psf(roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 .'._ ^..,i
3)Roof design snow loatl has been reducetl to account tor siope. �'A'- : i ,-
4)Unbalanced snovi loatls have been wnsidered for this design. '�"
5)This truss has been tlesiqned for greater of rtiin ioo(live IoaC of 16.0 psF or 7.00 times flat mof IoaC oF 23.1 psfpn overhangs %�'i � . � ' � �`�,
'.{ , p�... � �\'
non-concurtent with o!her live loatls ��� �� _
6)This truss has been designetlfor Oasic loatl combmations�,which inclutla cases with retluclions for multiple concunent live loatls. ��+i�i���
7)This tmss has been desi9ned for a 10 0 pst bottom cFo�d live loatl nonconcurren�wilh any ottier live IoaES. ��
g)+Thislrussbasbeendesignedforalmeloadof20.Opsf�omthebottomchord-imallareaswFerea�rectangle3-6-0�talbby�2-0-0witle� - 1
will it betwaen the bottom cM1Ortl and any other members.
9)8eanng at joint(s)2,�8 considers parallel to g2in value using AN51lTPI i.angle to grain formula. Buil�ing designer should veniy
capacity of beanng surface.
10)ProviEe mechanical wnnection(by others)oGtruss ro bearing plate capable of withstanding 2621b uplifl atjoint 2 antl 2621b uplifl at
joint 8.
Continued on page 2
P�iNR 0 7 201�
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NOTES (13-14)
11)Thls Iruss is designed in accoMance with the 20091ntemational Residenlial Code sections R50211 7 and R802.102 antl referenced standartl ANSI/TPI i.
12)'Semi-ngid pihhbreaks with fizeC heels'Member e�d.fzity model was used in[he analysis and tlesign of Uiis truss.
13)Designs checked for ASCE 7-05 wintl at 120mph,wintl reactions x 0.56 will atljust wind IoaC�reac0on to a speed of 90 mph(0.69 for 100 mph and 0.84 for i t�mph).All
ocher coefficients remain the same as sFown.
16)SPF No2 and SVP No.3 wn be substituted for SPF S�ud Graae material(ROOf trusses only).
IOAD CASE�S) SlandaN
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5
12 13
10.00 12
3x6�/ 3x6 ��
a 6
5rt�i Sz6��
m �
3 6rB�
e �
�� 9
��� 3x411 3s4 II Iq�
�1
5.00 t2 6x8 II
6rB AI
� S t --6 6t'-0
&1 4.814 � 81< t&
PI t Otfs Ls(X Vl' f2'Od9.0-0-711 8:0-2-9 -O-N
�OADING(ps� SPACING 2-0-6 C51 OEFL in (lac) I/deft Ud P�TES GRIP
TCLL 2�.5 Plates Increase 1.15 TC 0 47 Vert(LL) -0.05 70-11 >999 360 MT20 197/144
(GmundSnow=30.0) Lumberincrease tt5 BC 0.40 Vert(TL) -0.1310-77 >999 240
TCDL ���� pep5tresslncr� YES WB .0.36 Hoa(TL) 0.12 8 Na Na
BCLL 44 � CodeIRC2009/TPI2007 (Malrix) Wind(LL) 0.0510-11 >999 24� Weight981b P"f=5%
BCDL 10.0
LUMBER BRACING
TOP CHORO 2 X 4 SVP No.2 TOP CHORD S�mcNral wood sheathing-direc[ly appled or 4-9-6 oc pudins.
BOT CHORD 2 X 4 SYP No.2 BOT CHOR� RigiC ceiling directry,applied or 10-0A ac bracing.
WE85 2 X 4 SPF Stud MiTek recommends that Stabiliiers antl requi�etl cross bracing
SIIDER left 2 X 8 SYP No2 24-3,Rigkt 2 X 8 SYP No22-73 be Installed during ivss erectioq in a^..cortlance with Stabifizer
Installation uitle.
REACTIONS (Ib/size) 8=601/0-3-8 (min.0-1-8),2=fi59/03-8 (min.O-i-B) ThistrussdesignassumestheuseofSOUthemPinelumbervalues
Maz Horz 2=323(LC 8) that were putilished in lhe 2005 NDS and prioito ihe updaled and
Max Upiift8=792(LC-00),2=263(LC 9) lower vates adoDted�by ALSC on June 1{2012. This is 6eing done
Max Grav8=690(LC 2),�2=7fi0(LC 2) explicitly at Ne�direction of Frank Av�el,PE,Engineervof Record
forthe prqect.
F�R�ES Qb)-Maximum Compression/Mazimum Tension
TOP CHORD 1-2=0/3.2-3=-1264/354,3-4=-tt86/382.4-02=-9]2/234.&12=882252,5-13=-893/285.6-13=-9I3/26],64=1196/3]5
.7-8=-12�2/345
BOT CHORD 2-11=353I893.10.11=.353/916,9-00=-180f928,8-9=-06519 0 5 . '. ,.
WEBS 5-00=461/627,4-7t=0/143,6-9=0/'143.410=-ifi7/297.6-10=-779/338 ' ..'.".�:�:.� �r�"''��.
�i j//
�. I '+a )
JOINTSTRESSINDEX � . . '�
2=0.55,2=04fi,3=0.00,4=0.50,5=�.40,6=0.50,7=0.00,8=0b5,8=A46,9=026,10=0.39and11 =026 � : ����
� , c..'.+,,._
::`i
NOTES (13-04) '
1)Wintl:ASCE 7-05;t20mph;TCOL 6.Opsf;BWL=6.Opsf;h 25ft;WLJI;.Exp B;enclosed;MWPRS(low-rise)gable enC zone and C C ,_
E#erior(2)zone;cantilever IeR and n9ht exposed;GC for members and forces 8 MWFRS forreactions shown;Lumber DOL=1 60 � ,,�r.,- .
plate gnp OOL=1.60 - � �
p)TCLL:ASCE 7-05;Pg=30 0 psf,(grountl snow);Ps=21.5 psf(roof snow�;Calegory II;Ezp 6;Partially Eza;C[=1.1 ..
3)Roof aesign snow load has been reducetl to account for slope.
4)Unbalanred snow loatls M1ave been consiDeretl for this design. . ' � f� ���_ .
5)Thls Iruss has been Designed for greater of min roof live load of 16.0 psf or 1 00 times Bat root load af 23.1 psf on overhangs ��� ��
non-wncurrenlwithotherliveloads. �' �� "
� � .which.inclutlecaseswithreDuctionsformWtlple_concurrentliveloads. e F'`' � �---
6)Thiswsshasbeandesignetlfo�basicAOad�combinations,. ,: --�-�._ - - -p -�
7)This Wss has been Cesigned.for a'10.0 psf bottom chord live load nonconcurtent with'any other Irve loads. 1 1� ��
g)'This Wss has been designed for a�live load of 20.Opsf on ihe bottom chortl.in all areas where a reclangle 3-6 O IaII by 2-0-0 wide ,
will fl�efxeen Ihe bottom chord antl any othar mem6ers: jJ
9)Beanng at joint(s)8,2 considersparellel to grain value using ANSI/TPI 1 angle lo grain formula. Building designer shoutd verify �•
capacity of bearing surface. �
�p)PmviCe mechanical connection(by others)of Imss to bearing plate capable of wifhstanding 1921b uplitt at joint 8 and 2631b uplift at
joint 2. (
ContinueCOnpage2 l�1AR 0 7 2013
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6fo�la�o�alxuppMOlntivpual'�'ebmCmbersonlyAtldlonaltempotarybacngfo1nM21ab11ytlumgCOnhu1 !h �
e�ecfor.Atltll�ional pa�monent b�acinB of ihe overall eWCture¢fie respOnnbiNy of IM1e bWldmg ae9gnec FJr general gu aance regartl ng '
�obficalion.quOlityronhd.s�IXO9E.tlellvery.e�eCliOnandbmci�g.COrttJ1 pN51/IPI1�uoGMG�Ik�a,USB-89aMBCSIBMtlIngCOmponenl g1B5ound5itleROatl
SNeN��brmaXon ovailoble from imss Plate InsfHVte,281 N.lee 5Lee45uite 314.Nexantlno,VA 42314 Etlanbn:NC D934
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E61l1895
OROERS EA-98]19 SCIS > >
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NOTES (7174)
11)This Wss is designetl in accordance with the 20091nternational Resitlential Code�sec[ions R502.11.7 and R80Z.101 and referenced sfandard ANSI/TPI 1.
12)"Semi-ngiE pitchbreaks with fzetl heels"Member en0 fixiry mbdel was used in ihe anatysis antl tlesign of this truss:
13)Designs checked forvASCE 7-OS winC at 120 mph,wind reactians z 0.56 will adjust wintl load reaction to a speed o190 mph(0 69 for 100 mph anC 0.84 for 110 mph).All
othervcoefficients remain the same as shown.
-14)SPF No2 and SYP No.3 can be substituted for SPF SWtl G2de malenal(Roof tmsses only).
LOA�GASE(5) Slantlard
� WdRMhG Vm�d a o.o�d �unrtRFdDNUTFSON1Hf5dlU)INCLUUEDMT£1(REFP,R5hCSPAG&IUfl6TJeSFORELC�F. �
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p� la� rpl ppo�f Of d H OI eb mG b ly.Atld� I� p ry bra 9� e sf b I'�y tl g zhu<I ih po Mllfly o11he �B
erec�a.Atltlmonolpettnanenibmcn9oilM1eovarapstmcMavR�eresp nvblryotMa�vltlingtl AgnepFOrgeneralgutlanceregortling ° � �
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E61]1896
ORDERS EA-98]20 SPEC 1 1
NVR Homes,%. )250 s Aug 252011'MITek IntlusVies,inc Wetl Oct 1213:03302011 Page 1
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Ptate OHSets(X Y1' f2'0-0A 0-}-31 2'0-t-fi.0-5-91:f3:0-2-15.0-2-01
LOADING (ps� SPAGING 2-0-0 C51 UEFL in (loc) I/tlefl L/d PIA7ES GRIP
TCLL 23.1 pla�es Increase 1.15 TC Q21 Veh(LL) -0.00 2-5 >999 360 MT20 191/144
(Ground Snow=30.0) Wmber Increasa 1.15 BC 026 Ven(TL) -0.01 2-5 >999 240
rco� io.o
BCLL 0.0 • RePStresslncr VES WB 0.00 Horz(TL) 000 5 Na Na
CDL 100 Cotle IRC2009/TPI200� (Matrix) Wntl(LL) 000 2S >999 240 Weight:161b FT=S%
LUMBER BRACING
TOP CHoRO 2 X4 SYP No2 10P CHORD SWCNraI wood sheathing Oiretlly applieG or 340-0 oc pu�lins.
BOT CHORD 2 X 4 SYP Na2 BOT CHORD Rigltl�ceiling directly applied or 10-0-0bc bracing.
OTHERS 2%4 SPF Stutl M7ek recommends ihat Stabilizers and requiretl cross bracing
WEDGE be installed tlunng tmss erection,in aaoldance with Stabilizer
Left:2X45PF5lud Installation� uide.
REACTIONS pb/sae) 2=201/03-8 (mia04-8J,5=138I0-1$ (min.0-1-8)
Ma[Horz 2=114(LC 9j This Wss Design assumes the use of Southern Pine lumber values
Max Uplifl 2=-108(LC 9j,5=-81(LC.9) ihat werepublishetl in the 2005 NDS znd pno�to Ihe updaleG and
Max G2v 2=237(lC M14),5=169(LC 14) lower.vales atlopted by ALSC on June 1�,2012. Tliis is being Cone
explicitly at the direction ot Frank Avbei,PE,.Engineer of RecorG
FORCES (Ib)-MaximumCompression/MaximumTension fortheprojecl.
TOP CHORD 1-2=0/9,2E=-109/0,3-6=-36/2,3-0--]/0,3-5=4ffi�128
00T CHORD 2-5=A4/50
JOINT STRE55 IN�EX
2=035,2=0.11,3=0.3]antl5=.0.52 r
�1� 4 1.4
NOTES (1446) .:\' ' � le��
i)Wntl:ASCE 7-05;120mph;TCOL=6.Opsi;BCDL=6.Opsf;h=25fl;Cal II;Ezp B;enclosatlj MWFRS(low-nsa)gable entl zone and GC ..� �i
` ..� •.
Eelenor(2)zone;cantilever left aotl ngh�exposetl C-0 tor members and forces 8 MWFRS for reactions s0ovm;Wmber DOL=1.60 j�_', � , w. �!r
plate gnp DOL=1.60�
. . ..., .,..
P .:,
2)TCLLi ASCE 7-05;Pg=3�.0 psi(ground snow);Ps=23J ps((roof snowJ;Category II;F�cp B;Partially Exp.;Ct=1.1 - -
3)Roof tlesign snow loatl�es been retluced m account for slope. . . ° .
4)Unb5lznceG snow loads have beeRconsitlered for�his design. �:fi(iV� -
5)This truss has been designetl(or grea�er of min roof live loatl of 1 fi.0 psf or 1�.00 times flat mof loatl of 23.1 psf on overhangs - � i._ _
nonaoncurrent wilh oNe�live loads. � ,t.��� �•�
6)This Imss�as been designetl for basic loatl crombinadons,which inclutle cases wXh reduc�ions for mufUple corcurrent liae loatls. ��,.` , ,
])This tiuss has been tlesignetl for a 10.0 psf bonom chortl live loatl nanconwrtent with any other live loads.
8)'This W ss has been Casigned tor a live loatl ot 20.OpsF on the bokom chord in all areas where a rectangle 3-6-0 tall�y RO-0 wide � �����, ��- �
vnll fl between the bottom chora antl any oNer members, t .�j i: -, ��---^"
♦
9)Beanng aljoint(s)5 mnsitlers parallel to grain value using ANSIlTPI 1 angle to grain fortnula�. Building designer shooltl verAy wpacity '�� ����
of beanng suAace 1 '�
10)Provide mechamcal mnnection(by others)of tmss to beanng pla�e atjolnt(s)5. �
11j Provitle mechamcal connedion(by oNereJ of�mss to beanng pla�a capable of withs�anding W81b uplift aljoin�2 antl 81 Ib uplift a�
joint 5.
12)This Wss is tlesignetl in accordance with ihe 20091nternational Residenlial Cotle sec4ons R502.11.1.and R802:102 and
ContlA�@i4BF�aFf3^Par0AN51fTP11. ��� O � ���^
f
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p g Itl! sewRy �M1M7 k-�n � M d gn b ed ly po po �BrsSM1Ow tl �O ntl v]U Ib IC g ponent �����
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E61�1896
ORCERS EA-98]20 SPEC 1 1
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.-....,MO7ESd.n.(}G-15} ..>,_.._.�.�-��.�.. �-.� : r�+..,-�..—.:_...:. -.��.� _"_ '__.. _..:'� . _
13)"Sem�ngitl pitchbreaks wi�h fnetl�aels"Memtier entl fixiry mo0el wzs usetl in�he analysis anG Cesign of Nis W ss.
14)�esigns checked for�ASCE�Z-05 wind at 720�mp�;wind reaiiions�%0.56 will adjust wind load reaclion lo a speed of 90 mph(0.69 for 100 mph antl 0.84 for 110 mph),All
oMer coeffidenLS remain ihe same as shown.
15)SPF No2 and SVP No3 can be subslituted forSPF Stutl G2tla matenaf(ROOf[msses only).
LOAD CASE�S) S�andartl
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OROERS EA-98121 SPEC > >
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LOADING(ps� SPApNG 2-�-0 C51 DEFL in (Iw) I/defl L/C PLATES GRIP
TCLL 23.1 plateslncrease 1.15 TC 0:17 Vert(LL) -0.05 2-5 ?999 360 MT20 1W/144
(Ground Snow=30.0) Lumber Increase 1.15 BC 0.31 VeR(TL) -0.13 2-5 >514 240
TCDL t0A � � �
BCLL 0.� ' RepSlresslncr YES W8 �.it HoaQ�) -�A� 5 n!a n!a
BCD 70.0 CodeIRC2009/TPI2007 (MaMz) Wind(LL) 0.00 2 240 WeighF.251b FT=S%
LUMBER BRACING
TOPCHORD 2X4SVPNO2 TOPCHORD SWCWralwoodsheathingdirectlyeppliedor5-11-Oocpudins. .
80T CHORD 2 X 4 SYP No2 BOT CHORD RigiC ceiling directly applietl or 10-0-0�oc b2dng.
WEBS 2 X 4 SPF SWtl MiTek rewmmends Ihal Sla6ilizers and required cross�brdcing
OTHERS 2 X 4 SPF SNd. be installed dunng truss erection,in accordance with'Stabilizer
Installation uiEe.
REACT70NS (Ibisize) 2=275�03-8 (min.0-1-8),5=20A1�-0-8 (min.0-5-8)
Maz Horz 2=126(LC 7)
M�upiinz=iaz(�c��,x-ioz��c��
Man Grav 2=327(LC 14),.5=257(LC 14) This Imss design assumes lhepse of SouthemPine lumber values
that were published in lhe 2005 NDS antl pnonto lhe uptlaletl antl
PORCES Qb)-Mazimum Compression/Maximum Tension lower Jales atloptetl Oy ALSC on June 1,2012 TBis is being'tlone
TOP CHORD 1-2=0/9,23=-335/219,3�6=43/0,4�S=36R4,4-5=-99/99 ezpliciBy at the tlirection of Rank Avbel,PE,Engineer of Recortl
BOT CHORD 2-5=323279 for the pmjecl.
WEBS &5=d97/344
JOINT STRE55 INDEX -
2=020.3=0.11.4=0.03and5=0.13 .�'���.�,�� �' '``!r.
i'` '
NOTES (1445) --
1)Wintl:ASCE 7-05;120mph;TCDL 6.Opsf;BCOL=6.Opsh h 25ft;CaL II;Fxp B;�enclosed;MWFRS'(low-rise)gable entl zone and C C ., �;',
Eaterior(2)zone;cantilever left and right exposed.,GC for members and forces 8 MWFRS for reactions shown;Lumber DOL=1 6� _ , _
plate gnp�OL=1.60 ' -
2)TCL�:ASCE 7-05;Pg=30.0 psf.(grountl snow):Ps=23.1 psf(mof snow);Category II;Exp B;Partialty.Fxp.;Ct=1.1 '�' ' --
3)Roof tlesign snow load has�been reduced ro account for slope. - �. � "' -
4)UnbalanceC snow loatls have been wnsidered for this design. -
,� . ....
5)This truss has been tlesigned�for greater of min roaf live load of i6.�psf or 1.00 times flat mof load of 23.1 psf on overnangs "'"'
non-concurtent with other live loads. _
6)This truss has been designed for basic loatl combinations,which mclude wses with reduclions for mulliple conwrtent live loads / �� ,��`
7)This�truss has been designed for a 10.0 psf bottom chord IiJe load nonconcurrent witti any.other hve loads. � �� � r t � ��'
g)'This Iruss has been tlesignetl:for a live loatl of 20.Opsf on the Sotto`m cFoN-in all areas wFe�e a rectangle 3=6-0 tall-by2-0-0�wide �/. �„�„`>_,��'
will it beRVean the�bottom chord and any other members. ��1 � `�
9)Beanng at joinQsj 5 consitlers parallel to grein�alue using ANSI/TPI 1 angle to grein formula. Builtli�g designer st�ould verity� 'g3�iry �
of bearing surface. ����"'�
10j Proviae mechanical connection(by olhers)ot.tmss to tiearing plate a�join�(s)5.
11)Pmvide mechanical connection(by others)of Imss to bearing plate cepable of withslanding 74216 upli%at joint 2 and 70216 uplift at
joint5. �qp
Contlnuetlanpage2 I'If1� � � ����
..
A u'dRMFG VenfL d p�p d d RSdD NO1ES ON SNfS dND INCLUOF�Mf]FX REfEFFI�C&PAG6 HIf�]6T3�B&FURS USF_ ��� ���,�;�
i
D y pfitl� se ry M1 MT K O 1 .iM1 tl si9 b ��tl ly po pa T t sY�O O tl 5�O on ind tl I b Itlirg m po eni.
Appf bY�y (Ge.ug p �ersandp p� corywaf � ponen� pprtstitlly YbVltl Btl¢ 9nB!- ��N tl gOeLB cn95M1Own �����
ufwla�emlrvppo� t tl itlualweb embersonry.Add�onaltempomrybrocng�o'nwre�xfabifytlurmgcortshu tonn�lieresponib�IByofipe
recta.AtltlRionalpertnanenibiacingoftheoveraPSiNCNre60ie�esponsibillNofthetiulltlingtle4gner.(wgenemlguitlbncerega�tlin9 ' .r�n.n..
f bn 1- qualty f Vs� roge.d I ry � � fonontlb -g' bsWF pNSIpPilOOaliry Ctlletla.�5E-B9andlCS�BU�01nOCOmpenenl 818SOUntlsNeROatl
5 i h�IormaMOn valoblehomirvssPl � I tB te:2B1 N L 9 t Sui�e314 Alexantlno VA2P31d.
NCn�n���nCi»NL�nIV�i�a iRMr mwN.l11J EE �OfI.NC2]932
Job Truu TmssTyOe aly Pty
E61I189]
OR�ERS EA-98721 SPEC � 1
. ... J b Raference f pf �
NVR Homes,X ��- ' ' '" " _ Z250 s Aug 25 2011 MiTek Industnes,Inc. Wed Oc[12 13:09:30 2011 Page 2
. ___.__ ,,,._"_—_____._.. _ � � ��y_ ,..o._ -. i�:JJRY.SR[qxiLVFO�? o�KaVil��-'.�IUS�:CV191TyOnlvdFMP?]G99NJCbFnotSf•iJCCP.
NOTES �(14-15) .- _y_�`3 ��. � •^
12J ihistruss is designed In accortlance withThe 2009 Infemational Resiaenlial Code sections R502.11.1 and R80T.102 anC referenced standard AN51/rPl 7.
13)�'Semi-ngid pitchbreaks with fxed heels'Member eoE�fxity��moilel vras used in the anatysis anC design of this truss.
14)Designs checkeC forASCE 7-05 wind at 120 mph;wind reactions z O.Sfi will atljus�wina loatl reaction ro a speed of 90 mph(0.69 for 100 mph and 0.84 for 110 mph).All
other coefficients remain Ihe same as shown.
15)SPF No2 and SVP No.3 fan be substiNted for SPF SNa Grade ma[erial(ROOf trusses only).
LOAD CASE(S) Stantlard
AWdRN1NGVmyud pn0 ,_�?m� dRFdDNVSESONTHfSdfIDINCLUDF1lM]&KRF3'PRFl.CSPdGENIf]4]3.HFF,ORL•fASE �,.: . � . �
Cesg afbi useoMy YM11NTekmn fors ID tlesig b sed nlyupo pa � sM1 w tl' i tl d Ib ild g<o po t. pppp /q
Pypf blrty (dezig pa ienO�qPr p@ COrparat O�< mponenll!¢Spo bl�y �b Yd gtl g n If desg B gshown ��y:�p �
el I � d ppMOIM tl alwebm b2rsoNy AtltltlonaHemDOmryti g�ovuurasloblryC '�g im<�o �M1 p bllryotihe �� {'6a
exctor Atltlforwl0e�mo enfMacing f�heovemOZimcWrenMereSpcnutifryolMaOwltlingtl z9^eciorgenerolguqanceregortling� ^� '� •��
�ab � n�qualtlycoNd�sfomge,tlal ery' recfionaritlb g o�ssW. .qN51RP11OUaI1NCrileAa.�59-B9anCBC51EVIItlIn9COmponen� 81BSOUndsideROaE
Sal ry l I aMOn o OIOble hom 1NS Pl t IMf1Uta.481 N L¢ St �s�,5cite 312 Alexantl�io.Vq y1��d_
nu.��rn.r,:nw�inx �:nee.A...-.. .•a.��:.�:�xat )mx ♦IV Etlemm�.NC21932
Job Tmss TmssType Qty Py
E61]1898
ORDERS EH-98]22 COMN 1 q
� o '
. �= N`iRHOm�s�% -• �• _.•ar. �,-s.,, =,„LL��rv. �..-..... .�..p�.�: ... ......_. .. . " _"' ......�..;7,2�.5Au99S7.011.fd7ekJnausVies..Ini..WedOr.!12.13 01 37 2011,�Fao.el� �...-,.-,»;,:.:,:,;
_ � , _ � . , . � , ID:XVJVkFk008vICNObO(CCSSVZDd-59PoSot6zp9XLtlFbUOQsnay96gzF6gLkURYQ_hyU9o0
' �z-n-i3 I s-ii-e I - sn-�� �i-n���
&11-13 2-H-11 -4-01-11 2-t1-13
6s8�� Srale=t 652
3
8 9
12.00 12
y0 \\ 3x6 //
2 �
5
1
� � Id
] fi
Sz10 II Bx8= B+B= SxtO �I
an-n � �-n-s � ivii.a
a.ii- 3n vio aii-ii
Plat Offset fXYY fYEd 0-0-71 lS�Ed 0-041-f6!0-4-00�-a1 f7'0-4-003�1
LOADING(ps�� SPACING 2-0-0 CSI �EFL in Qoc) I/defl LPo PLATES GRIP
TCLL ���8 p(ateslncrease 1.15 TC O,t6 Vert(Ll) -003 Gi >999 �60 MT20 19]1144
(Gmund Snow=30.0) Lumber lncrease 1.15 BC 0.48 Vert(TL) -0,07 6-7 >999 240
TWL 10.0 RepStresslncr NO WB 0.50 Hoa(fL) 0.01 5 n/a n/a
BQl 0.0 ' Code IRC2009/TPI2007 (Matnx) Wind(LL) 0,03 6-7 >999 240 Weight:1551b FT=S%
8WL 1 .0
LUMBER BRACING
TOP CHORO 2 X 4 SYP No2 TOP CHORD Structurai wood shealhing directly applietl or 60-0 oc pudins:
BOT CHORD 2 X 6 SYP No.2 BOT CHORD Ri9iC ceiling directly applieC or 10-0-0 oc bracing.
WEBS 2X4SPFSNd
WEDGE This Wss design assumes the use of SoUlhem Pine lumber values
Left:2 X 6 SYP No2,Right:7X 6 SVP No2 (hat were published in the 2005 NDS and prior to lhe updated and
lower 4ales atlop[ed by ALSC on June'I,2012. Tfiis is being done
REACTIONS (Ib/size) 1=3691/03-8+.(min.0-23),5=3691/03-8 (min.0-2-3) ez0licitty at fhe direction of Frank Avbel,PE,Engineer of RecoM
Max Hori 1=2t 1(LC�5). for Ne projecC
Maxllplift1=717(LC 8),5=-717(LC 7)
FORCES (Ibj-MaximumCompressioNMazimum�Tension
TOP CHORD 1-2=-3533/Z75;2-8=-33t0/745;.38=3203/758,'3-9=-3203/758,4-9=3310/745,4-5=-3533p14 .
BOT CHORD 1-]=-5152243,6-1=331/1628;�5-6=410/2243 �
WEBS 2-7-111/285,3-7=556/2314,3-6=-55�/2314,4-6=111/285
JOINT STRESS INDEX
1=0.49,1=0.00.2=0.05,3=0.83,4=OA5,5=0.49,5�=0.00,6=0.39antl]=0.39 .���.:� � �!,'/!t.
r,.
NOTES (12-13) , _,t �%
1)2-ply Wss to be connected togaiher wAh 50C(0.}pp•K3")nails as foltows: � _
Top choNS cannectec as follows:2 X 4-7 row at 0-9-0 oc. a�-7 i�
Botlom chords mnnected as follows:2 X 6-2 rows at O-B-0 oc. -- '� .- -
Webs connected as follows�2 X 4-1 row a[0-9-0 oc. e - ,
2j NI loatls are consideretl equally applied to all plies;except if notetl as fmnt(F)or back(B)(ace in the LOAD CASE(S)section.Pty to-' � ,,.,r,f fJ: -
ply connections have been pmvided lo tlistribute only IoaGs no[ed as(F)or(B),unles3 otherwise indica�e0. - - �
3)Wind:ASCE�-05;120mph;TWL=fi.Opsf;BCDL=6.Opsf;h=25fi;Cat.II;Exp B;encloseQ MWFRS(low-nse);cantilever left and righl _ i '
exposed.;Lumber DOL=1�.60 pla�e grip�OL=1.60 '�.,�
4)TCLL'.ASCE 7-�5',Pg=34A psf(ground Srww)',Ps=17.8 psi(root snow);Category il;Exp B{Partiaily Ezp.;Ct=t.5 ✓ %"
5)Roof design snaw load has been�retluced to account for slape. �
;: y
6)Unbalancetl snow loads have been considered for this desiga ';�' ( ;�„� :;� _„_.
--7)Tfiis truss has been tlesignedfor a 10 0 psf bottom chortl live load-nonwncurrent with anyother liveloatls. �r� � � —
8j'This truss has been designed�for a Ine load of 20Apsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 witle ���' ,� �� �
1
will ft beN+een ihe bottom chord and any o[her members. j
9)ProviOe mechamcal connection(by others)ot Ww lo bearing piate capable of withstanding 7171b uplift atjoint 1 and 71�Ib uplift
f010�$.
10)�This Wss is designed in accordance with lhe 20091ntemational Resitlenlial Code sections R502.11.1 and R802A�2 and
refarenced standartl ANSI/rPi 1.
Qd��,L�er���tig-in span(s):31-1 LO fmm 0-0-0 to 11-0LO
MAR 0 7 2D13
Q WARMhG Vm{V� a o ro � d RSAD 1lpTE5 ON lHfS dM)INCLUDED MTSX AEFFREM'&PdGE lflf l6]3 HFFDAS L6& �-. � ,
D gn Ild� rnrywihMRak � � Thetles9 ��d HuP�PO� c1 sh tl f Rmditl ibldrq4o poant I�Y:up.��!an�.in
Appf ti�T' �d u9np0 1 � tlpr p roPapfqn0� p nt epo tilty Ib Itl gtlev9n P-rwft tl g er.8 gshown ���y���,
is�orlalemisupportofntlrvtlualweb�me be nry.htltllonolYempomryb cnglorrsuresfabYrytludngroniVOCOOnu��erespo tilltyolIDe ■d
erecin.Atlditiorrolpertnarznl�rocinqofiheovem�btmciwa'v��eresponsibilityoLiM1ebuiltlingde9gner:FOrgerreralgvidancaregartling � ' � nwm.rrv.ino.,�..
tobncolion:puoliryconfrd.AOmge;tle4very,ereclion-ontl�mcing:conwll AN51/IPI10�o11ry CMetla;DSB-B9ontlBC316uIltlinflCOmponenl B185ounOSideROatl
SaleN IMa�enaHOn available ham irvss Pb�e IrisfiN�e;281 N:Lee 5iree1.Suile 312,Alezandno,Vq 22310. Etlentoq NC R]B3]
w tP L iM+h��feai n rv+N.!1 1112 ' !1 V
Job Truss TmssType Oy ' Pty
E6171898
OROERS EA-98722 COMN 1' �
� NVR Homes,X ]250 s Aug 252011 MiTek Industries,Inc. Wed Oct 12 13:0331 2011 Page 2
" ' ' ' ' ' ° � ' -' ""' "' """"�" ' � ID:XVJYkFk�08vICNObDICcsszizDGS9ih5otGZp9XLtlFbUOqsnay96gzF6gLkURVQ_hyU9op �
-.•-�.°��M12)DUiyns.z't��edvor' SCE-7-05wintl�ab120�mph;wintlreaction�tt•«o8-mlha�l�s4wind{�reacticrt�to�aspeed��o490�mph{C.69fursNJO^.�.�m�C>lbfoc140�mph)^Alb._�^^° .--.>-•.��^+
other coeKCients remain Ihe same as shown. .
13)SPF Na2 end SYP�No:3 can be substiNted/orSPF SNd�Grade matenal(Rcof Wsses wly).
LOAO CASE(S)�Standard
1)Snow:Lumber Inc�ea5e=1.15,Plate Increa5e=1,15 �
Unifortn Loads(plfJ
Vert:'7-5=-579(B=559),13=56,3-5=-56
�WdRMNG Vmfyd p O !+m^� dRPeDNUlE50NiNf5dNDIM:LUDEUIIITFXRFSfJifiM'SPdGEHIf]4J3B&fORF.fAF_ ���y�;���
Desgn afiC� ie onN �h MT k�on � ih¢tlESign is ba tl ly upo p roma�m 5Mw tl t � iM d I b Itl g co ponent. ���
Appl bfryolde9gnp etersantlp per arpora�anotco po�nti po dli�yolbultl gae g -n tt tl -gnecBmcngsl�own
¢i binalwppwlot tlNtlwlwetim mbarsonly Atltl�orwltempomryMaceqtoinsurellabJrytlunngconsfivc�onu�M1erespon.ubTHyof�he
erecirn Atltll�lonal permonenf bmcing oi�he overop simcMa k Yne rezpowbiliry ot roe bollaing ae4gnec Gor geneml gUdance regarding i u.,r r.r �.,.
Icb Y q Ofly � I 1 gB CaM ry �'nbntlbrO B IG� �pN51/IPllOUatl�yCtlfxtla.DSB-89o��BCS18uPtlingCOmponen�' B1BSOw651JeROatl
SafetylnlormoXOn aailabletromlrvuPlaleVUlfWe,291N.LeeSVeelSUle312.Akxantlna.VATT314 �
iK.„n1...nn'wane.�:F.::a: ilwrn:�'n.J-nw4r...r6.:...w..rionM.IN )OR alv E4enbn.NC2/932
. .. , - . . . .: . .. _ . .. .. � -., ; . , . . . _, i . ..._ .... .,
Jub Truss Tmss Type Qty Ply
E61]1899
OROERS EA-98]23 COMN 1 1
. . .�,.__ . ..__.. _ _. . .: . .__.._._—_ - .nn.G�°.�encelontinoap. _ . . .
.—.___ _ _'— ' _,_._..r
NVRHmesX, . , ., " � ��]25USH�y"v<UtibliTek'IndusMes;'Inc-Wed�OCfiT13:W:3T1011-Page"I "`—'—"'-'
� - �� � 1�:3URKSHtqxiLVFO_P_o3KaWZP3J-S9fh5otGZp9XLtlFbUOQsnay52g�G6mAkURYQ_hyll9oQ
e 7��� + -0
ii.a sn-e sive b-n<
q� �� Scale=�A5.9
4
11 12
°i4.o6,x a.a o-
3 5
4x0�/ Ox4\�
� Z 6
�o
9 10
5x6 II 8 5xfi II
3x4 II
Slt B � 't-tt�-0 I
Plate OR t (X Yl f2 0 1 12 0 0 37 !6'63 N 0 631
LOADING(psfl SPACING 2-0-0 C51 OEFL in (Ioc) I/defl Lld PLATES GRIP
TCLL »�8 Plateslncrease 7.15 TC 042 Vert(LL) -0.02 6-8 >999 %� MT20 197/144
(Ground Snow=30.0) Lumber Increase 1.'IS BC 028 vert�n.) -o.os 6-8 >999 240
TWL �0�4 RepSiresslncr YES W8 0.12 Hoa(TL) �01 6 n/a n/a
BQL 0.0 ' CodeIRC2009(TPI2007 (MatriaJ Wind(LL) 005 2-8 >999 240 Weight�741b FT=S%
BCOL 10.
LUMBER BRACING -
TOP GHORD 2 X 4 SYP No2 TOP CHORD Swctural wood sheathing directly applied or8-0-0 oc putlins.
60T CHORD 2 X 4 SYP No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc brdcing.
WEBS 2 X 4 SPF SNd MiTek recommenGS that S[abilizers and required cross brecing
SLIDER Left 2 X 6 SVP No2 4-2-11,Righl2 X 6 SYP No2 44-11 be installetl tluring tmss areclion,in,accordance.with Stabifizer
Installation uide.
REACTIONS (IWSizej 2=520/03-8 (min.0-1-8),6=520/03-8 (min.0-L8) This truss design�assumes the usebf Southem Pine lumber values
Max Horz 2=270(LCB) that were published in the 2005 NDS'and prior to the updated and
Maz UpIiM12=193(LC 9),fi=-193(�C t�) lower vales adopted.hy ALSC dn June 1,2012.'This�s beuig dode
exDlicitly at the direction oF Frank Avbel,PE,Engineer of Record
FORCES Qbj-Maximum Compression/Maximum Tension fo�ihe project.
TOPCHORO L2=022,2-3=-077/iB4,317=387A85;441=342/209.4-12=342/209.5-12=381/185.58=-476/184.6-7=022
BOT CHORD 2-9=52Y2]0,8-9=52/2]0,8-10=-52/2]0,640=-52/2]0
WEBS 48=45/3�4
JOINT STRESS INOEX
2=0.62;2=0.14,2=0.14,3=0.00,4=0.51,5=00o,6=G.62,6=0-16,fi�=0.14an48=0.i2 ,,,,,; .,
NOTES (12-13) ^��� F� -
1)Wind:ASCE 7-05;�.120mph;TWL=6.Opsf;BWL=6.Opsf;h=25fl;Cal II;Exp 8;enGOSeQ.MWFRS pow-nse)gabie enE zone antl C C . � � - •
Exteriar(2)zone;�cantileverJeftandnghtexposea;GCformembersandforcesBMWFRSforreac[ionsshowqWmberDOL=1.60 �;. � �� . '-
pla�e gnp DOL=1.60 � � �� "
2)TCLL:ASCE 7-05),Pg=30.0 psf(gmund snow);Ps=t7.8 psf(roof snow);Category II;�Exp B;Patliairy Exp.;Ct=1.1 4'� �
3)Roof design snow IoaE has been�reducetl to account for slope. " - �� � -
4)Unbalanced snow laads have been considered for lhis design. �� ` -'�' . �-�
5)This imss has been designed for greater of min roof live load of t2.0 psf or 1.00 fimes flal roof load of 23.1 psf on overhangs : �,.y. �
non-concurtent with other live loatls. '- � � �
6)1�is iruss has been designed forbasic load wmbinations,which inGude cases with retluctions for multiple wncurrent live loatls
7)This Vuss has been desi9ned for a 10.0 psf bottom chortl live load nonconcurtent with any o[heclive IoaCS. � � � _�.`
8)'This truss has been designed for a live load af 20 Opsf on the bonom chord in all areas where a re�tangle 3-6-0 tall by 2-0-D wide - _.:.:---";`�
--willf[beWeenthebotlomcM1OMandanyothefinembers,-with'BCDL=tO.Opsf.� — �,`` !�
9)PmviEe mechanicai conneclion @y others)of tmss to beznng pla�e capable of vnthstantling 1931b uplift at joint 2 and 1931b up�4_ ' !��
joint 6.
�0)This tmss is designetl In accordance with the 20091ntemational Resiaential Code sections R502.11.t and R802.102 and ��
referencetl standard ANSIRPI 1.
t 1)"Semi-ngiC pitchbreaks with fxetl heels'Member entl fixity motlel was useE�in the analysis and design of this tmss.
Continuetl on page 2 MAR 0 7 2G 13'�
� WARNfhG Vcfud a n�+ eE andRFdDAVTESON1HfSAIL)INCLUDF�HI]FXREPFRENCGPAGEHIf]aT3HFt'UREIASE �� ��' �: ,
D g ftl� uu N Vi M7�k a t .iFrs tlasign s bautl anry upo p eters sho tl fw - tl d I b Id g o p �enL ������
AppGC bil�y d tlesgn pa 1 ond p p -'ncrnpaal on o1 component p iblRy i b Itl g tl g �n 1 t tl-i grre�0 g ebown
Biorblemiwppo�o(�ntl'rvtloalweDmmberswN�Atltllonaltemporarybmcn9�on Festabirytlurngmnsimcbons�heresponibllrya�t�e
¢mciw.Atltli�ional pe�manent bracing of IM1e overall Sirvclu�e 6 tM1e responsibiliry otfie builtling dexignec id geneml guitlance regarding /.mu i�.r r.inu.d�.
(a�ncotion,quoli�yronVOLs�OrogB.dBlivery.ereciqnontlbmcin9.romul� qry51RP�10ua11ry CMetlo,�SB�09antl00519uI1tl�nqCOmpenmf g185oundsitleFOad
SafeylnloimoXOn availodefmmimzsPlafalnxtiW1e.281RLee5freetSUife312,Alexantlna,VA4231a. ' EOenlon,NC4'/932
NG.nn wlnY�.n4.rua ir.rf. +Iv
,_. , . . - . .;. , i . _:.- .. . . . . . . . . . . .. . . . .
Job Tmss TmssType aY P�Y E61�1899
OR�ERS EA-98]23 COMN > >
nF Raiam ca!nn(nna0
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IQ311RKSHCqsiLVFO_7 o3KaW'zl?3J-wL�3JBNk]HOinpnLVySKnVGo4MVrOQojSH_XByU9oP '"""""''="'
12)Designs checked(or ASCE 7-OS wind at 120 mph,wind.reacGCns x 0.56 will adjusl wind load reactioalo a speetl of 90 mph(0.69 for 100 mph antl 0.84 for 110 mph).All
other coeRicients remain the same as showa �
13)SPF No2 and SYP No 3 can be substitutetl for SPF Stud Grade material(ROOf.lrusses only).
LOADCASE(5) Standard
V WARMhG V fy rt a Da!!� � d R6AD INSES ON 1HIS AND INCLUD£D Mf1£K RFFER5M'E PAGE NIf]CTJ BFpORE US6 � � �
D g Idi us ty t�MT kco �ors ID-tlevg b setl Nuponpa eterssliow a� t Intl C al�ultl gco po n�. ����p�o
Appicabiry Itlesig pa t rsa tlp pe arpaat ico po m� rep tilry �b Id gtl g -n it a g 'B 9?��� ■_
ul I 1 OIS ppo� � tl tl I bm b ly Atltlfi I� p ryMac 8� e9 blfytl 'g z� Cf fhe�espo blltyollhe �
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Salery InlormaXon�avo labk from imu N le Inst fvfei 381 M lee Shee]:Swfe 311.Alexo Ma:Vq TLll4 Etlenbn,NC 4)932
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Job Tmss TmssType Q�Y P�Y
E61]1900
OR�ERS EA-98]24 COMN �
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NVR Homes,X � - .. . . �
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¢1L$ 3]-5 I_�I 16o-��t4-59 t&03 2L1-8 23fr12
0-�11-d 3]-5 3.9-0 d-]A 1]-0 � YI-4 � }�-5 0=11-b
Srale=1:]8.8
Bx8 \�
5
3xfi O 1]' 1e 3x6 O
1200 12 4 6
3x4 11 9x4 �l
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4
Plat Offs t (XVY f2Edoe0-5-2t{SEdQ0-3-8118£dq 0.521 I10�0-4-00-4-121 f11�0-4�00�-81'f12'0400481 f14'0-4-00-4-127
LOADING(ps� SPACING 2-6-0 C51 DEFL in (loc) IPoefl l/d PLATES GRIP
TCLL �7�g plates Increase 1.15 TC OS2 Vert(LL) -0.08 71-12 >999 360 MT20 197/144
(GraundSnow=30.0) Wmberincre25e 1.15 BC 067 Vert(TL) -0.201742 >999 240
TCDL �o�� Rep Slress Incr NO WB 0.68 Horz(TL) 0.05 B n/a n/a
BCLL 0.0 ' CotlelRC2009/TPI20W (Matrix) Wind(�L) 0:0817-02 >999 240 Weight:3571b FT=5%
BCDI 7 0
LUMBER BRACING
TOP CHORD 2 X 4 SYP Na2 TOP CHOR� SWCtural wood sheathing tlirectly applied or 4-7-7 oc pudins.
80T GHORD 2 X 6 S:'P.NO.1D BOT CHORD Rigid ceiling directly applied or 160-0 oc 6racing.
WEBS 2X45PFStud'ExcepC
5-12,5-11:2 X 4 SYP No3 or SPF No2
WEDGE This lruss design assumes lhe use of.5outhern Pine lumber values
left:2 X 6 SYP No2,R�gnl�2 X 6 SYP No2 lhat were published in the 2005 N�S and priw to lhe updaletl antl
� lower vales atlopted'by:ALSC on June 1,2072. This is being done
REACTIONS Qb/size) 2=688fi/03-8 (min.0-3-e),Bfi88610-3-8 (min.A3-e) �ornllhetprajectediredionof.FrenkAvbel�,PE,EngineerofRewrd
Max Ho2 2=371(LC 6)
Max UpIiR2=-0358(LC 7),8=1358(LC 8)
FORCES (Ib)-MaximumCompression/MaximumTension
TOP CHORD 1-2=0126,23=-]468H463;�3-d=-7064/1500,4-17=5643/1277;5-17=-5529/1292,SiB=-5529/1292,6-18=-5643/1271,
6-�=-7064/1501,'l-8=746fli14fi3,8-9=0/26
BOT CHORD 2-t4=-1076(4845,13-14=87714197,12-t3=b77l4t97.1245=-623(3226;]5-16=-623(322fi,11-16=S2313226, �
10-11-747/4197.840=�90/4845
WEBS 314=.15V524:4-04=55�@138.4-12=4234/473.5-t2=-965/3927.5-01=-945/3927,.&N=d234/473,6-10=-558/2138 ,,
7-10=-151/524 ,• �
JOINT STRESS INDEX � � _
2=0.67,2=0.00,3=026,4=0.83,5=075,6=0.83,7=026,8=0.67,8=0.OD,10=0.36,t7=0.53,.12=0.53,13=078and14=036 -�
NOTES (13-14) - -
�)2-ply Vtiss to be connedetl together wRh tOtl(0.�20"x3")nails asfollows: ���` f '
Top chortls connected as follows:2 X 4-i row at 0-9-0 oa , .... � �
Bottom chords connectetl as follows:2 X 6-2 rows at 0-8-0 oc -
Webs connected as follows:2 X 4-7 row at 0-9-0 oc. �� . �' .
2)All loads are consideretl equally applied to all�piies,except if noted as front(P)or back(8)fac?in the LOAD CASE(S)section.Pry to ���� � ,'
ply connections have been provided to tlisMbute only laaes noted as(F)oc(B),unless othe`wise indicated. ^ >>- � � � __--
3)Wind:ASCE 7 05 120m h;TWL-6.0-sF; . p � p ( ); 9 ' r;�i' �
p p �BCDL=fiO st�hp25k;'CaCll;-Ex -B;-enGosed;-MWFRS�low-rise -cantileverleftandn ht /':� . �k'"� .'= �
exposed;Wmber DOL=1'.60 plate grip DOL=1.60 � �� �
4)TCLL:ASCE 7-0S Pg=30.0 psF(ground snow);Ps=17.8 psf(mof snow);Category II;Exp B;Panialty Exp.;Ct=1.1 ��f
5)Roof design snow IoaO has been reGUCed to account for slope. �
6)Unbalancetl snaw IoadsTave'been considered foc�his tlesign.
7)This Vusshas been designeE for greater of min.roof live load of 12.0 psf or 1.00 limes flat mof load of 23.1 psf on ave�hangs
non-concurrenl with other liveloads: �A� O Y ^n�q
8)This lmss has been designeE for a�0.0 psf bottom choM live ioatl nonwncurrent with any other live loads. H / C�� •S
Continued on'page 2
I�I4ARMhG VmyLd� O �a � �dRF.dDNOSESON1NfSAM�1NCL[ff)f�191EKREFFREM'FPAGEI417673A5FCRE[lS& � �
p�g M1tll Iywt�Mi kco t- .Th tlev9 ba d ly po para efenslio tl f tl d Ib Id 9 po � ��JqQe���
pppf ptilfy Ide g O � � � 4W Pe wpIX 100 I po f po OIItyOfb Itl gtl g I �hu tl¢59 8 gshown �}�[{}"'
6i lat I ppM � Orvtlual�web bersonly Atltlt - It pworyd g� inura 1 blryd '9 o�ivc�a t� po �bllfyoilM1e H{��0
ec�or.AtlQton Ip ma nlbmcngoHheovemllstmcWrehfheresp mblryolt�ebuiMngtlevgner.Porg emlgutlonceregortl'ng � ' ` '
Iobncofion.qmfrytonVd.s�oroga,tle4very,erec�ionontlbmcirg,COmul1 pN51pP11�vaIXVCtlferla;DSB-B9antlBC51lu001ngCOmponenl g�g$QUnds�daRCaE
Salely IMarmaXOn avoiloble�mm lrvss Pla�e IrtafiN�e.281 N.LEe Shee1:5�i�e 311.Alaeantlna.Vq 22314 Etlenbn,NC 9932
IIWnn.mcw tP x�nlV+:<a -�Y.e�l ri�:rl.�i wF�n.a..rnna..n..�'v�M nl )nli ��11af
. . . ..,- , •. . . . „ .
' � - - ' _ .
Job Truss TmssTyPe OtY PH E6191900
ORDERS EA-9B)24 COMN � 2
�-."—'..—._ __,.. . ..._.,rs.........:...............o�.r.,_.� .. .. :.�-.�.....�_..._..._.a.--..._.-]25bsAU9z�[uil.rni e .. - � - . _ �-.,:a--
- NVRHUmu_%- - - � �
IO:XVJYkFk00BNGNObDfGssi¢OG-wLD3JBWk]HOmpn2Vy5KnVED4GUr4guI5H_XByl19oP�
NOTES (13-14)
9j'This Wss has been designad for a Ilve load of 20.Opsf on�(he bottom chord in all areas where a rectangle�3$0 tall tiy 2-0-0 wide will fit behveen Ihe bottom chord and any'
othecmembers,with BCDL=tO.Opsi.
10j Pmvide mechanical connecllon(by others)of Wss to 6earing plate caDable of withstantling 13581b uplift at joint 2 and t35816 uplift at joint 8.
11)This Wss is designea in accordance wich Ihe 20091nlemational Resitlential Code seclions R502.17.1 ane R802.10.2 and referencetl standard ANSI(TPI 1.
72)Girder carries lie-In span(s):3141.-0 from 0�0-0 l0 21-7-8
13)Designs checked forASCE 7-05 wind at 120 mph,wind reactions�x 0.56 will adjust wind load reaction to a speea of 90 mph(0.69 for 10�mph and 0.84 for 110 mph).All.
other coeNGenls remain lhe same as shown,
74)SPF No2 and SVP No3 can be subStiW�ed for SPF Stud Grade material(Root tmsses onlyj.
LOAD CASE(S) S1anEard
7)Snaw:Lumber Inuease=L15,Plate Increase=1.15
Uniform Loads(piQ
VeA:2-15=-579(8=559),15-16=-619(6=-559),&tfi=-99(B=559),7-5=-56,59=56
I�WAR/UhG.Vmjud� o na d andREdDNUPE50NS1IlSdNOfNCLUDFl1Ml]F-KRFFERF1lGSPAGEIIII'16T3�BF50RE15&
p¢g vaitlforvseo ry M1hM7ekco ec�o IDstlesg ba tl �ryuP O � rssh il' t i C tl Ib Itl gc mponent ������
AppfcabAiryoitlesgnpammelersa tlprope 1icoP�� d mMe�i sp tiliryo�b Itlrygtl gco hu<��tlM9 W�s�b:JI9�1fM
f la� raliuppartotntivvluolweb ¢ bers lY.Atldtl 1� P �YQ'o 9�ainw!¢sf bl tl nn . �or 9YO �
g¢p� Atld�ionalpmnonenibmc 9 �fi O Ilst f 6th RSpo blty �t�ebNldngtlesgneciwg Ig tlancer tlh 0185aundsitleROatl
i b �Y 4 o��NCOnlyd storaga tl f ery tlona tlC -�g o I� pN31/fPllp aIiNCMerIa.D56�09onEER16eIItllnyComponeM
SaleM����^^�onavolablehwniv Pltelnslitu�e,281N1 �Stee�S�f 312�A1e tla.�A42]Id. EJenbn.NCP934
tC4�nM�i� dwlr����i'n >M \IV�
Job Truss Truss Type pry Ply
E61]1901
ORDERS EA-98]ZS COMN 1 1
J h R f I C Il
--��Q__.N�RHomes X_.:c ., . _.,., , r.� . ��_� .:.,, ......,.�_ _ .. _ -,.-.- , .,�1250 Au�95POtt MTeklntl tre�,�lnc WedOci1213'.03J32011 Pagci �. i
. . - . 103URKSH�anLVFO�? 3�(Wz�?3J-0tmRWUuWVpPFaiOzc9TKt?1pdThK5g11y11X3ayU9o0 �� �� ��-
. ��-4a �Z&g��7�
11-h a' �4-a s4o 6-iia'
a.s0 � .s�ia�va._�.
a
g io
,z.op ,y�
a.a J
3 5
a:a �i
axa O
2 6
a� `_ ��°
d
S.s II a 5.6 II
3x4 II
610 � 12-60
6-4-0 f.4-0
Plat set X Y: A 1 1 � � -3 :0 3 11�0 3
LOADWG(psQ SPACING 2-0-0 C51 DEFL in (loc) I/tlefl L/d PLATES GRIP
TCLL »�8 p�ateslnCrease 1.15 TC 0.48 Ve�(LL) -0.03 68 >999 360 MT20 t97/144
(Ground Snow=30.0) �umber Increau 1.15 BC 0.37 Vert(TL) -0.07 6-8 >999 240
Tco� io.o
BCLL p,p • RepStresslna YES WB O.tt Hoa�TL) 0.01 6 n/a n/a
BCD 700 CodeIRC2009lTPI2007 (Matrix) Wintl(LL) 0.07 &B >999 240 Weight:791b FT=5%
WMBER BRACMG
TOP CHORD 2 X 4 SYP No2 TOP CHORD Stmcfurdl wood sheathing direcUy applied or 6-0-0 oc pudins.
BOT CHORD 2 X 4 SVP No2 BOT CHORD Rigid ceiling directly applietl or 10-0-0 oc bracing.
WEBS 2 X 4 SPF Stud MiTek recommendsiha(Stabilizars and required cross bracing
SLIDER Left 2 X 6 SYP No2 4-544,Right 2 X 6 SYP No2 4-544 be inslalled dunng lruss erectlon,idaccordance withSlabilizer
' Installation uitle.
REACTIONS (Ib/size) ,2=466/0-3-8 (min.0-1-8),6=466/03-8 (min.0-YB)
Max Ho22=286(LC 8) � This tnss design assumes the usa of Sauthem Pine lumber values
Max Uplifl2=-201(lC 9),6=-201(LC 10) that were published in the 2005NDS ane prior to Ihe upda�ed and
Maz Grav2=531(LC 2),6=531(LC 2) lower vales adop�etl by ALSC on June 1,2012. This is heing done
explicitly at the airection of Frank Avbel,PE,Engineer of Record
FORCES pb)-MaximumCompressioNMazimumTension for�heproject.
TOP CHORD 1-2=0@2,2-3=-496l193,3-9=352/'194,49=-300/220,4-00=-300220,5-10=359194,5-6=-496/193.64=0/22
BOT CHORD 2-8=56249,6-8=-56/249 :;{i p- .
WEBS 4-8=-1512�8 t`.�i1'` •,`l1;;le
JOINTSTRESSINDEX r t��� •�%
2=0.70,2=0.14,2=0.14,3=0.00,4=0.57,5=0.00,6=07�,6=0.74,6=0.14and8=0.11
� .,
't r
NOTES (�p_�3) - -
7)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL 6.Opsf;.h=25f(CaL II;Exp B;enGOSeQ MWFRS Qow-rise)gable entl zone antl G C , �� __
Exterior(2)zone;cantilever left and nght exposed;GC far members and forces&MWFRS for reactions sfiown;Lumber OOL=1.60 s .:�;i�i�
plategnpDOL=1.60 ',? ° : , f ��'
2)TCLL:ASCE 7-05;Pg=30.0 psf(gmund snow);Ps=17.8 psf(mof snow);Category II;Exp B;Partially Exp.;Ct=1.1 � -�
3)Roof design snow load has been retluceC to account for slope. r���� ,� _
4)Unbalancetl soow loads have beem m�sidered for this design. � �t%� '
5)This truss has been designetl for greater of min rooi lrve load of 12.0 psf ar 1.00limes 9at roof IoaC of 23.1 psf on overhangs ��� -,
non-wnwrrent wdh of�er live loatls. ��'.� 4 '.,j< \�i
6)This imss has been tlesi9ned forbasic IoaE combinaeons,which inrlude cases with reductions for multiple mncurrent live loads. �i/ . {��
7)This truss has baen designed for a 10.�psf bottom chortl live load nomm�current with any other live loads. ����� ��°� � �
8)'This truss has been designetl for a IiveJoad o/20.Opsf on[he bottorti chord in all areas where a rectangle 3&0 tall by2-0-0 wide �%' �j
—willftbetweenthaboriomcFwrd�and�anyothermembers. - - �--
``.J�
9)Provide mechanical connecGan(by others)of�tmss[o bearing plate capable of withslantling 201 Ib uplift�atjoin�2 and 201 Ib uplifl �
joint 6.
v
10)This iruss is designed in accordance with the 20091nternational Residential Code sections R502.11.1 anC�R802.102 anC
referenced stantlartl AN51/�PI L � �
11)'Semi-ngid pitchbreaks with fxetl heels"Member end fxity model was used��in Ihe anatysis and Eesign af this truss. ��� O � �O��
Continuetl on page 2
QWdRNING Ven(L�1�0 O�� dRA.VJINSESONTHISdNOfACLUDFLAIIIFXREFERSACEPdGElflf-]4T3HFt'ORFfASE f�ea -:�.���.�rvr:�nv
Desg IefO eo ly tll'Mi k on 1 i� tle 9n' bo tl ly p pom ¢I h y � tll tl Ib Itlrg mponent ������
Appl bltyOltle51Q pO � RO tlp p pyp' fw � � f-5 p0 DI'�y tb Itl gtl g ¢! Oo1� OBS9n 8d 0g5110wn
ulwbf I pportot tl A I tim b Iy:,Atltlf It � p aryb gt ess eslablNtlunngcwulmc0 ns�herexponsbilliryotihe
¢rEC�w NddltiOn01 pCRllanen�blaC ng ot�lle ovelatl S�NCtule 6�IlelESpOlRidfry'O��M1e buikling tlevgnLV FIX 9¢ne101 gu da�1Ce r2gpldillg nr.�.rr .e.
Pobnmlion,qoollryconhd.iloro9eitlelivery,aractqnontlbmcrg:missNt qN51RPhOOOIINCdfedo,O5B+89ontlBCSIBUWingCOmpamnf 8105ounMitleROatl
Safek���a��aq�avald6k imm imss Plate I�tMte,181 N:laa SVceL SWte3tt,NiexantlM;Vn]Yila:
HCn.m\e.nnliy�{DH ;v1r Yv�a..rMa.ell�r�wMl11 >ntx 'AIV' EtlenMn,NC]]931
Job Tmss TrussType Oty P�Y
Efi1]1901
OR�ERS �-98]25 COMN > >
JDG R f (ppfona�
NVRHOmes;X ' ' � - � � - '�����„y.-"....�.�_��..':,_���� ]250sAug252011MiTeklntlasMes,lnc. WetlOct1213:03332011 Page2 '
" •---`--'--- "---^ —^"—`--""'— —"— ."."`_— -..'iG31iRK FttqCiL:FO_%_o3KaWZ1�3J�-0YmRWUu`M✓G^FaxC GT'Rf?�OdThnag1:Y11X3ayU9o0.•.---"
12)Designs checked forASCE 7-05 wind att20 mph,wind reaclions x 0.56 will adjusi wind loatl reactionlo a speed of 90 mpF(0.69 for 100 mph and 0.84 tor t 10 mph).NI
olher coefficienls remain the same as shown.
13)SPF No2 antl SVP No.3 can be substiNted for SPF Stud Grade matenal(ROOf imsses only).
LOAD CASE(S) StandaN
AWdRMNG� V,1Ltl a C � d dFiE1DNOTESONlNfSdNDINCLUDEDMITEKREFERFl.CSPdGElIIfl4!'�'AFSDREL6E �. . �
-:� iinn.nv
C g ftltavseonb�MM1Mi kcon e � ID �tlesig b d ly po p �enshown tl- �w ntl C Ibu1d gco p t. gp�(
elwnla�emRlsaPPO�9iPtl tl 1 ebmP be IyPAdtl9ww�t P aN��a591�nwre'sbbdlyCtl 9 e shu to tltti9 Po bllityofiM1e ��Y����
reclp.Atldionolp IbracingoUheavemllsimcNr¢u��erespambGryoftbeboiltllrgtlesgnecFargenemigudanceregarding. • �'- � -�
fabncatonqualNcohd;qoiage;tle�eryeec�ion6ntlb cnqconsWt� ANSIRPIY��alip Cd1e�a,D5B�89aM6C518uPtllig<omponent Bi05oundsiJeROeE
SNNy InlOrmoXOn�O oilob@ ffOm imss GIO�¢I�s�i�ofe,481 N L ¢ShBef.Suiie 3@ AI rM-a:Vq 2?31l Edenbn,NC 2]9R
!w1-eF�A=ii��n
Job Tmss TmssType Qry Piy
E61]1902 •
OR�ERS � EA-98726 COMN 1
3 �o���too�o�su
NVR Homes,X 7 250 s Aug 25 2011 MTek Industries,Inu Wed Oct 12 13:03J4 2011 Page 1
.. :_ .....«.. e� .:.......c...,.,...,,._.. ._. ._„ �_,_ , .„-„-.::_ ,., r:...;:-_ ..�..:.�..�_IC:A'NTkFk000vIC1uobDtCCSS:ii�ti��sY.Kw:;�v8GkX6C5zAAw_ZPCaMI59J]t3WPm460YJ9..t1 -.�-•.-�=.
.. . . _ . . � �' � � . ..
tt< &t-1 32-05 3145 3-1-0 11-0
Sxfi � Scale:V4'=1'
5
13 �4
1Z00 12
3x4 \\ 3x4 //
q 6
4x4�i
a.a O
t2
a �
8
��Z 9�d
d
H W
4xfi II 3x4= 3n0 = <�6 I�
� 420 I b60 .I t2-&0 I
� L2d <315 0-2L
Pate-0Ssets XY: 2: 11 1 03
�OADING(ps� SPACING� 2-0-0 CSI DEFL in (loc) I/defi lJd PLATES GRIP
TCLL P.e p�a�es Increase 1.15 TC 0.12 Vert(LL) -0.00 11 >999 600 MT20 197/144
(Ground Snovr-3Q0) Lvmber Increase �1.15 BC 0.08 Vert(Tl) -001 10-11 >939 240
TC�L 10.0 RepStresslncr NO WB 0.�1 Ho2(TL) ODO 8 n/a n/a
BCLL 0.0 '' CotleIRC2009/rP12007 (Matnx) Wintl(LL) 0.00 it >999 240 WeighL2531b FT=S%
B DL 1 0
LUMBER BRACING
TOP CHORD 2 X 4 SVP No 2 . TOP CHORD SWCturai wootl sheathing direcHy applied or 6-0-0 oc pudins.
80T CHORD 2 X 4 SYP No2 BOT CHORD Rigitl ceiling tlirectly applied or 10-0-0 oc bracing.
WEBS 2X4SPFSlud
SLI�ER Left 2 X fi SYP No2 2-2-9,Righ[2 X 6 SYP No2 2-2-9 This tmss'design assumes the use of Southem Pine lum6er values
that were published in lhe 2005 NOS and pnor to the updated and
REACTIONS (Ib/sizej 2=2092/0-&8 (min.0-1-8),8=780/0-3-8 (min.04-8) yower vales adopted by ALSC on June 1,2012. This is being done
Maa Horz 2=225(LC 6) explicitly al lhe direc[ion of F2nk Avbel,PE,Engineer oi RecoN
Max Uplifl2=382(LC 7),8=136(LC e) (or the pmject.
FORCES (Ib)-Maximum CompressioNMaximum Tension
TOP CHORD 1-2=22/161,2-3=-7870/313.342=4267/237,4-02=7260/232.4-13=-1257289.513=-952/259,5-14=-627221.
644=-]31/206.6-7=490/149,7-8=-853/�32.8-9=0/21 .. .
BOTCHORD 241=-166/891,'70-11=52/464,8-10=35/513
WEBS 4-11=-fi6�/2]4,547=223/751,5-10=106/156,6-10=-65/158
�� r9f..
JOINTSTRESSINDEX •������ - -�/r�';
2=0.32,2=0.37,3=0.00,4=0.06,5=026,fi=0.06,�=0.00,8=032,8=037,10=027and17=027
NOTES (12-13) ���'
1)3ply[russ to be connected togatherwith 70d(Od20^x3')nails as follows: _,�! ` - �
Top chords wnnected as follows:2 X 4-1 row at 0-9-0 oc. �-
Bottom choNs connedetl as follows:2 X 4-1 row at 0-9-0 oc. � -�'�i)�r'=�� '
Webswnnecledasfollows:2X4-trowat0-9-0oa � �-,t -
y � .
"'
2)All loatls are considered equ211y appiied to all plies,except if noted as fron[(F)or back(B)face in the LOAD CASE(S)section.Ply ro ��; �� � '°' �"�� '
ply connections have�been provitled to disinbute only loads notetl as{F)or(B),uNess otherwise intlicated �.. -
3)Wind�ASCE7-O5;120mph;TCDL 6 Opsf;BCDL=6.Opsf;h=25ft;W�.II;Exp B;enGosetl;MWFRS Qow-rise);.cantilever left antl nght ( E
exposed',Lumtier DOL=t.60 pfale grip DOL=1.b0 ` � •'
4)TCLL ASCE 7-05;Pg=30.0 psi(ground snow);PS=1718 psf(mof snow);Category II;Exp B;Partiaity Exp.;Cl=7.t l „a 3� �,�
5)Roofdesignsnowloadha5beenreEUCetlloaccouniforslopa � '�r�. , � ,tl�'�. ---
6)Unbalanced snow loads have Ceen considered for�his design. � ���"' - "j
7)This truss has been Cesigned for grealer of inin roof live load of 120 psf or 1.00 times flat roof load of 23.1 psf on overhangs
non wnwrrent with other live loads. — � �
8)Jhis iruss has been designed ior a 10.0 psi bottom chord live IoaG nonconwrrent wiCh any otheclive loads: ���
9)'This Wss has been designed tor a IiJe load of 20.Opsf on the bottom chord.in all areas where a recfangle 3-6-0 tallby 2-OA wide
will f[batween the botlom chord and any other mem6ers.
10)Pmvitle mechanical wnnection(by o[here)of truss�o bearing plate capable of withs�anding 3ffi Ib upiik at joint 2 and 1361b uplift at
;�"te MAR 0 7 20i3
Continuetl on page 2
� WARMNG Venryd qnpwamd dR6ADNUTtSONiHfSANf)INCLU➢EDMIEICREFFR6ATEPACE/IIf�4T3➢F}'ORE(�F
Deg ftlt o ry iryM1 kton � ID tl gn' b tlo ryVp npo iMZMw tl fwa 'nd d Ib Id g mp e 1: �������
App4cablty ftl�signPao 1 aridp p mepwafo t po en( w blryo�bwltl gd g hbit utl g� Ba gsliown
o�or A letal sup0o0 a�ntlnbual wab memben only,�Atltlifanal�empcvary b oc ng b nuve slab I N tlumg consfrvct on x Ihe res�wn ti Il ty oi the
erecin.AdtlOionalpermonaniDradngofiheovemllilmcWrektherevponcibiGNotitreb,wqingdesgnar.Faqeneralgmeprceregarding � nroui.,rn.in.a.
Io�O �OnQUONyC iml.ifOmg¢,del ry' ac�bnpnCbmcngCOnsulf qN51RPllQUa1{�.�Glletla.DS!-89antl0CS1lWtlingCOmpanenf 91BSOUn65iGeROad
Saf ryl 1 rmoMOn o ailablehomimssPl 1 I siBUta.4BiN Lee5lree�Sute312,Alexantlna.VA41314.
K.w. M >pt a 'al V Etlenbn.NC 2]932�
Job Truss Tmss Type aty Ply
E61]1902
OR�ERS EA-98726 COMN 1
3 � eaf ton u
-"`--"""' ' '���`- ' � 72505AUg252011'M�Teklndustries,lnc. WedOct1213:03342011 Page2
NVR Homes�X . . '.- : . .-.. . .• ..•. '. .'.
_—,_ . - _'"_' _ = C__..- ;-_rs.�.r_ti:��.�'. .. u-=�.,,.�-�—..� •-=iB>X4`Si'kFkBOBvlCtuobDfCCSUi:.Do-skKpkqvBGk:EGSJ�AwZPC��itG£_�R:�APmqSG)'U�„PI _... .�_.,
NOTES (12-13)
�i)This truss is designed in accordance with�ihe 2009dnlemational Residential Code sections R502.11�.1 and R802]02�and referenced standard ANSIlTPI�.
12)Designs checked for ASCE LOS wmd af 720 mph,�wind reactions z 0.56 will adjust wintl load reaction to a speed of 90 mph(0.69 for 100 mph and 0.84 for 110 mph).All
other coeffcien�s remain lhe�same as shown.
13)SPF No2 and SYP No.3 can'be substituted for SPF SNtl Grade ma[enal(ftoof Imsses onlyj.
LOAD CASE(5) Standartl
7)�Snow:Lumber Increase=1.15,�Plate Increase=1.15
Uniform Loads(pif)
Vert:2-8=-20,1-02=-41Q 5-9=-56 '
Trapezoidal Loads(pl�
Vert:12=-4�6-to-5=-56
�WdXM+YG:Vmfvd y�n dmnndRF1DN01£SONNISdNDINCLUDE(IAIIlEKREFER&hCEPdGEMf]<]J''HSFURF.[�SH , � � .
pesg litl�wusa !y ��pMTek - n to ihzde9gn b setl lyupp p terssM1O tl- fo 'nd q Ib M g p nt ����@��
Appf b(i h of de9g � el � tl prope rcwporat f po ent po b I ry ol b Itl 9 tl 9 ;n 1 t tl 9 a B rg slqwn e
'¢�IXW�eralSOppMOlmtlrvitloalwebm bersOnly.A4tltonaHempaaryproCng10n5weitobN�ytlurvgconihucloneIDereipo0a011�ya��ba {�
aecip.Addiflonal p �hnent bracing of the overotl sLi:c�we'n iM1e responzibifN oi IM1e buibing tlesignec Fw gmeml guidarce regaNing ��s ����"'���
IaMC t qwfN< 1 I �w ge.tleF ry rect nondb�oc g�� it �. qNSI/IPII puallNCrttetlq-0SB�B9anEBC510uIItlingCOmpone�R 8t85ounrisitleROaE
Sal ry 1 i�rmaXOn a loble hom iriiss Plot iq f i te.181 N� Sf �hS'Ve 312 N dda.JA 22314.
Ilu..nn..�D'w m t >ma ECenfan.NCT193P
Job Tmss Tmss Type aY P�Y
E61]1903
ORDERS EA-9B12] COMN � �
... <._...:: :,�...w. .. ...: .... ...._.......-. _. _ .. ..._:.:,-,...-_. . Jo6 Reterenc ,
. . . ——_ '.-.____._ , . . .
NVR Ho es�X, . ,
.�.."..."�250sAUyl'2Ui'I`GfiTnnlyd�.✓es*G- �4.�d..Cd21JC3:352011...uye -,-..
' ' ' ' ID:3URKSHiqxILvFO_9_o3KaW¢I�3J-KwuBnAwnl2gzqFYMjeVOyQ]m8HM2aOKP3We]SyU9oM
tt-0 6111 G3-t2 11-0
Scale:tl4'=1'
Oxfi\�
4
g 10
�so9�i a:a O
s
3
AxA�i ax4 \�
6
�� �Ia
Sxfi II 0 Sx6 �I
3x4 II
fi- 12 I t2-ZB _
�
Plate Offset X Vl' f2'A-1=12 0-031 f6'0-3-11 0-03
LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/tlefl L/4 PLATES GRIP
TCLL »�8 Plateslncrease 1.15 TC 0.48 Vert(LL) -0.03 2-B >999 360 MT20 197��44
(Ground Snovr30.0� �umberincrease t15 BC 0.37 VeA(TL} -0.07 2-8 >999 240
TC�L 70.0 RepStress�lncr YES WB 0.11 Horz(TL) 0.01 6 n!a Na
BCIL 0.0 " Coae��.IRC2009/TPI2007 (Matrix) Wind(LL) 0.07 2-8 >999 240 �Weight7816 FT=S%�
�DL 10 0
LUMBER B�CING
TOP CHOR� 2 X 4 SYP.No.2 TOP CHORD StrucWral wood shealhing dlrectly applied or 6-0-0 oc pudins.
BOT CHORD 2 X 4 SYP No7 BOT CHORD Rigid celing tlirectly applied or 10-0-0 oc bracin9.
WEBS 2 X 4 SPF S[ud MiTek recommends that Stabiiizers and required cross bracing
SLIDER Left 2 X 6 SVP No2 45-1 t,Ri9ht 2 X 6 SYPNo2 4511 be insWled during Wss arection,in a�ordance with Stahilizer
� Installation uide.
REACTIONS QWsize) 2=465/03-8 (min.0-1-8);6=465/0-3-8 (min.0-1-8) This truss Oesign assumes the use of Southem Pine lumber valuas
Max Hoa 2=-285(LC 7) that were Dutilistied in tM1e 2005 NDS antlprior to IM1e updated and .
Maz Uptift2=-201(LC 9),6=201(LC 70) lower vales adopted by ALSC on June 1,2012: This is being done
Max GraJ 2=529(LC 2j,6=529(LC 2) explicitty a�the direction of Frank Avbel,PE.Engineer of Record
far ihe project.
FORCES (Ib)-M�imumCompression/MaximumTension
TOP CHORD b2=0122.2-3=494/192:'3-9=351/194.49=-299/220,4�-10=-299/220.510=-351/194.5-6=�94/192.6-�=022
BOT CHORD 2-8=-56248,6-8=-56/248
WEBS 4-8=-15/277 � ...
�.; �.''ti,
JOINT-STRE55 INOEX �•%. .
2=0.69,2=0.14,2=0.14,3=0.00,4=0.57;5=0.00,6=0.69,6=0.14,6=0.14and8=0.71
NOTES (�p-�3) _ l -
1)Wintl:ASCE 7-05;720mph;TCDL=6.Opsf;BCDL=6.Opsf,h=25tt;CaL II;F�p 6;enGOSed;MWPRS Qow-nse)gable end zone and C C -
Exterior(2)zone�,ca�tilever left anG rightexposed�,CL for membe5 a�G torces'8 MWFRS tor reacQons shown�,Lumber DOL=t 6� - _
plategrip OOL=1.60 � � � �
2)TCLL ASCE 7-05;P9=30.0 psf(ground snow);Ps=17.8 psf(roof snow);Category II;Exp B;�Partially Exo.;Ct=1.1 . y �' �� , i� "
3)Roof design snow load has been retluced m account for slope. �-����'�'� + _
4)Unbalanced snow loads have been'consitlered fo�this tlesign. .,�
5)This lruss has been Cesigned tor greater of min root live loatl of 12.0 psf or 1.00 times flat mof loatl of 23.1 psf an overhangs � � ..
nomconcurren[with ot�er live loads. �� � t
6)Thls tmss has been designed for 6asic load combinalions,which inGUde cases with reductions fo�multiple concurrent live loatls. ���± � . --
7)Thls Iruss has baen designed for a 1�.0 psf bottom chortl tive load�onwncurrent with any olher live loads. �, � ��,�. ��\� /1
8)'Thls tmss has been designed for a Ilve Idad-of 20:DpsF on Ihe boflom chord5n aA areas�wherea�rectangte3-6-0��afiby 2-0-0 wide-- - —t—--
wiil fit between lhe bottom chortl antl any o�her members "���r�.•—� �•
9)Provide mechanical wnnection(by othersJ ottmss to Cearing plate capabie of wilhsfantling 201 Ib upliftat joint 2 and 201 Ib uplik at �
joint 6.
10)This Imss is designed in accortlance with the 20091nternalional Resitlential Code seclions R502.11.1 and R802.702 and
referencetl standard ANSI/iPl'1.
11)"Semi-ngiG pitchbreaks with fxed heels"Member entl fxity rtntlel was usetl in the anatysis and tlesign of[his tmss. ��� O
� 2013
Con[inued on page 2
AlVARNfNG V fyd O O � dRfiAD1N1E5ONITIfSAM)/M:(.ffI1FD1II1TXREFERFlxEPdGEHII'>4TJAEFOREUSE - �
D g hdf oseo ry ��Ml k ecb .iH tl vg 6b s d ly�po pa lerssho a tl i � d tl Ib Id g< mpo en� ��������
/PP� tiIM �tle g pa t bntlprop �� rpa 1 oi< p nt ePO SblMofbwltl gd g it tl -g Ba gshown
" I laf� Isvppw� � d �tl � b be �ty Atltlfonaltemporaryb c gl� vre 1 blrytl 'g bnsfructo � t� � por�sbJltyofiM1e
� .Ntlditionalpermanen�b�acngotiM1eove/OIISWCio�eof�e/espCnStil�yolfhaWily gtl v9��cFO�9 ¢�algoDOnce�agaNn9 ' ` -"'
tabncotion,quoli�y[onVOl,sfo�oge;tlelivery.arec�bnontlbrOCing,consut pN51RP�1pueYNCtlhAO:O5B�B9anEBC51lu0tlingCOmponent B185ountl5keRoatl
Solely InlormoNOn avoilable hom irvss Plate Ins11�We.281 N.lee 51raeC Sui�e 312:AlexarWna.VA 22316� Edenbn;NC D932
rm.n.n..� •eh�...n.,.�.,.�un rorz uv
Job Truss Tmss Type �ty Ply
E61]1903
ORDERS EA-9872] COMN 1 'I
loQ&e[erence lootona�
NVR Homes,% , _ Z250 sAug 25 2011 MiTek Industries,Ina Wed Oce 12 13:0335 2011 Page 2
. . . . . .._ . — .__....'____ " "'_
. - • � � .:i;r.r:-��' ' ' 'ID'3URKSHtqxiLVFO_i_o3KaWZi?3J-KwuBrAwnl2gzqFYMjeVOyp]mBHM2a0KP3We]SyU9oM--
�"�""°"`12)Designs"cFeckedforAS�E7-DSwintlzY'i20'Po�ri;wind'readionsz0:56willa0j'ustCviiidloztlieactionkua'SUeed'of90'mph'(0.69for100mphand0.e4'for11'Ii�mphj�Rlf"""'"` -� -"`"—"�
other coefficients remain the same as shown.
13)SPF No2 and SVP No.3�an be subsliWted�for SPF Stud Gratle matenal(ROOf tmsses only).
LOAD CASE(5) Standartl
AWdANfNG VenlLdaO O +a � dRFilDM]}ESON]HlSdNO/NCI(NFdHI]FXREFERFM'FPdCEl9f�0]3'BFFURE[/SG. . . . .
pesg tld� use onry iM1 Mi k on ctors ID tle gn b C only opon p � zM1 wn a tl h f C d I b Id' g po nf. ������
Appfcabfilyoftle9gnpamml �-tlp p in rpaoton � poent'u sp �tilty, tb 'Idrgtl g roH tl g .B �gsM1Own
�bb la�etalwppo�01 tl dV I �bm b nly.Atltl�O H mp[mryb gf - revtabil�ytlunngmniroclanl5�he�espon561(tya�lhe
erec�or Atltli�onolpermananibrabrgoH�eoJeratlsirvtforeS�M1eresponsidlryol�bebuiltlinBtleugner Porgenamlq�tlancaregortling�� r,. �„i..
�oM t nlquofryCOnhd'iforage.tlef¢ry¢ad'wn�antlbroCng<orrsWf AN51/R(iQwhNCMedo,�56�89arrd9fSlDUptllrgCampnnent H185o�ndsMeROad
Sd NI f rtnaXOn o alblehomirussPlat I Ituf '481N Le �St 1�S '� 314 Alexontlna Vq22t14.
I��..nn..nC'n.m Ki.n�6 arrH:Mn a�V Etlenbn,NC2]932
Job Truss Truss Type aty Ply
E61]1904
ORDERS EA-98I28 COMN 1
2 Jn�RafPrence Ino�bna0
-..� .... .NVRHCres.Y-.,—.-.-.---,.-.,._._� . ._ . ._.�- � :n ._: „i...':.n.�-. v�.]2WSP.ufl-'5201.i.MiTe�d .S^^e,l:.c..N,��tlOC[.12.13:p3:35201?,. a9n,1
. , _ � Y _ ID:XWVkFk008NCtuobDfC¢szixDd-KwvBrAVml2gzqFYhljeVOy��rqHJR2TnKP3We]Sy119oM � !
.. �1L�L1 ." '7� . .
0-t1i� 31-15 3143 3-1-13 bt45 -11A
6i6\� Scale:il4'=1'
4
10 11
t200 t23xi \\
3x4 //
3 5
6
� � — ' Id
s a
sxio II e.e = e,e= s.io II
.az.e au � iz-�-e I
-ae a-s-� a-2a
, PlateQflsetsIXYl' t2'cdae0-o-17 {6:Ea°e0-0-11 f8'0-4-00�4-8119'0-a-00-4-8]
LOADING(psQ SPACING 2-0-0 C51 DEFL in Qoc) I/defl Ud PLATES GRIP
TCLL »�8 Pla[es Increase 1.15 TC �0.18 Vert(LL) -0.03 8-9 >999 360 Mi20 797/144
(Ground Snow=30.0) Lumber Increase 1.15 BC 0.53 Vert(TL) -0.08 8-9 >999 240
TC�L 1�.0 Rep Stress Incr NO WB 0.53 Horz(TL) Q�2 6 Na n/a
BCLL 0.0 ' Cotle IRC2009lTPI2�07 (Mahix) Wind(LL) 003 8-9 >999 240 Weight:1721b FT=S%
COL 10.0
LUMBER BRACING
TOP CHORD 2 X 4 SVP No2 TOP CHORO SWCtural wood sheafhing direcUy applied or-6-0-0 oc putlins.
BOT CHORD 2 X 6 SY�No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
WEBS 2X45PFStud
WEDGE
Left:2 X 6 SVP No2,Right 2 X 6 SYP No 2 This lruss tlesign assumes the use of Southern Pine lumber values
ihat were puolished in the 2005 NDSand prior to IheppEated and
REACTIONS (Ib/size) 2=3976/0-3-8{min.0-2-6),6=397&03-8 (min.0-2£) lower vales adoptetl byALSC on June 1,2012: This is being tlone
Mac Horz 2=222(LCB) ezplicitly a�Ihe direction of Frank Avbel,PE,-Engineerof Rewrd
Max Uplift2-807(LC 7),6=-807(LC 8) for the D�oject.
FORCES (I�)-MaximumCompression/MaximumTension
TOP CHORO 1-2=W26,2-3=-3757/757,340=-3534l186,4-10=3420/800,411=-3420/800,5-'11=-3534/787,5-6=3757/757,6-1=026
BOT CHORO 2-9=-53fi/2400,8-9=J39I1733:6-8=429/2000
WEBS 3-9=-114281,4.9=58324�6.4-8=583/2476.5-8=114/281
,_
JOINT STRESS INDEX - �����'
2=0.53,2=0.00,3=005,4�=0.89,5=0.05,6=0.53,6=0.00,8=046antl9=0.46 -. '� ',�j'� �'
NOTES (1&14) -
1)2-pty Vuss to be connectetl together wilh ID4(�.12o"x3")oails as tWlows'. �.. �
Top chords connected as foilows:2 X4-1 row at 0-9-0 oc. �
8ottom c�ords connected as follows:2 X 6-2 rows at 0-&0 oa � � -
Webs connected asfollows:2 X 4-1 mw at 0-9-0 oc. ' . � ' � ;�.-
2)All loads are wnsitleretl equally applied to all plies,ezcept if noted as fmnt(F)or back(8)face in the LOAD CASE(S)sec[ion.Pty to � �� �''�F -
1_..
pry connecfions have been pmvided Ib disMbute only loatls noted as(F)or(B),unless ofherv+ise intlicateE. ~
3)Wind:ASCE 7-OSj 120mph;TCDL=6.Opsi;BCDL=6.Opsf;h=25fl;Ca[II;Ezp B;enclosetl;MWFRS Qoa-nse);rantilever left and ngh� �`� � "
exposed;Lumber DOL=7.60 plate grip�OL=1.60 ,�,.,�:�� ��
,�.' ,:_� . .
4 TCLL ASCE 7-05 P 30.0 sf round snow;Ps=1�.8 sf moi snow;Wte o II;Ex B;Partiall Ei . q=7.1 '��
) 9= P (9 ) P ( ) 9 �Y P Y P: -, ( r.-�'� _ ,
5)Rwf design snow loaa has been reduced lo accounl for slope.
6)Unbalancedsnowioadshavebeenconsideredforlhisdesign. '•ili;�� il ���---°'- '
- -�)This truss has been tlesigned for greater of minTOOf live loadbf 12Apsf or1I00 times fiat roof load of 23:7'psf on overhangs-- - — ,-Y--"-----
non-concurrent with othe�live loatls. .,,.r-y
B)This Imss has been Cesigned.for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: ���•-�•' ��'�.�'
9)'This iruss has been designed for a live load of 20.Opsf on the botlom chortl in all'areas where z rectangle 3-6-0�aii by 2-0-0 wide �-
will�fit beN✓een the bottom chorE anC any other mem�ers.
70)Provide mechanical wnneclion(by others)of truss to bearing piate capable o!withstan�ing 807 Ib uplifl at joint 2 and 8071baplifl at
joiN 6.
ConlinueE on page 2 MAR 0 � 2�l 3
� µ'�RHt� ��'�(Y� O D ��� dRSdD1ATE50NTNfSdM)fM'LUDF�MSEXRFFEREM'fiPAGE1�!)4T.i'AF}'OREUSR :�.-'� �
- D g fid fa uze o ty wtlM1 MT k t iFS d sign b ed ly upm po t Mw d I� nE N I b IC' g co po nl. �p qg
AppR �IM ItleSig p t �tdp p COP�� O� po n� spo blryO�b Itl 9d g n MN tl g 'B gSM1Own ������
ef�qt I ppo�o� d q o� ebm be � ly.Atltlfonal�amporary� gto resiablryaomg< -�fru � 6�� i- po tilliryal�ha
ec�w Addibnolpe�manEnibmcnga��heoveiaYSW[NreufiercsponSbltyo��M1abuiltlingdeSgneCFpgenamlgutl n ega�tling . . �
fpEnmfion.qoali�ymnVd;i�dOga.tlelivery.e�aclionan4b�O8ing.cowlt qNSIRP�1.pW11NC�htIa;DSB-89entl8C51lWtlingCOmponeM �
SolerylnlormoHOn ovoiloblehomimssPlotelniPoUte.2B1N.1.eeSheeLSUite312,AlezonCrio.YARRJI6. 6195ountlsitleROad
xw�n...r�.,ecn .,,b.:. n.n.r �,.e�v.n >n.� Eaenro�:NCnsaz
. . .. . . . � . .. i . . . i . . .. . .....-, ..
Job Tmss TrussType aY P�Y
Efi171969
OR�ERS EA-98128 COMN 1 �
NVRHomes,X . �,a � "� � �.z`vOSAUg252011'MReklntlustries,lnn WetlOcl12�13 03 35 2011-Page2
� P.-�—.—.- . .,-...—� '_.. cv�=.a�+a— i1==:�z•�•--••�. . � _•.-.I�:kWYK1`�C1NvICtubb6tCCSSUZOd-KwuH✓iwn129z9FYMjeVbYQ/r4HJk2TnKF�bVe7SVJ9um'�- � „'=v�•
NOTES' (t3-04) . . � .' ... .. -
11)This iruss is tlesigneC in accordance with ihe 20091ntemalional ResiCential Code sections R502.17.1.andR802.102 and rererenced standard ANSIlTPI 1.
i2)GirCer cames tie-i�span(s):�31-1 LO Gom 0-0-0 to 129-8
13)Designs checked for ASCE 7-05 wind at 120 mph,wind reactions s 0.56 will adjust wintl foad reaction to a speetl of 90 mph(Q.69 for 700 mph and 0.84 for 110 mph).All
other coeffcienis remain ihe same as shown.
14)SPF No2 and SYP No.3 can be subsOWtetl for SPF SWd G�ade matenal(ROOf imsses only).
IOAD CASE(S) Stantlard
1)Snow:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loatls(pl�
Vert:26=579(8=-559),1�=56,4-7=-56
a� WSRMNC .Vmli�desp v� rl. �dRFdDMliE50NlHISdM1INCLUDFU�II]FXRF3'ERF•M'EPdGE/9f16]3B6FOREtS£ �. .
'p g 4tlfa se N ihMi ¢co �o fi' tl 9g b Co lyi.pa pam f sFiow tl' � an� tl Ib Id g o ponent ������
Applc lr�i�y Itla9g p t anaq p ' capaot oi anpOnent po D'1lyofbulG gd -gne-n I1 CE59 f& tngsM1Own
clwlatemlzupporfolntlrvWUalweb embersonly.:Ntltlfonaltempomryb�oc gt - msfabiltytling �vt ton N po b11Mo1fM1e
fw.AtldYO�wlp anelbracingofiM1 oemllstmcW2e��erespormbYryofID Miitlingdev9�er.iorge mlqodance�egartlng ^ ° -
lobn to qalirycotd'sloroge.tlellery clonondbtlngcm5W1 pNSIRP�1�uoINVCMe�aDSB-09 tlBC5lBVltllnyCOmponent 8185ountlsiEeFOatl
SafNylnlermaflon avalodehomirvssPlatelnsfNle,4BlRlea51reeC5oit 314.AIeantlna.VAY1315 EdenwryNCY>932
IIWn1�.rnt�iNNY -FVit��A��in •Dile�YV�K.fitJ AIV
Job Truss Tmss TyOe CNy Ply
E61I1905
ORDERS EA-98I30 COMN 1 q
L JnhRr(Prgn[elop�If
,_.-- - NVRNO .as,.Y,�. ..� . „.�x. .. . -..:.,s:_,-, . .�.... .,.__._ ._.:.......... .> ...- -._....,...,,...,..._7250sAiig2520�1M7eklnduslries.Inc,WAOCf12,13.0.i:36�011 Pa9 1 :.,,, .
. . . . . .. .... .. . . ID:XVJYkFk006vICNObDfCCSSZizp6o/SaBWwPOLOqRO]VH�07UdfOXMcnw?TejGBgryU9oL �J�� y
11-0� 32-1 3-1-05 }id5 3-24 q1-0
6x6 O Scale:L4•=t•
4
10 ��
t200 �23s4 \\
3�4 fi
3 5
� Z 6' �
�
9 B
Sx10 II Bx8= Bx8= Sx10 II
r 4-3- 1 I &SS I 12-84 I .
aai� a-z-io a-z-ii
P ate Ofisets fX Yl' f2'ECg 0-0-17�[6'Edge 0-0-i1�[B:b4-0 - -Q 4 E1 f9:0-4-0 0-481
LOADING(psQ SPACING 2-0-0 CSI DEFL in Qoc) I/defl� L/tl PLATES GRIP
TCLL »�B Plates increase 1.15 TC 0.18 Vetl(LL) -0.03 8-9 >999 360 MT20 197/t44
(GroundSnow=30.0) Wmberincrease �1.15 BC 0.53 Vetl(TL) -008 8-9 >999 240
TGOL 10.0 RepSiresslncr NO WB 0.53 Hoa(fL) 002 6 .n/a Na �
BCLL 0.0 ' Cotle IRC2009/TPI2007 (Mahixj Wintl(LL) 0.03 B-9 >999 240 Weight:1721b FT=S%
B DL 10.0
LUMBER BR4CING
TOP CHORO 2 X 4 SVP No�.2 TOP CHORD SWCtural wooC sFeathing directly applietl or 6-0-0�oc pudins.
BOT CHORD 2 X 6 SYP No2 BOT GHOR� Rigid ceiiing tlirectly applletl or 10-0-0 oc bracing.
WEBS 2X4SPFSNd
WEDGE This tmss tlesigmassumes the use of Southern Pine lumber values
Left:2 X 6 SVP No2,.Right 2%6 SVP No2 �hat were published in tne 2005 NOS and prior to the uptlatetl aod
lower vales adop[ed by ALSC on June 1,2012. This�is beirg tlone
ftFACTIONS Qb/size) 2=3989/03-8 (min.0-2-fi),6=3989/0-3-e (min.0-2E) ezplicitly a[Ihe direction of Frank Avtiel,PE,Engineer of Remrtl
Max Horz 2=223(LC 6) for ihe project.
Max Uplift2=809(LC 7),6=-809(LC 8) '
FORCES (Ib)-MaximumCOmpression/MazimumTension
TOP CHORD 1-2=�/26,23=3771p60,340=3568/769,440=3434/803,4-1 T=3434/803,5-71=-3548/790,5-6=-3771060,6-7=0/26
BOTCHORD 2-9=539/2410,8-9==340/1]39,&8=43V241�
WEBS 3-9=-114/280,4-9=-5862486,4-8=586l248fi,&8=114/280
JOINT STRESS INUEX �� �"('j�,
2=0.54,2=0.�Q.3=0.05,4=0.89,5=0.05,6=0.54,6=000,8=0.46and9=0.46 \;.` F �� `: �..4V,.�
NOTES (13-14) ` � � -Y r�.
1)2-ply tmss to be connected�ogetherwith tOd(0.120'z3")mails as follows: - � '
Top chords connected'as fo�lows:2 X 4-i mw at 0-9-0 oc. , " - �
Bottom chords connected as follows 2 X 6-2 rbws af0-8-0 oc. - - ,
Webs connected as fcllows:2 X 4-t mw at 0-9-0 oc. ' - r,:_(li ���� - --
2)NI loads are considered equalry applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(5J section.Ply to - -. _. � y � ' '
ply connections have beenpmvided�to disinbute only loatls notetl as(F)or(B),uniess otherviise intlicated. �;�3 , —
3)Wind:ASCE 7-05,120mph;TC�L-6Apsf',HCOl=6Apsf,-h=25ft�,Cat.II,Exp B',endoseQ MWFRSQow rise);cantilever left antl nght ��
exposed;Lumber DOL 1�.60 plate grip DOL=1.60 �' ��
4)TCLL ASCE 7-05 Pg 30Apsf(ground snow);Ps=77.8psf(roof snow);W[egory II;Exp B;Partially Ezp.;Ct=L1 ��� i .i `,
5)Roof design snow load has been7educed to account for slope. �':�,/�'_ -
6)UnbalanceC snow loads have been consideretl for lhis design: �
—7):Thistrusshasbeen designetl4or grealerof mimroof Iive�ioad of 12Apsf or 1�.0a times flat roof loatlrof 23:1-psf on overhanpg,n-- �� � - - --
nomconcurrent with�olher live loatls. �r��—`
8)This lruss has been designed for a t0.0 psf bonom choM live load nonconcurrent with any olFer live loads:
9)•This truss has been designetl for a live loatl of 20.Opsf on lhe bottom choM in all afeas where a rectangle 3-6-0 lall by 2-0-0 wide
will ft behveen the tiottom choM and any other members.
10)Provide mechanical connection(by others�of truss to bearing plate capable otwilhsfafWing 8091b uplifl atjoint 2 and 809 ib opiift at
joint 6. (�I
Continuetl on pa9e 2 �AR O a �u��
A WARMNG VenJud a n �� dR5ADNOTESONIHISdMJ/NCLffDEDIIIIEKRE£EftFAR'EPAGEHIf�l4TJ8FFOREtSE s � �- -
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APPf bI�Y itl g � t �OOdp P �pcmlW OI TP �s P �Im/ofb Itl 9tl 49 e�-n 1� d gnecB� 9iM1Own
eb�lpieqlsuppotlatmtiv�ualweb�m mbersonly Atld�onal�empo�aryG g�omwtestab!�rydutu�gconiduGtKKf iM1eevpoM�bill�yoft�e
arecla.Atldtlional pcmarient bipcing ol}he overoll slmcWre u�M1e respombillry of IDe buiqing tlesignec For geneml guitlance regartling m m�i..r niuun�.
fabneofion;poofryconhd.s�aage;tlaWery.erect'ronaMtirocinB�consup pNSIRPItOUaI CtlRda:DSB-09antlEC31EU1JingCOmponent
Solehlnlo�manan ovoilob6homWssPblelm�ilNe;28YN.Lee5Vee1.5ui�e312Alexantlno.�ATS31<. BtBSOU�citleROaE
(v. m > a�Y EdentaqNC3]932
Job Trusa Truss Type pty Ply
Efi1]1905
OR�ERS EA-98]3a COMN 1 x
NVRHames,X . -.. �.. _. ... , _., ,.�,..„ ..: ....... . ..... . ]250sAug252011Mf�ekintlustries,InaWedOctl2'13'03:362011.Paqe2��
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NUTES (1314) -., .� .••�-� .. ...
i t)This truu is designed in accordance with the 20091Nemalional Resitlential Code secfionsR502.i 1.1 anE R802.t02 and referenced stantlartl ANSI/TPI 1.
12)GiNer carries tle-in span(s):31-1 b0 fmm 0-0-0 to 12-8-0
13)Designs checked for ASCE 7-05 winC at 120 mph,wind reactions x 0.56 will aCjust wind load reaction ro a speetl of 90 mph'(0.69 for 100 mph and 0.84 for 110 mph).All
olher coe�cienis remain Ihe same as shown.
74)SPF No2 and SVP No3 can be suCStituted for SPF StuE G2de material(Roof Imsses only).
LOAD CASE(5� S[andard
i)Snow:Wmber Increase=L15,Plale Increase=1.15
Uniform Loatls(plfj
VeM1:2-6=-579(8=-559),1�=56,4-7=56
�WdRMhG.�Verr(Y d 0��G �� d REdD NOTES ON iHfS dND INCI lIDE�HISF.K RGFERFNCE PdG61IIf�4T3��B&FORE fRE. . . � .
�egn a�tlf vseo N �hM�akc n ec� Th tlesign b d ly po p � f sb tl- ( ntl itl Ib kJrgcomponanf: ������
/�pplt tifryoitleilg pa 1 rsanOW P Pdo�b � omponenis� spo�iLIXy �b Id gtl sg �nott tl g e:8rac gsM1Own
o forblerol suppw�o�ntl vtlual web members only.Atltl t orwl tempomry ti ac ng ro'nwre ifob I N tlunng comfruc�on a t�e respawbYliry oi ihe
ecla.Adtlitional pertnananl bracing o�tlte overall sWCNre 6�he responibility o��be buildng tlesiB�e���"generol gVqanca regartling i.v.�i,.r.n.rnun.
la[iimtlon,qu6lirycanVOl,slomga.4elnery,-eFectionantlbracing,consulf qNil/fPil�ua�ry Ctlbtlo.DSE-89nMBCSIluptlingCOmponenf
SdelylnformaHon avoilablefrom?mssPbfelnsiBUle,491N.1ee51ree1;5vI1e312Alexantlnv.VA22316. 81BSOUn4siCeROeC
nWnMrnni... acM.mn.ri�� F.A��I�d .�I�..m�N.p� )Oti �IV Etlanbn.NC2]93P
J b Tmss TmssType ary Ply
� E61]190fi
ORDERS EA-9fi931 SPEC 1 t
Job Rnterence(pfona�
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_ - _ _. _.._._a�.:�:.. . . _ . ' _ ' '"
. .� . . _ , N:lURKaHiqziLVFO P o3KaWZjl3lolSa84NVPOLoqRO]YHLOtUtlRthmnRLTejGBgryU9oL -
� ' ' hil< I 111 I
0.11< 34t-0
Srale=1:15 3
e�% 3
600 12 5
2
� , 10
a
6:6 °
3x4 °
� }1t-0 I.
} 1-0
Plate Offsets(X Y)�3_0-2=�11 Q_2-Ol
LOADING(psfl SPACWG 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 23.1 plates Increase 1.15 TC 022 Vert(LL) -0.00 2�4 >999 360 M720 197/144
(GroundSnow=30.0) wmberincrease 1.15 BC 0.07 Vert(Tl) -0.01 2-4 >999 240
TCDL 70.0
BGLL 0.0 • RepStresslncr YES WB 0�.�0 Horz(TL) 0.�0 4 n/a n/a
�p Code IRC2009lTPI200] (Matnx) Wind(LL) 000 2< >999 240 Weight:i6lb FT=S%
LUMBER BRACING
TOP CHORD 2 X 4 SW No2 TOP CHORD SWCWraI wood shealhing directly.applietl or 3-11-0 oc pudins.
BOY CHORD 2 X 4 SYP No2 00T CNORD Rlgitl ceiling directly applied or 10-0-0oc bracing.
OTHERS 2 X 4�SPF SWd MiTek�rewmmends that Stabilizers andrequired cross bracing
be installed dunng Iruss erection,in accortlance with Stabilizer
Ins�allation uide.
REACTIONS Qb/Size) 2=203/0-3-8 (min.04-B),4=126/0-0-8 (mia0-1-8)
Max Horz 2=138(LC 9)
Max UpIiR2=170(LC 9),4=-72(LC 9) This tmss design assumes the use of SouthemPine lumbervalues
Max Grav 2=240(LC 14),4=153(lC 14) that were published in Ihe 2005 NDS and pnorto t�e uptlated and
FORCES Qb)-Maximum CompressioNMaximum Tension lower vales adopted by ALSC on June 1,2012. This is being Cone
ezplicilty at the direction of Frank Avbel,PE,En9ineer of Rewrd
TOP CHORD t-2=0R6,2-5=417/0,3-5=36/5,3�4=-103/137 for the project.
BOT CHORD 24=-42/49 �
JOINT STRESS INDEX �' ' i�
2=027.3=0.47aed4=Q53 . •, ".:a'.:,��`�','
�'�' ���. �is.' /'��.'
•�,`- . ' �'/.
NOTES (1445) .�=. � ,...
1)Wind:ASCE�-O5;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25R;CaL II;Ezp B;enGOSetl;MWFRS,(low-rise)gable entl zone and C C �;`� ^ ; �",� f�'
Fa9erior(2)zone;cantilever left and�nght exposeC;GC fo�memoers and forces 8 MWFRS for reactions shown;Lumber DOL=1b� �%��
plata gnp DOL=1.60 ; - "' �
2)TCLL:ASCE 7-05;Pg=30.0 psi(g�ound snow);Ps=23.1 psf(rooi snow);Cztegory II;Exp B;Pahially Exp.;Ct=1.1 - _
3)Roof design snow IoaC has beenreduced to account for slope. - .��,���".. �� � � '
4)Unbalancad snow loatls have been wnsitleretl(or this desiga -9 �,;..� y� _
5)This Wss has tieen desigfied tor greater of min ioof live load o5 t6.0 psF or t.00 times 8at roof load of 23.1 psf on overhangs _ ''
non-concurtent with other live loads. / ,;� -
6)This tmss has been designetl for basic IoaG combinations,which include cases with reductions fo�multiple concurrent five loads. r , i
7)This truss has been tlesignetlfor a 70 O��psf bonom chortl live load nonwncurtenl with any other live loads:
8)'This Iruss has been designed for a Irie IoaO of 20.Opsf,on.the bortom chord in all areas where a recfangle 3-6-0 tall by 2-0-0 witle �'� t �v"� ,
will ft belween the bottom chord�andany other members. "�/:;;�„
�- 9)�Bearing at joint(sJ4-consitlers parallel to grainvalue usinq ANSI/TPI'1"angle lo groin�farmulal'BUiitling designer shoNE verify�apaciry—' — - --- —' �
of bearing sudace. ,�.�_.._Y
�0)P�ovide mechanical connection(by o��ers)of tmss to bearing.pla�e a�join[(s)4.
11)Pinvide mechanical connection(by others)of tniss to bearing plate rapable of withstanding 710I0 uplift at joint 2 antl]21b uplift at
f01f1�4.
12)This Imss is Eesigned in accordance wiM che 20091ntemational Residential Cotle sections R502 7L1 and Rfl02A02 and ��A�ry .O � �rl�`
reFe2ncedstandartlHNSIRPl1. �I K � i
Cantinued on paga 2
�h�orlatamlwpporto�ntl bualweb�me bersonly.qtld �� � HfSdNDIIfCLUDFLMIIFXREFFRFJ�CSPAC&mf�/4]38fi£OREUSE..
WdRIdNG V o{Y d qn➢ amd d RFdD NOTES ON S
D Ig Wt ty 0Ml k n eCi iM1 tl 4gn b tl ryup0 pa0 t sM1 w O tl 1 nd q Ib Jd g omp n¢N. w ��/�
AppIC blT/ �tl ig pa 1¢60�dpvp appa� ntl p0 b�lryo�boltl gtl g nolt tl g �9� giM1Own ������
� noHempIXaryGaCm9lol�eufESbblrydunngcOnshu 1 �� respon b�lltyo6t�e
ec�y.Atldi�ional pertnanent b�acing a�I�e ovemll i�rvcN�e u IDa mippnvbiliry o�iM1e boiltling tlevgnac Fagene�01 guidance re9�tding :.M�i i�.�nmiub.�
�ob�ICo�ion,qwli�yconhd.sl0roge,tlelivery.e�ec�nnpnCbmcin&conxul� �pN51/IPllduollry CMe�a.OSB-B9antlBCAlul0ingCOmponmf g�g5ountlsiCeRoa4
SalerylnlormvXon ovailabC4omiNssPlaleUUtitule.28IN.LeeS\ree1.5W1e312,hfeaontlrio;VA'M31d.
.wlcnl4mn�;vaw:ren� ,,.DMnI )nn lIV EE¢mm�.NC2)932
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; ..
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E6�]1906
ORDERS EA-98�31 SPEC � �
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NOTES (14�5)
13)'Semi-nyitl pilchbreaks with fxed heels'Member entl fizily model was used in the analysis and design of.lhis Wss.
14)Designs checked for ASCE 7-OS wind at 120 mph;wind reactions x 0.56 will atljus[wind load reaclion m a speetl�of 90 mph(0.69 for 100 mph and 0.84 for110 mph).All
other coeffcients remain the same as shown.
15)SPF No 2 antl SVP No.3 can Oe substiNted for SPF S[utl Grade matenal(ROOf[msses only).
LOA�.CASE(S) Standard
AWdRMAC � 1Y� V b d dRFdDINiFSOFlHfSdNDINCLUDFDffi1TJCREFEENNFI�CEPAGEHIfl4]3'HFi'OREUSP yyy���g� '�
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Appl b3�y lde 9 p� 1 antlp p Pwa� � � mponen� spo Dltyotb Itl gd ilgn¢: 11 tl gp¢.& g hown Ly
fo bt I ppo� 1 tl tl Iweti be ty�.Atldf all pwcN� - 9� nwrest blrytlunngmnzM1UCt In p tillryoltM1e i
1 Atltllo al perma 1 bmci g �t�e o all sf f re n M sFn ti I'ry oi Vi boiltl ng tlevgner For gen I g tlance reg d n9 -
Ibricofon,quoliN. Vol.itorage,delrvery,ereciwnoabrocng.mnsult qry$IRM�1�Pa�t�'611e�a.DSBB9ontlBCS16eIIEingCOmpanent B185ounasideRoatl
Scteh��brmaHOn available hom iN55 Pbte Int�iN�e,3BI N:Lea Sireef,Suile 31Y.Alexantlna.Vq T1314. Etlenbn,NC 0)932
irc..,nn....,c;..w��nr..�.i..::.. � 'rw:n.n.. �,.,e:=:....n.,...n..�.,enum >n�x '-��v �
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E61]1901
OROERS EA-98732 MONO 1 1
_ Inh Rnfara ralnnlnnall
NVRHOmes X 1250sAUg252011�MiTeklndusMesi�Inc. WetlOC[1213:03:3]2011 Page1
�. .•. „'+ ..-�+�.' ..-,,,-. - ' . -. '..".-.. ... . '.":i:rG3�tIf2KSHt9xiLVFO_? o3KaWy?3J-GJOyMalZhvy3Yii2i(G1rCGU5]EVWbtlsN?ICLYUSoK . "•.
-.. . .• . . . � -011-4 I 2-ti-o - .
� 0.11A 2-11-0 '
Scale=1:12]
3
3x4 I�
5
6.00 12
2
� 1
3x0�= 4 3r4 II
2-t 1-0
2-0t-0 �
LOADING(ps� SPAqNG 2-0-0 CSI DEFL in (lac) I/de9 Lld PLATES GRIP
TCLL 23.� Plateslncrease 1.15 TC 0.07 Ved(LL) -0.00 2� >999 360 MT20 �197A44
(GroundSnow=3�.0) Lumberincrease 1�.75 BC �.06 Veh(TL) -0.01 2A >999 240
TCDL ���o �RepStressincr YES WB. �0.00 Horz(TL) 0.00 n/a n/a
BCLL 0.0 '
BCDL �0 Cotle IRC2009lTPI2�07 (MaUix) Wintl(LL) Q�0 2 "" 240 Welght121b FT=S%
LUMBER BRACING
TOP CHOR� 2 X 4 SVP No2 TOPbHORD Structurai wood shealfiing directly applied or 2-11-0 oc pudins, except
BOT CHORO 2�X 4 SYP No2 end verticals.
WEBS 2 X 4 SPF Stud BOT CHORD Rigia ceiling direcity applied or 10-0-0 oc bracingi
MiTek recommends Ihat Stabilizers'and required cross bracing
be instafled tluring iruss erection,ln accordance with Stabilizer
Installation uide.
REACTIONS (Ib/siie) 2=t69/03-8 (min.0-1-8),4=86/0-3-8 (mia 0-1-8)
Maz Horz 2=111(LC 9)
Max tlplift2=-106�LC 9),4=-4$LC 9) This�mss design assumes the use of SOUthern Pine lumber values
Max Grav2=200(LC�14),4=101(LC 14) Ihat were published in lhe 2005 NDS and pnor to the,uptlated�and
lower vales adopletl by ALSC on llune 1,2012. Tfiis is beiog done
FORCES (Ib)-Maximum Compression/Maximum Tension ezplicitty at the direclion of Frank Avbel,PE,Engineenof RecorG
TOP CHORD i-2=0/26,2-5=-64/0,3-5=-53/27,3-0=-75/103 far the project.
BOT CHOR� 24=�/�
JOINT STRESS INDE%
2=0.11,3=0.OSand4=0.04 "'
NOTES (12-13) ,4�� � �
1)Wintl:ASCE 7-05;120mph;TCDL=6.Opsf;BWL=6.Opsf;F=25k;CaL II;�Ezp B;enclosed;MWFRS(low-rise)gable end zone and C C „ �%1
Esterior(2)zone;�intilever left and nght exposetl{GC for memcers antl frnces&MWFRS.for reactions shown;Lumber DOL=1.60 �'%
plate gnp DOL=1.60 � ' ._
2)TCLL:ASCE]-O5;Pg=30.�psf(grountl snow);Ps=23.1 psf(roof snow);Category II;Exp B;Partially Exp.;Cb1.1 • " .
3)Roof design snaw IoaO has baemreduced ta account for slope. ':'p . _
4)�Unbalanced snow loatls have been considered for.lhis design. � `-.
5)This bvss has been designetl for greaterof min roof live load of 16.�psf or 1.00 times 9at mof IoaE of 23.1 psf on overhangs � -
non-concurrent with ather live loatls. �`
6)This imss has been designed for basic loatl combinations;which inGUEe cases with�retluctions�or mu�tiple concurrent live loatls. ��� � '
7)This truss has been designed Por a40.0 psf bottom chord live load nonconcurrent with any oiher live loatls. -- /' R;�.,..'
8)'This Wss hasbeen tlesigned for a live IoaO of 20.Opsf on the bottom choM in all areas where a rectangle 3-6-0 tall by 2-0-0 witle �'�'j�"'� '�
will ft beN+een the borcom chord and any othermem6ers. t� ' � . „�� ����
9}ProviAemechanica6wnneclion{byothers)o1�Iruss�lobearing�plate�capableofwithstanding�1061buplifta�joint2and45AbiY�$(i[�ay.�,.,� � � l�� - ----�
joint 4.
10)This Iruss is designed in accortlance with the 20091ntemational Residential Code sections R502.11�.1 and R802-102 anC
referenced standarC ANSIlTPI L �
11)"Semi-rigid pitch6reaks with fxed heels"Member end fxiry model was used in the analysis and design o!this truss.
Continuedonpage2 ���AR 0 7 LI,��J
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s� l-t I OP�oI tl il I ebme bersonty.Atldt al�empororyMOCngfonwresfablrytlunngwmhuctonut�erasponxbJllryol�be
rectoc Atld t onal pertnacent bmang oi iM1e overoll slrucNre rs t�e respowbihH o�the bmlding tleagnet For general Bmtlance ragartling n rn�i„�..inn,i�.
fobnco�ion.qualiryconlml.siwoga.tleRVery;arecfion-oridbmcing.mmult qN51RPI1Quvllp<Metla.�50-89vnEBCLluilEingCOmponenl Bf85ounJSidaROatl
So�ehlnbrmatlon availabBM1OmimssPla�alnziNV1e.481N.leeSVeet,SOite312.Aleaantlno:Vq2131d.
um.�.n..�no.. m a..6ne.�.. �M n niy Etlenton,NC3]930
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E61�190]
ORDERS EA-98932 MONO 1 1
_— Job Referenre(opfona�
NVR Homes,X ]25�J sAUg 252011 MRek Intlus4les,Inc. Wetl Oct 1213:03:3]2011 Page 2
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12)Designs cfiecked for ASCE 7-05 wind at 120 mph,winH reactions x 0.56 will adjust wind load reaction lo a speed at 90 mpli(G.b9 Fm t00�mph and 0.84 for 190 mph).All J� -
olher coeKuents remain Ihe same as shown.
13)SPF No2 and SYP No3 can be substitutetl for SPF Stutl G2de material(Roof husses on�y).
LOAD GASE(S)�Standard
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E61Ii908
ORDERS EA-98]33 HIPS, � �
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OA ID � 61 ' 10-0d0
Plate secs��(.ro-s-e eeo t�ra�o-s-�z o-z-ot �s�o-s-�z o-z-ol [8.0"3_�q i
LOADING(ps� ' SPACING 2-0-0 C51 DEFL in Qoc) I/defi L/d PLATES GRIP
TCLL 23.t" p�ates Increase 1.15 TC 0.66 Vert(LL) -Q23 2-13 >999 360 MT10 197/144
(Ground Snow=30.0) Lumber Increase 1.15 BC 072 Vert(TL) -0.61 8-10 >622 240
TCDL tO.0 RepStresslncr VES WB ,0.80 Hoa(TL) 0.09 8 n/a n/a
BCLL 0.0 ' Code IRC2009/iP120W � (Matnx) Wind(LL) 0.09 �1 >999 240 Weight:1631b Fi=S%
�DL 10.0
LUMBER BRACING
TOP CHORD 2 X 4 SVP No2 TOP CHORD SWCtu21 wooa sheathing direcHy applietl an35-6 oc pudins.
BOT CHORO 2 X 4 SVP No2 BOT CHORD . Rigid ceiling directly applietl.or 8-2-0 oc bracing.
WEBS 2 X 4 SPF SNd MiTek recammentls tfiat Stabilizers antl required cross brecing
WEDGE be ins[alled tluring Wss erection,in accordance with Stabilizer
Left:2 X 4 SPF SNd,Rght 2 X 4�SPF SNC Installalion uide.
REACTIONS (IWsize) 2=1375/0-38 (min:.0-2-2),8=1375/03-8 (min.0-2-2) This truss design assumes the use of Southern PineJUmber values
Maz Haa 2=293(LC 8) that were published'in the 2005 NOS and prior�to lhe updated and
Max Uplift2=L24(LC 9),8=-424(LC 10) lower vales adopted liy ALSC oo June 1,2012.:This is being done
Max Giav 2=1824(LC 28),8=1824(LC 28) explicitly al lhe direction of Rank Avbel,PE�,Engineer of Record
forthe pmject.
FORCES Qb)-MaximumCompression/MaximumTension
TOP CHOR� 'I-2=0/48,2-14=-2448fF17,3-14=2175I748,3-4=-1948/685,475=-1891/734,�5-15=4889f/34,5-16=-1889(734,
6-16=4891/734.6-7=-7948/685.7-17=-2175l746.8-17=-2448f]17,8-9=0/48
BOTCHORD 2-13=�571/19�2.13-18=-029/1555.12-18=-429A555,11-12=-429/1555.-7149=262/1555.10-t9=-262/1555� �:.�'.:..:�::,� ,
8-10=d64/1902 � -� :•//:•,
WEBS 4-13=-66/501,6-10=-66/501,511=-774/368,3-73=-536/308,4-11=333/531,6-11=334/531,7-00=-536/308 `��'� „
,� �'i.
JOINT STRESS INDE% �f t� �
2=0.86,2=000,3=026,4=0.60,5=026,6=0.60,7=026,8=�.86,8=0.00,10=0.54,11 =0.64,t2=0.60antl73=0.54 _
NOTES (13-t4) " —
1)Wintli ASCE 7-05;�120mph;TCDL=6.OpsP,�BCDL=6.Opsf h=25ft;Cat.Ii;Ezp B;encloseQ MWFRS Qow-rise)gable end zone anC C C � �,�;'.,( —
Eztedor(2)zone;cantilaver left anE�right exposed;GC br members and forces&MWFRS for reac[ions showq Wmber DOL=1.60 . _ i� _
pla�e grip�OL=1 60 �'��
2)"TCLL ASCE 7-o5',Pg=30.0 psf(ground snow);Ps=varies(min.roof snovr23.1 psQ see load rases;Ca�egory II;Exp B;Partially _,
Exp.,Ct=1.1,Lu=50-0-0 .�'.
3)Rooi Design snow loatl has been.reducedto account for slope. � �
4.UnbalanceE snow loads have been consideied for ihis design. l _
5)This Vuss hes baen designedfor greater of inin roof live Ioad�cf�16�.0 psf or 1-.00 timesFlat rwf load of29:1-psf on overhangs--- �� - -- --
non-concurrent with other live loads. ,�,.� � � �
6)This Iruss has been designed(or basic load wmbinations,which inGUde cases with reductions for multiple concurrent live lo� adS!"'"""
7)Provitle adequate tlrzinage to prevent water ponding:
8)This truss has been designed for a 10.0 psf bonom chora live load nonconwrten�with any o[Fer live loads.
9)'This W ss has been designetl for a live loatl of 20.Opsf on lhe bottom chord in all areas whare a rectangle 3-6-0 fall by&0-0 wide
will ft beN+een the Conom chortl antl any other members,wilh BCDL=10.Opsf.
10)Provide mechanical connection @y others)of truss to bearing plate capable of wiNStantling 4241b uplift a[joint 2 and 42416 upllft al '�+Ir1� p �7 /Ci 1�i
ContlflL��on page 2 !
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E61]1908
OR�ERS EA-98�33 HIPS 1' 1
Job Refirence(ootonall
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NOTES �(13-14)
t 1)This truss is designed in accordance with.ihe 20091ntemationai Residenlial Cotle seclions R502.11.iand R802.102 and referencetl standard AN51/TPI 1.
t2)'Semi-rigid pitchEreaks with fxetl heels'�Member end fxity.model was usedin�he analysis antl design of this truss..
13)Designs checked for ASCE 7-05 wind at 72d mph;wintl reactions z 0.56 will adjusl wintl loed reaction to a speed of 90 mph(0.69 for 100 mph and 0.84 for 110 mph).All
other coeffcients remain the same as shown.
14)SPF No2 antl SYP No.3 can be substiNtetl for SPF StuE Gratle material(ROOf trusses only).
LOAO CASE�S) Slandard
1)Snow:Wm6er Increase=7.t5,Plate Increase=1.15
Uniform Loads(pl� .
- Vert:1-4=55,4-6=-55,6-9=-55,2-73=-2Q 1348=-50,-08-19=-20,10-'19=-50,8-10=-2�
U WdRftlhG Ver`('y d C '❑ m^�� - �?��M>�`ON RifS A!�1M,LUDED ffi]EX XEFFRENCS PdGE l91]6?3�HF3'ORE t6E. � �
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I fi-615 i 34-4 � &412 I 25-4-t � 31-11-0.
fi 6 66 5-PB 665 fi-6-5
Plate Offset IX VY f2'03-8 Ed 1 f4'0-5-770-2A1 f30.3-12,Q-2-0],_[7'b3-8 Etl 7�
LOADING(ps� SPACING '2-0-0 C51 DEFL in Qoc) I/defl Ud PLATES GRIP
TCLL 23.��` Plates Increase 1.15 TC 0.90 Vert(LL) -0.12 10-12 >999 360 MT20 19�/146
(GmundSnow=30.0j Wmberincrease 1.15 BC 071 Vert(TL) -02240-12 >999 240
TCDL 10.0 RepStresslncr VES WB '�33 Horz(TL) 0.11 7 Na n/a
BCLL 0.0 ' CotleIRC2009(rP�2007 (Matrix) Wind(LL) 0.08 2-13 >999 2G0 We�ght169Ib Fi=S%
BWL 10
LIJMBER BRACING
TOP CHOR� 2 X A SVPNo2 TOP CHORD SlmGUral wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2 X 4 SVP No2 BOT CHORD Rigid ceiling directly applieC or 9-24 oc bracing.
WEBS 2 X 4 SPF Slutl'Except' WEBS 1 Row a[midpt � 3-12,4-t0,6-�0.
4-10:2�%4 SYP No.3 or SPF No2 MiTek rewmmends�hat Stabiliiers and iequired cross bacin9
WEDGE De installed Dunng tmss erection,in accorCance wiih Stabilizer �
Lefi:2 X 4 SPF SNd,Right 2 X 4 SPF SWd Installation uide.
REACTIONS (Ib/size) 2=1291/0-38 (min.0-2�),7=1283/03-8 (min:0-2-4) This tmss tlesign assumes the use of Soulhern Pine lumber values
Max Horz 2=368(LC e) thal were.published in the 2005 NOS�and pnoP.to the uptlatetl�and
Max Uplih2=446(LC 9j,7=-04fi(LC 10) lower vales adopled by ALSC on June 1,2072. This is being done
Maz Grav 2=1927(LC 28),7=192�(LC 28) explicdly.at the direction ofFrank Avbel,PE,Engineer of Record
for ihe pmjecl.
FORCES pb)-MazimhmCompression/Maximum.Tension
TOP CHORD L2=0/27,2-14=2847/654,�3-04=-2693/689,3-4=-2060/656,445=-1524/fi28,15-16=1524/628,5-16=-1524/628,
SL=-2067/656.6-17=2693/689.7-'17=-2847(fi5Q.7-8-0127 j'�i i j'(,,
BOTCHORD 2-13=-043/2195:12-13=-0432195.1142=-263A523,it-18=263/1523.10-08=-263A523.940=398/2195. ..��.':�' � �=if,.
7-9=-3982195 '.ti�:�',;.,.:r., '� •
WEBS 3-13=0/286,69=0285,4-12=-133l592,510=111l592,3-12=-833f363,4-00=-199/200,6-00=-831/364 ��!�
JOINTSTRESSINDEX � .-�=�� y < � " �
2=0.9�,2=0.00,3=0.48,4=0-86,5=0.81,6=0.48,7=0.W,7=0.00,9=026,10=0.fi6,11=059,12=0.60and13=026 �, , '- -
NOTES (t3-14) � . l . -
7)WinE:ASCE 7-05;120mph;TCOL=6.Opsf;BCOL=6.Opsf h=25ft;Cat II;Exp B;endosetl;MWFRS Qow-nse)gable end zone and C C � ` :; � ,i '
6c[erior(2)zone;canlilever Ieft and right enposed;C-C for members and forces&�MWFRS for reac[ions shown�;Lumber bOL=1 80 � - "' ' �
plate gnp DOL=1 b� � �
2)"TCLL'ASCE 7-05;Pg=30.Opsf(gmuntl snow);Ps=varies(min.roof snow=23.t ps�see loatl cases;W�egory II;Exp B;Partially .'Jry
.ExP.:CY-1.1.Lu=50-0-0 .. '_ '';.'.�i�:
3)Roof design snow load has been retlucetl to account for slope. •���;�,���� ��r��.. �:�.•
- — 4jUnbalanced-snow�loatlshavetieenconsideredforlhisdesign. -- ____ - °�-',.i��^:::.%i������- - . _ . _
5)This Wss has been designed for greater of min roof live load ot 16.0 psf or 1.00 tlmes flat roo(load ot 23J psf on overhangs " �
non-concurrent with o�her live loaas,
6)This truss has been designetl for basic load combinations,which inGude cases with reductions for multiple concurrent live loa . --�
7)Provide adequate drainage to prevenl water ponding.
8)This truss has been CesigneC for a 70.0 psf bottom chora live loatl nonconcurren[with any other live loatls.
9)'This Iruss has been designeC for a live loatl of 20.Opsf on the botlom chord'in all areas where a rectangle 3-6-0lall by 2-0-0 wide
will ft between the bottom chortl and any other members,-wilh BWL=tO.Opsf. pf7 (} (�
Continuetl on page 2 IY��i R 1J 7 �U����
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OROERS EA-9B]34 HIPS 1 1
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NOTES .(13-14) �
�10)Provide mechaniral wnnection(by o�hers)of truss to bearing plale capable of wilhstantling 44fi Ib upiift atjoint2 arM'4461b uplift atjoint].
11)This imss is Aesigned in accortlance with the 20091ntemational Resitlen�ial CoOe sections R502.11:1 and R802.102 and referenced standartl ANSI/rPl 1.
12)"Semi-ngid pitchbreaks wilh fxed heels"Member entl fxiry model was used�in Ihe anatysis antl design of Ihis Imss.
73)�esigns checkad tor ASCE 7-05 wind al 120 mp6,wintl reactions z Q56 will adjust wind loa�reaction�to a speed of 90 mph(0.69 for 100 mph and 0.84 for 710 mph).All
other coeKCien�s remain��e same as shown.
14)SPF�NO2 and SVP No.3 can be subs[iWteG for SPF Stutl Grade material(Roof tmsses only).
LOAD CASE(S) Standard
1)Snow:Wmber Increa5e=1.15,Plate Increase=1.15
Unifortn Loads(pl�
Vert:1-0=55,4-5=55,5-8=55,2-02=-20,12-18=50,7-18=-20
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ORDERS EA-98]35 SPEC � �
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3x6 i ��
3 "
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26 10
11
12 £Y�
`��2 8 11 16 15 l`°.3d
� Sx] II 24 23 22 21 20 t98n12 = 6x4= 6�= 14
3x4 113x6 3x0 = 3v9 = 3x6 II 3x�4'..I'I Sx6=
4z8 = 8.00 'o'x1I -
5x6 = 3z4 =
� 14413 31-11-0
� c 16i� 4 64)1 I 0.5.u--pe��
�5.$.13� i66 I 3�165 h-1J�10.5� LL'4t� ��0 0.9�10 811 1�0-0
1-0
PI t Off t (XVl' f203-BEda 1 f4'0-512�0-2-01 f14�0-&12Etlqe1 f15:01801 BI f18'08-00-6-B1
LOA�ING (ps� SPACING 2-0-0 CSI DEFI in (loc) I/defl Lle PLATES GRIP
TCLL 23.1" plateslncrease 1.15 TC 049 �Vert(LL) -O.ifi 19 >999 360 MT20 iW/144
(GmunESnovr-30.0) Wmberincrease 7.15 BC 0.87 �Vert(TL) -0.36 19 >999 240
TCDL 100 RepStresslncr YES ' WB 0.96 HorzQL) 0.24 12 nla n/a
BCLL 0.0 � Code IRC2009/iP12�0� (Malnx) Wind(LL) 0.78 79 >999 240 Weight2141b FT=5%
BCDL 10.0
LUMBER BRACMG
TOP CHORO 2 X QSVPNO2 TOP CHORD SWcWral wood sheathing directly applied or 3-0-3 oc pudins.
BOT CHORD 2 X 4 SYP No2'ExcepP BOT CHORD Rigitl ceiling directly applied or 64-0 oc b2cing.
7-19:2 X 4 SPF Stutl . WEBS 1 Row at mitlpl 6-20
WE85 2X4SPFStud
WEDGE � This Wss desgn assumes the use ot Southem Pine lumber vaiues
Left:2 X d SPF SWtl,Right 2 X 4 SPF SNtl ihal were published in the 20�5 NDS and.prior to the u?dated and
lower vales adop�ed by ALSC on June�,2012. This is being done
REACTIONS Qb/size) 2=124010-3-8 (min.0-2-1),12=1240/03-e (min.0-1-11j explicitlyatthe�directionofFrankAvbel,PE,EngineerofReco�d
Mac Ho2 2=344(CC 8) for the prqect.
Max llpiift 2=50a(LC 9),12=439(LC 10)
Max Grav 2=V54(LC 32),12=1435(LC 2)
FORCES (Ib)-Mazimum'COmpression/MaximumTension
TOP CHORD 1-2=0l48,&26=2430/684,3-26=-2115/]03,3-27=1796/65].4-27=-0633/688,4-28=1587(/00,5-28=-1586/]0�,
5-29=-0587/701,29-30=-0587/701,630=1587/�01,6-7=4897/802,7-8=4646f735,8-9=-7798(/17,9-10=-232]/781,
10-11=4005/1229.11-12=1831/562.1243=0/27 � '��":Y�%`"
i .
BOTCHORO 2-24=-543A842.23-24=-543/1842.22-23=-543A842,21-22=328/7362,2�-21=325/i5t3,19-20=-81/33$ . � l,, ;
1849=51/0,7-08=-422/1149,1748=-316/1569,16-1]=436A898.15-16=�95/3149.14-05=309/1284,
12-i4=-300/i212 � ��
WEBS 3 24=0/222.3-22=b20/267,4-22=-002/458.427=246/468.5-21=-527@44.6-21=-167/157.6-20=1348/344. ��'-•
18-20=396/79t3,618=-05/261,A17=-972/410,8-17=-640/16'14.9-07=-72&328:9-�fi=-28/389.t0-t6=4278/469, - ' -
�10-15=211/7041.11-75=E68/2240.1t44=$32/179 - ' � -
NOTES (13-04) � -� t��
1)Wind:ASCE 7-05;120mph;TCOL=6.Opsf;BWL=6.Opsf;h=25R;CaL II;F�p B;enclose6 MWFRS(low-nse)gable entl zone and i �:.
C-C 6ctetlor(2)mne;cantilever left and right exposed;GC formembers antl forces&MWERS for reactions shown;Lumber � _
DOL=1.fi0 plate grip DOL=7.60 ' �
2)"•TCLL:ASCE 7-05;Pg=30.0 psF(ground snow);Ps=varies(min.roof snow=23.1 psQ see load cases;Gategoryll;Exp B;Pahialiy �'
.�t
Exp.;C�=7.1,W 50-0-0 � �
3) Roof Eesign snow load'hasbeen reEUCed to accountfor slope.—--- --- - -- - - —�� �- �+ ,�'- ---
4) Unbalancetl snow loads have been consitlered for this design. ,��..� � ��'�'
5)This truss has been designed for greater of min rooflive load of 16.0 psf or 1.00[imes flat roof loatl of 23.1 psf.on overhang�s ��^�'
noo-coocurrent vnth olher live loads.
fij This Wss has been designed for basic loatl combinations,which include cases wilh reduc��ons for mWtiple concurrent live loads.
7) Provitle adequate dainage to prevenl waler ponding.
8)This Wss has been tlesigned for a�t0.0 psf bottom chorC live load nonconcurten�with any olher live loads.
9)'This Wss has been�Cesigned for a live load of 200psf on the bottom chortl in all areas where a rectangle 3-611[all Gy 2-0-0 witle � ��I�J
will ft behveen Ihe bottom chord and any other members. I��IFq � �
Continued on page 2 '
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ORDERS EA-98735 SPEC � �
Job Reference o �ional
NVR HomPS.X� ' ' � ' � �.Z50 s Aug 25 2011 MiTek InEUSVies,Inc. Thu Oc113 09:02:1]2011 Page 2
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NOTES (13d4) ,�...,y_�
to) Pmvide mechanical wnnection @y others)of lruss to bearingqlate capa�le of withstanding 5041b upllft atjoin[2 and 4391b uplift atjoinl 12.
11)This truss is designeE in accortlance wilh Ihe 20�91nternalional_Resieential Code seclions R502:11.1 antl R802.102 and referencetl stantlard ANSI/7PI�.
12) 'Semi-rigid pitchbreaks with fxed heels"Member end fxiry model was used in ltie analysis and design of this Iruss.
13) Designs checked for ASCE 7-OS wind at 120 mph,wind reac[ions x 0.56 will adjust wind load reaction to a speed of 90 mph(0.69 for 100 mph and 0.84 for 110 mph).All
other coeffcienLS remain lhe same as shown.
14)SPF No2 a�d SYP No3 can be substituled for SPF Stud Grade material(Roof fmsses only).
LOAD CASE(S)
1)Snow:Wmber Increase=1.15,Plate Inuease=1.15
Wiform Coads(pi�
Vert:1-4=55,4-6=55,6-8=-55,8-13=-55;2-19=20,t 5-16=-20,1415=20,12-14=20
2) Snow Only:Wmber Increase=1.15,Pla�e Increase=1.15
Uniform Loatls(pl�
Vert:1-0=-6fi,4E=E6,6-8=-66..8-13=-66.249=20,t518=-20.1415=-20,12-16=-20
3) Unbal.Snow-Left:Lumber Increase=7.15,Plate Increase=1.75
Uniform Loads(pl�
Vert:1-4=55,4-30=-55,G30=78,6-8=:78,8-13=-30,2-19=-20,1548=-20,14-15=-20,1244=-20
4) Unbal Snow-Right Lumber Increase=1.15,Plate Increase=L15 '
UniFOrm Loads(pl�
VeM1:1-4=30,4-6=-30,6-8=30,8-9=-87,9-73=55,2-79=20.15-18=-20,14-15=20,12-14=-20
5) IBC BC Live:W mber Increase=125,Plate Increase=l'25
Uniform Loatls(pl�
Vert:'I-4=20.4-6=-20.6-8=20.8-13=20,249=40.1548=30.14-05=-00.1244=L�
6) GG Wind:Lumber Increase=1.60,Plale Increase=7.60
Uniform Loatls(pl�
Vert:L2=67.2-0=40,4-6�4.6-8=40.&12=40.12-13=6].2-09=q2,15-08=12.14-15=42.1244=-02
Haa:1-2=-79,2A=-52.6-9=-52,&12=52.12.73=79
Drag:4-5=-0
7) MWFRS Wnd Lek:Lumbar Increase=t bQ Pla[e Increase=l 60
Uniform Loads(pl�
Vert:1-2=9.2�=17.4-6=53.6-8=17.8-12=25,72-t3=15.2-19=-12.75-18=-t2.14-15=12,12-04=72
Horz:9-2=-21.2-4=5:6-8=5,&12=37..72-13=27
Drag:45=-0
8) IAWFRS Wind RighC Lumber Increase=L6QPlate Increase=1.60
Uniform Loads(pifl
Vert:1-2=15.2-4=25.4-fi=25.6-8=25,8-12=-77,12-13=9,2-09=12.iS�B=-12,14-15=�2.12-14=-12
Horz:1-2=d7.2-4=37.6-8=37.&1Y-5.12-13=21
D�ag:4-5=-0
9)MWFRS 7sl Wind Paratlel:Lumber Increase=1.60;Plate Increase=7.60
Unrform Laatls(pl�
Veh:�1-2=65.2-0=43.46=43.G8=43.&12=26,12-13=1 Q 2-19=42,1518=42.14-15=-12.1244=-12
Horz:1-2=-77,2-4=-55,fi-8=55,&12=38,12-13=30
oas:as=o
10)MWFR52nd Wind Parallel:LumOer Increase=1.60,Plate Increase=1,60
Uniform Laads(pIQ
Vert:1-2=18,2-4=26.�4-6=26,E8=2fi,8-72=43,12d3=65.2d9=-12,15-18=42.14-t5=-12.12-14=42
Horz:L2=30,2A=38,68=-38,&72=55,12-13=77
Drag:4-5=-0
tt),MWFRS3rd�Wind Parallei:Lumber Increase=1.60,Plale Increase=1.60
Uniform Loads(pi�
Vert:�1-2=47,2-4=19,4-6=19,6-8=19,842=17�12-13=4,&.19=-12,15-18=12.74-15=42.1244=12
Hoa:1-2=53,2-4=-31,6-8=31,&12=24,]2-13=16
D2g:4-5=-0
12) MWFRS'4th Wind Parallel:Lumber Increase=l.fi0,Plate Increa5e=1.60
Unifortnloatls(pl�
Vert::i-2=4.23=12.4-6=12,�6-8=12.&12=79.12-13=41.2-19=-02.iS18=12.1445=d2.72-14=-t2
Horz:�i-2=76.2-4=24.6-8=-24,&12=31.72-13=53
�reg:4-5=0
13) IBC Snow on Werhangs:Lumber Increase=1.75,Plate Increase=7.15
Uni(orm Coads(pl� � �
Vert:1-2=�6:2-0='20.4b=-20,6-8=-20;842=-2�.12-i 3=-66.2-19=-20.1518=20,1415=20,1244=-20
14) UnbaLSnow Only-Left:�Wmberincrease=1.15,Platelncrease=1.75
� Unifortn Loads(pl� '
Vert:1 A=:66.430=-66,;630=-W.65=-97.8-73=34.249=-20.15-18=-20.14-15=-20.12-14=.20
t5j Unbal.Snow Only-RighS:Lumber Increase=t.15,Plate Increase=1.15
Uniform�oads(pi�
"--"' -"Vert:'1�=-34�4-6=3d;6-8=34;8-9=109:9-03=-6Q�249-2q�t5-7B=-20,-74d5=20.12-14=-20_ - _ _ -_------' -- -- --
ifi) Live OnIy:.LUmberincrease=0.90,Place Increase=0.90 Plt meta1=0,90
Uniform Loads(plfl .
Vert:1-4=20.4"fi='20.6-8=-20.8-73=-20.2-19=-20.�548=-20.14-05=-20.12-14=-20
t7j 3rtl Unbal.Snow-Left:Lumber Increase=l:iS,�Plate Increase=1.15
Uniform Loads(p!f)
Vert:1-27=-55.4-27=-65,4'6=30.6-8=-78.8-13=30.249=-20,1&18=-20.1445=-20.12-14=-20
Continuea on pa9e 3
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LOAD CASE(S)
�g)4th Unbal.Snow-Left:Lumber Increase=1.75,�Plale Increase=f.15
Uniform Loads(pl�
Vert:1�=3�,428=-55,6-28=-73,6-8=-30,8-13=-30,2-09=-20,1548=20,14-05=-20,12-14=20
19) 5Ih Unbal.Snow-Lefl:Lumber Inc�ease=lJS,Plate Increase=L15
Unifortn Loads(pIQ
Vert:1-2fi=-55,4-26=79,4-6=30,G8=30,843=30,2-19=-20,15-18=-20,14-15=2Q 12-14=-20
20)6th Unbal.Snow-Right Lumber Increase=1.15,Plate Increase=7.15
Uniform LoaES(plfl
Vert:9-0=-30,4-29=-69,629=55,68=30,8-73=55.249=20,1&18=-20,14-t5=-20,t2-74=-20
21)7�hUnbal.5now-RighC Lumber Inirease=1.15,Plate Increase=1.15
Uniform Loads(pl�
Vert:14=-30.4-6=30,6-8=-76.8-13=-30.2-19=-20,15-18=-20,1445=-20,12-14=-20
22)H[h Unbal.Snow-Rignt Wmberincrease=lJS,Plate Increase=1.15
Unifortn Loads(pl�
Vert:1-4='30•4"6=30.6-8=-30,8-9=87,9-13=55.2d9=20,15-18=-20.1415=-20,12-14=-20
23)9th Unbaf.Snow-Pa211eC.LUmber Increase=7J5,Plate Increase=1.15
Unifortn Loatls(pIQ
Vert:13=30.4$=-93;6-8=30,8-13=-30,249=-20.1548=-20.14-05=-20.12-04=-2�
24) 10[h Unbal.Snow-Pa211e1:Lumber Inaease=1.15,Plate Increase=1.15
Uniform Loads(pl�
Veh:1-4=-93,4-6=-30,6-8=-93,8-13=-30,249=20,75-10=-2Q 14d5=-20,12-04=20
25) 11th Unbal.tlnbaLSnow Oniy-Lefl-ParalleC Wmber Increase=1.15,P�ate Increase=115
Unifortn Loads(pl�
VeM1:1-27=E6.4-27=-79.4'6=34.G8=-97.8-13=34,2-19=-20,1678=-20.14-75=-2Q�244=-20
26) 121h Unbai.Unbal.Snow Onty-�eft-Parallel:Lumber Increa5e=1.75,Plate Increase=lJ5
Uniform Loatls�(pl�
Vert:14=-34,4-28=-66,6-28=-9q.6-8=-34.&13=34,249=-20.15-18=20,14-15=-20,72-14=-20
27) 13th Unbal.Unbal.5now Only-LeR-Parallel:Lumber Increase=1.15,Plate IBcrease=1.15
Uniform Loads(pl�
Vert:b26=-66.4-26=98.4'6=34,8-8=34,&13=36,2-79=20,75-18=-20.14-15=20,12-14=-20
28) 741h UnbaLUnbal.Snow Onry-Righi-Parallel:Cumbe�Increase=L15,Rlate Inuease=1.15
Uniform Loads(pl�
VeR:1-4=-34.4-29=-85.6-29=-66;6-8=-34.8-73=66,2-19=20.75-18=-20,14-15=-20.12-14=-20
29) 15[h Unbal.Unbal.Snow Only-Right,ParalleC Wmber Increase=1.15.Plate Increase=1.15
Uniform Loads(pin
VeM1:1-4=-34;4-6=-34,6'8='95.843=34.2-19=20.15-78=20.14-15=-20.12-14=20
30) t6th Unbal.Unbal.5now Only-Righl-PardlleC W mber Increase=1.15,PlateAncrease=1.15
Uniform Loads(pIQ
Vert:1''4=-34.4-6=34.6-8=-34.8-9=409,9-13=-66:�2-19=-20,iS18=40.1445=20.12-04=20
31) 17th Unbal.5now Only-Parallei:Lumber Increase=1.15,Pla[e Increase=l�.15
Unrfortn Loads(pl�
Vetl:1�=-34.4-6=-118,68=34.8-13=34,2-09=20,1548=-20.14-15=20,12-14=-20
32) 18�h Unbal.Snow Only-Parallel:Lumber Increase=1.15,Plate Increase=L15
Unitortn Loads(plfj
Vefl:7A=-118.4-6=34,6'8='118.8-13=34,249=-2�,15-16=-20,1415=.-20,12-14=-20
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Job Truss Truss Type pry Ply
E61�1911
OR�ERS EA-9B736 SPEC 1 1
NVR Homes,X ].250 s Aug 25 2011 MiTek Indusfnes,Inc. Wee Oct i213:03422011 Page 1
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LOADING(psfl SPApNG 2-0-0 C51 DEFL in (lac) I/defl LPo PLATES GRIP
TCLL ?3.t" p�a[eslncrease 1.15 TC 0.54 Vert(LL) -0.0914-05 >999 360 MT20 197/144
(Groun�Snow=30.0) wmbermcrease i.�s ec osi venm) -o.z2ia-is >sss zao
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BCLL 0.0 ' Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.11 t4 >999 240 Weight iB81b FT=5%
BCDI 10.
Ll1MBER BRACING
TOP CHORD 2 X 4 SYP No.2 TOP CHORD StrucWrel wooE sheathing direcity applietl or 3-7-6 oc putlins..
80T CHORD 2 X 4 SYP No2 BOT CHORD Rigitl ceiling directly applied or 8-59 oc b2cing.
WEdS 2X4SPFStutl WEBS 1ROwatmidpt 6-13
NIEDGE MiTek recommends lhat Stabilizers and required cross b2cing
Lek:2 X 4 SPF SNd,Right:2 X 4 SPF SNd be installeil during Uuss erection,in accordance with Stabilizer
Installation quitle.
REACTIONS (Ib/size) 2=7240/0-3-8 (min.0-2-7),9=1240/0-3-8 (min.Od-11) This imss Cesign assumes the use of Southem Pine lumber values
M�Horz 2=344(LC 8) � that were published in.the 2005 NDS and pnor ro the uptlatetl antl
Mar Uplift2=504(LC 9),9=�439(lC 10) lower vales adopted by ALSC on Jvne 1,2012. This is being tlone
Max Grav 2=1754(LC 32),9=1435(LC 2) explicitly a�the direcfion of Prank Avbel,PE,Engineer of Rewrtl
for Ihe prolect.
FORCES (Ib)-Mazimum Compression/Maximum Tension
TOP CHORD 7-2=0/4B,2-19=2431/685,319=-2176!/04,3�20=1795/657�,4-20=4632/687,427=1594!/02,5-21=-1593f702,
5-22=-0496/688.22-23=449W688,6-23=149fil688.6-7=-7480f/00.7-24=-1491/670.8-24=-0612/634.8-9=-2078/694,
9-10=0/27
BOT CHORD 2-18=-543/7843,17-iB=-543A843,16-17=327/1360,15-16=327/1360,1445=-363/1594,1344=323/7493, ', j��:'�;„
t2-13=409A607.ib'12=-009/16�7,9-11=-409/1607 :'!//.
WEBS 349=0/224;&17=-fi23/2fi7.4-17=-98/444.644=-014/193.6d3=1190/464.7-13=-569/1479,8-13=542/337. .j'. '� . � - '-�;
8-11=0265,545=-342/263,445=-248/486,5-ie-p�p/163 ' �` ��'
='s�_
JOINT STRESS INDEX �
2=0.84,2=0.00;3=0.48,G=451,5=0.54,6=0.39,7=0.61,8=0.48,9=0.89,9=0.00,11=026;t2=0.63,73=0.61„14=0.54,15�=0.54;76=Q53,17=0.�54'and -
78=026 -
NOTES (13-t4) • - .
t)Wind:ASCE�-O5;120mph;.TCOL=6.Opsf;BWl=6.Opsf.h=25tt;Cal II;6cp 8;enclosetlpMWFRS(low-rise)gable end zone and C-C ; - �'�"'' � ?� �� -'
Extenor(2)zone;cantilever lefl and right exposed;GC for members and forces&MWFRSSOr reactions showq Wmber DOL=1.60 � - °
plate gnp DOL=1�.60 - � � � �'
2)°TCLL:ASCE 7-05;Pg=30.0 psf(gmunC snow);Ps=vanes(min.mof snovr23.1 psn see load cases;Category II;Exp B;Partially �^• ' '�
Exp.:Ct=1.1.Lu=50-0-0 �"'�'i;. -' '�~�`
,. '.
�.
;.��
__3)Roof tlesign snow load has been ieduceC W account for slope._ __ _ _______ __ _ ,_ ���li � . .� �y
4j Unbalanced snow loatls have been considereC for Ihis design. � ����
5)This iruss has been Cesignetl for greater of min,roof liva loatl of i6�Apsf or 1.00 times flat roof load o(23.1 psf on over�aogs°1,,,4l�
�non-concurtent with other live loatls.
6)This truss has been designed for 6asic IoaC comCina�ions,whlch indutle cases with reducPions for multiple concuvenl live Ioads.
7)Provide atlequate drainage to prevent water,pontling.
8)This truss has been Eesigned for a 10.0 psf bottom chord live IoaA nonconcurrent wi[h any other live loads. I
Continued on page 2 n�111 I� (1 r� � 11�
t r�i� Lr � U
�WARHIM, Verryd a oa%'?me�. dRF'Af11101ESON1NISANDINCLf�DFDMIFJCREFER&ACEPdGEl9f]6138FlOREUSF_ �ID . . ,
Dng fi0f � o ty �hM� kcm 1 Th tl sgn basetl �ly pi pa t sho n.and¢�won rW itl Ib ltl g< mp anG: ��m���
qppf b fM of tl��g pa t rs antl prop aP-afro I ompanenl s spo til ry i b'Itl ng deigner no�t tl g Bmc g sM1Own `-
nlrW�aolzupportof d itivolweDm b ry.Atltl9onallempororyb 'gt�' sfoblrytlumgconshuc(on'uPoe�ezponadllryoffhe 8�
tai.Atltli�iorwl pebnaneni Maatg O1lM1e ovemtl strvcNie u�ha reipon46il ry o1�pe bo IDing des Bner Fager�emi guitlance regartliry m ..r.,.r i�.
fo0 ( nlquoliiyco iN twage;tlel ery acton6ntlb 9 conxult pNS1/IPI1OUaHNCritetla.�SB�89antlBC316uptlingComponen� B185ountlsitleROatl
SW ry l IoimaXOn a I ble hom irv55 Pl t I iBUle;2Bl N L Sireel.5uile 312.Alevandio.Vn 4431 d. Etlenton,NC 2]933
IIWn���nt�wtn ✓nMriaa rAea�iin ��11>rr'w(KI1 (113 �IV
. i . . . . � , , . , _ . . .
� .
Job Tmss TrussType ��Y P�Y
E6P19N
OROERS EA-96�36 SPEC > >
- ..,.._.. .-:...:–:, _ .:... _ . .._. . . _..._: �-.�--,.._�_—_�- J b R f f ti�U—
NVRHO s,X . �2WSAug252U11MTeklntlusiries(Inc.-WetlOit1213:03:432�i1`Page2 —'""�_°
� ID:3URKSH�pxiLvFO_9 o3KaWZjP3J-STNDcv0o9VgqnT9u8JegH6S69V3Zw0iVFJS30?yU9oE
NOTES (13-14)
9)•This Imss hasbeen designed for a live IoaC of 20.Opsf on the bottom chord�in all areas where a rectan�e 3-fi-0 tall by 2-0-0 wide wili f[behveen the bottom chord and any
o�her members.
10)Pmvide mechanical wnnecLOn(by others)ot truss to bearing p�ate capable of withstanding 5041b upPift at join�2 and A391b upli@ atjoint 9.
11)This�russ is designed in zccordance wiM Ihe 20091nternational Residenlial Co�e sections R502.N.1 and R802.102 and referencetl stanaard AN51/TPI 1.
12)"Semi-ngid pitchbreaks wilh fxed heels'.Member end fxiry model was used in lhe anatysis and design of this truss.
13)�esigns checked for ASCE 7-05 wind at 120 mph,wind reactions x 0.56 aill adjust windldatl reac�ion to a speed of 90 mph(0.69 for WO mph arid 0.84 for t 10 mph).All
other coeffcienis remain Ihe same as shown.
14)SPF No2 and SYP No.3 can be substiNtea for SPF SWd Grade malenal(Roof lmsses onlyj.
LOAD CASE�S) Standartl
1)$now:Lumber Inuease=7.15;Plate Increase=1.15
Uniform Loads(pl�
Vert:1-4=-55,4E=55,6-7=-55,7-�0=55,2-9=-20
��peiW!/JG Verl/'y.d a D � � dXSADIASFSONiNfSA.mfACLUDF�AIIIEISR6FEREhCEi'dGEJ4f�]6TiA&i'fiREUSB � �� �
I bt¢ I ppor� ( d tl I b Tbe ly AtltlfOOlt p mryb0 rgib�N�� � � �O 'ntl iC Ib Id g p t� ������
p g ptl� ty IM1Ml k o a � t� tl g b sed ly po param imiho .
qppic b IM I d vg p rO 1 Ontl p! pa Paa� f p b le g tl B i t tl g B ng shown
est blNd g nsim 1 ' m po�vbinMa��ne
ector.Aaeronalpermanenibmcngoffheovemnzrrvc4nekrneresponsbltyofinetiuiltllgtles�nee.FOrgenemlguanr�ceregwd'v�g � � �^�����^
toGicofon,quollryconhd,s�woge.tleMZry,e�ettionontlbmcing.comul� qN51/IPI1QuoYNCtl�etlo,�SB�B9onEBCSIW11tlIngCOmponenf 8185ountl5'�]eRoaE
iolery InbrmvXOn�available hom irvss Plate Ins�IWte.481'N.Lee S�reef,Suile 312 Nexantlna:VA 2231a. Edenlan.NC P932
mt�irwV�MVnFer�aa IwArnerl�i wlKl11 )11ti �.i1V
.... ..._ .._ . . . � : � . . .[. __C.,_l� _ I.'I ' . . � . - . _ I _ '__'_. _ . . . _.. _ � �' � .. '.. . ' 1
• •
Job Truss Tmss Type aty Ply
E61�1912
OR�ERS EA-9B]3] SPEC 1 1
Jbft ! P a(r�pcon �
NVRH m s % _ ' _ :, �• �2305AUg25201inMiTekl tl sMes,lnc WetlOCt1213'03442011 Paqei
.�,..�z�-...._ . -�. .;<�.. . . .-,.-a•i- ._.r.� . ... . .�. .c.�.«_._ . . -
. . "- - Ib3UTEK5HtqxiLVFO_��o3KaWij?3J2h.bqFiVVpotiPok>IV9vpl%H?�fol�yi�zCCynyU9oU' �
o-n- saiz sas sio-s �aias vio-i sn-� si-iz
axfi� Scale=1:65.6
4z8'- 4x6 -� � -
3r4 =
4 5 21
20 72 6
B.00 t2
�g 23 9x6�
3x6 i e
3
Y
16
9
�' 2 io
s.v II » is�s �a ia iz �� m axe II
3s4 II 3x6= 3x4= 3z< = 4i8= 3x4 II
3xC = 3x6°
sviz � m-az � ia-i-> � n-iviz lis-4i � zss-e � ai-na
�
Plate OffseLSIX Y1' 12'0-3-e Ed 1 f4'0-512 0-2-01 f9'0-3-8 Edo�l
LOADING(ps� SPACWG 2-0-0 CSI DEFL in (loc) Ude9 IJd PLATES GRIP
TCLL 23.1° p�ates Inuease 1.15 TC 0.53 Vert(LL) -0.09 13 >999 360 MT20 197/144
(Ground Snow=30.0) Lumber Increase 1.15 BC 0.51 Vert(TL) -022 13-�4 >999 240
TCDL 100 RepStresslncr YES WB 0.80 Hoa(TL) 0.09 9 n/a n/a
6CLl 0.0 ' Code IRC20WlTPI2007 (Matrix) Wind(LL) 0./1 13 >999 240 WeighC 1871ti FT=S%
BWL ia.a
LUMBER BRACING
TOP CHORD 2%4 SYP No2 TOP CHORD SlmcNral wood sheathing tlirectly applied or 3-7-fi oc pudins.
BOT CHORD 2 X 4 SYP No2 80T CHORD Rigid ceiling tlirectly applied or 8�-5 oc bracing.
wEBS 2XaSPFS[utl WEBS iRowalmitlpt 6-�2
WEDGE MiTek recommentls Iha�Stabilizers and required cross bracing
Lefl:2 X 4 SPF Stud,Right 2 X 4 SPF Stud be inslalled dunng truss erection,in accordance with Stabilizer
Installation uide.
REACTIONS (Iblsize) 2=1241/0-3-8 (min.0-2-1),:9=1179/0-3-8 (min.0-1-10) ThisUUSSdesignassumeslheuserofSoulhemPinelumbervalues
Max Horz 2=353(6C 8) Nat were publishetl in t�e 2005 NDS and prior to Ihe updated and
Max Uplifl2=504(LC 9),9=368(LC 10) lower vales adopled by ALSC on June 1,�2012. TM1is is being done
Max Grav2=1755(LC 32),9=1362(LC 2) ¢xpiicitly at fhe direction of Frank Avbel,PE,Engineer of Record
for(he project.
FORGES Qb)-MauimumCompression/MaximumTension
TOP CHORD b2=0/48;2-18=-24371687,3-18=-2117/706,349=-7796/660,4-19=1633/690,4-20=-0596/705,5-20=4594/705,
5-21=-1497/691.21-22=-1497/691,6-22=-1497/691,6-7=4483f70d,7-23=t494/674.8-23=-1616/639,&9=-2087f/O6
BOT CHORD 2-17=-557/t844,i6-17=-557A844,15-16=341/7367,14-15=341/7361,134d=377/1595,12-13=-337/1496, .
1142=-455/1617.10-17=-055/1617,�940=�SSA 617 ,�\`:`.'�;
WEBS 3-17=0/224.346=-623/267,446=-98/444,6-�3=-714/793.6-t2=-1191/466,742=575/1421,8-12=551/341. .�"� ' � ����!'
8-10=0l261,5-t4=343/263,4-14=-24&487,5-13=2t0/162 � ��
JOINTSTRESS7NDEX �'"�
2='0.84,2=0.W,3=0.48,4=0.51,5=0.54,b=0.39,7=0.61,8=0.48,9=0.89,9=0.00,10=026,it=0.63,12=0.61�,�13=0.54,.74=0.54.15=0.53,1fi=0`54and
17=026� - ., ' r�.::rc'J �: _
NOTES (1114) : - -� � .`i' i �-
1)Wintl:ASCE�-O5;120mph;TCDL=6.Opsf;6CDL=6.OpsF;h=25fl;Cat II;Exp B;enGOSetl;MWFRS Qow-nse)gable end rone antl C C •'
6cterior(2)zone;cantilever left and nghl exposed;GC for members and forces&MWFRS for reactions shown;Lumber DOL=1.60
plate Bii7�OL=1'b� • - . ...". .�.� ;
2)"TCLL�ASCE 7-05{Pg=30.�psf(grountl snowj;Ps=vanes(min.roof snow=23.1 ps�see load cases;Category II;Exp B;Partialty ' ,�•�,
ExP.:bt=1.l.tu=50-0-0 -�. �,.!'�'' .;�`' .
— _3)Roof tlesigrtsnow loatl has been retlucetl to account tor slope.—_ —_- -- - ..---. — --...— J%_i;�� _ ��///� --
4)Unbalancetl snaw loads have been constlered�for this design. �1-_�4.( J
5)This tmss has been Cesigned for greater ofmin roof live load o�16.0 psf or 1.00 times 9at roof IoaE of 23.4 psf.on overhangv'�F4 /y/y/�/J�j
nornconcurtentwithothe�liveloads. /II�/ P
6)ihis tmss has beeatlesigne0 tor basic load combinations,which Inclutle cases with redudions for multiple concurrent live loads.
�)ProviCe atlequate dainage to preGent wa�er ponding.
B)This tmss has been designed for a 10.0 psf tiottom choM live loatl nonwncurzent with any oNer live loads ��Ifl pyl] (� 7 0 fl 1'1
( l V d LL..
Continued on page 2
A WARMhC 'Vcrtfy d O Pamm� d RGdD NOSES 0N RIfS AMI�INCLUDFD Mf"/FX RF3�E4fiNCE PAGE l➢f]4TJ AEFORE USE. :
�D g afidi � �se nN ��MTekcon ec� ID tlevg b setl ryupo p �1 rssM1O tl' I �ntl d IE Ytl'gco po enV �p����
APPI tilh �tlezig Pa t tlP�� !paaf tc P eM P �Iry (b ItlNg❑ 9 -n H de59 B 9showm S�
k� I � I pp tl � tl q I ¢bm be Iy.Atltl� If p�mryb gf exf bYtyd -g Onsfrv[�ons�herespOnSCllfya�fhe G6
rccroc ntld t onal pmnvnenl bmc ne of�he orera0 stivcfure e tt�e 2sponvb'I'ty of�M1e�oildmg tl signe�.Por general gu dance regardng � '�^
f�' t n.qualltyc koCs�wage,tlel ry.eret�wnantlb g;conwV qN51p�lYpuollp Ctlfeda,�59�89onE8C51BU0dlnB�omponent �616SOmtlsideRaed
SW tyl 1 rmatbn'o ilablehomimssPl t IrutiNa;281 N LeE9reap5uite312 Alpxantlna,Vq2231<. �
nw,.n....r�ro�anx...e..'.:'t �r�.n�n.n..� ....:GW....n,...ae.,a.,elum >mz uv Edonron,NC2]930
, ,
Job Truss TmssType Oty Ply
E6111912
OADERS EA-98]3l SPEC 1 1
Jo�Refer pr�j00I0�d1)
NVR Homes,X 72W s Aug 25 2011 MiTek IndusMes,Inc. Wetl Oct 12 13:03:44 2011 Paqe 2
.,,,.:t.... . , .��:..::.� .-..._,>.-.. .. ... _....._' _ "_ '_..,_.. __ .....,.,,._._._.�10:30HKSNt9tiiLvFO �_e31(aWi7aJ 2te6�FiQvVUnFa6°109v J?H%vPoFl. _..•-.�•�-,
- � _ � y p qfTzCcyRyU9oD " -
NOTES (13-04)
9)'This[mss hasbeen tlesignetl for a live loatl of 2�.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 witle will ft behveen the bottom chord and any
other members.
10)Provitle mechanical connection(by others)of tmss to bearing pla�e capable of withstanding 5041b uplift at join�2 antl 368 Ib uplift at joint 9.
17)This truss is aesigned in accordance with Ihe 20091n�ematioralResidential Code sections R502.1 L1 and R802.102 and referencetl slandard�ANSI/iPl 1.
12)"Semi-rigitl pitchbreaks with fxed heels"Member end�fziry motlel was used in the anatysis and design of this tmss.
13)Designs checked forASCE 7-OS wind at 120.mph,wind reacibns x Q56 will adjusl winE loa�reaction to a speed of 90 mph(0.69 for 100 mph antl 0.84 fo�710 mph).All
o[he�coeRCienis remain the same as shown.
14)SPF No2 and SVP No.3�can be substiNted.for SPP SWd.Gatle matenal(Roof Irusses only).
LOAD CASE(5) Standard
1)Snow:Lumber Increzse=1.15,Plate Increase=1.15
Uniform W ads(plfl
VeR:1-4=55;4-6=55,6-7=55,1-9=-55,2-9=-20
�[VARMNG VmfyA p ➢ K dRFdD1ASFSONS11fCdADfNCLfIDEDIIIlEXREFERI'J✓C&PdGE1IIf]6]3BF}'DRLUSE. �y�
D g Itll 5CO ly �M1MT k t ih tl sgn b tl lyvpo p teRSM1 tl f � 'ntl tl Ib 20ingcoTp nent �������
Appl blty ftlesig p t �antlry pe ncorpaatp i omp0 nfi po l„ItyoPo IdYgtl g � �-no�fN tl gnec'0f gsM1Own
u ior lotemi suppM ol nd vdual we�m mbers onry.Atld M1 nal tempwary� < g� nxura sfab I ty tli.nng cansfrv t on �he respon b Illty o�Poa
eradn. Atlditional O�onent bmcing o11M1e ovem112irvcNre u Me asponvb�lity ol Me building tlemgnec Por geneml gmeonce regartling n m�n.r nmiedi,
�obrcol qualirymnlmlxtomgo,-tlelery ectiodontlti 'gmruult pN31/IPIIOOaIryy CrMeAa,OSB-89aMBC519uA0�n9Camponenf B185oun6sideROatl
Sal fy l � alion ova labe hom imss Pl f I fitNe:481 N.L �SVce�,Sul�e 3l2 qlexandno,YA T1]ld..
.r tP�� n.tl..� n �.M OT>On Etlenbn;NC2]932
. �
Job Tmss Tmss Type pty Ply
E61]1913
ORDERS EA-98]38 HIPS 1 1
Job Reference(qp(jqpw
NVR Homes,% ]2W s Aug 25 2011 MRek Industries,Inc. Wed Oc11213:03:452011 Page 1
_-_-..-:--:- .--. - _..�-.—„ .5.,....�.;...,-.- .�:;:..� :�,.,,___.._�,.,_,..�.JP,�lRKSHWil�F.,07o3KaWZj?3J-1rVZ1b12g6wY0nJHJkgAM%XM_JhL0lToidv_1WyU9oC,.._. _
-11 8-615 64-B 60.0 6-0-9 9�8-15
4x8° Srale=Lfi6.9
4x6 =
4 16 15 5
8 00 4
3x6 G 3xfi O
3 6
d
t3 i6
]
� z �g
Sx> II 12 � 11 �� �� 9 8 Sx] ��
3x4 I� 3�6 3x8° 3x4 I�
3xa=
66-15 t3H iB-9-02 2S4t di-01-0 �
Pla�e OffsetsfX Y1� 12�03-e Edoel f4'0-5-12 0-2-01 f5'0342 0-2-01 f7'03-8 Edo �
LOADING(psQ SPAqNG 2-0-0 CSI DEFL �in (loc) Udefl L/d PLATES GRIP
TCLL 23.1" p�ates lncrease 1.15 TC 0.90 Vert(LL) -0.12 &11 >999 360 MT20 �971744
(Ground Snow=30.0) Lumber Increase 1.15 BC 075 Vert
TCDL 10.0 (11) -023 7-8 >999 240
BCLL 0.0 ' RepStresslncr YES WB 0.33 .HOrz(fL) 0.17 7 n/a n/a
BWL � CoGe IRC2009/rP12007 (MaVix) Wind(�L) 0.09 7-8 >999 240 Weigh�:i681b FT=S%
WMBER BRApNG
TOP CHOR� 2 X 4 51P No2 TOP CHORD Structural wood sheathing direc[ly applied or 2-2-0 oc putlins.
BOT�CHORD 2 X 4 SYP No2 BOT CHORD Rigia ceiling tlirec0y applietl or 9-0-8 oc bracing.
WEBS 2X4SPFSNd'Excepf WEBS 1ROwatmidpt 3-11,4-9,6-9
4-9:2 X d SYP No.3 or SPF No2 MiTek recommentls ihal5tabilizers antl requiretl cross bacing
WEDGE be insfalled dunng Imss erec�ioq in accordance with Stabilizer
LeP,:2 X 4 SPF Stutl,Right 2 X 4 SPF SWd Installation uide.
REFLTIONS (Ib/siza) 2=129710-3-8 (min.0-2-4),7=1223/0-3-8 (min.0-23) This lmss design assumes the use of Southem Pine lumber values
Ma<Hoa 2=37](LC 8) that were published in ihe 2005 NDS antl prior�o the uptlated and
Max Uptift2=-446(LC 9),7=374(LC 10) lower vales atloptetl by ALSC on June 1,2012 This is being done
Max Grav2=7928{LC 28),7=7854(LC 28) explici�y at Ihe direction M Frank Avbel,PE,Engineer of Recortl
for the pmject.
PORCES (Ib)-MaximumCompression/MaximumTension
TOPCHORD 1-2=027,243=2849/657,3-03=-2696l692,3�=-2063/658,4-i4=152fi/631,�1445=d526/631,5-15=-1526/637�,
5-6=-2�65/660,6-�6=2704p00,746=-2&56/665 :i ;
BOiGHORD 242=�57/21W,11-12=-457/2197.t0-11=-277/1525.10-17=272/1525,9-17=-272A525.8-9=-4442203.
7-8=�44/2203 ``�,, ';t��
WEBS 3-12=0/286,6-8=0/286,4-11=-133/592,59=-114/595,3-t1=833/363,.4-9=-200/200,6-9=-839/373 "!<,
'�i.
JOINTSTRESSINDEX �-'i'.:`�� �i;�, �
2=0.W,2=0.00,3=0.48,4=0.86,5=0.80,6=048,7=0.W,7=0.00,8=026,9=0.66,1�=0.59,11=0.60and12=026 ..� � .. -
�r' �
NOTES (7g�q) .':s�. -
i)Wind:ASCE 7-05;120mph;TCOl=6.Opsf;BCDL=6.Opsf;h=25R;Cat II;Exp B;enGOSed;MWFRS(low-rise)gable.end zone antl C C�. ', -�' _
Exterior(2)zone;cantilever left antl nght exposed;C-C for members and forc¢s&MWFRS for reactions shown;Lumber DOL=1.60 . 1 •--
pla�a grip bOC=1.60 :� -
2)"TCLL:ASCE 7-05;Pg=3�.0 psf(ground snow);Ps=vanes(min.roof snow=23.1 ps�see load cases;Category II;Ezp B;Partialiy , p���
Exp.;C1=1.7,Lu 50 0 0 '� � ;�
3)Roof tlesign snow load has been�reduced to account for slopa � ` � � `
4)Unbalaoced snow loads liave been wnsitlered for this desiga �'/,f � �' \
—5)-This�WSS.has�beendesignedfo�greaterofmin-roofliveloadof-0fi.Opsfor-l.0�timesflatroofJOadof23.7-psfonoverhangs�----r' � �I� t" - -
non-concurren[with otheP live toads. ✓2.�...-r
6)This Wss has been designed for basic load combinaUons,which indutle cases with reduclions for multiple wnwrtent live loaas.
7)Provide adequate tlrainage ro prevent water pontling.
B)This Iruss has been designed for a 1�Apsf bottom chord live loatl nonconcument wi[h any other live loads.
9)"This lruss has been designetl Por a live(oad o!20.Opsf on the bottom chortl in all areas where a rectangle 3-60[all by 2-0-0 witle
wlll fit belween the bottom choM enE�any oNer membars,with BWL=10.�psf. `'rlk� Q 7 �U� �
Conlinued on page 2 �� �
�WARMA�G .Verrfv d 0 Oa�+m� a^d RFdD NUIES ON i3I/5 dlm INC,LUDED lII]EICREFERFNCE PdGE HIf]6T3 BFFGRE US& .,�r:i i,x•:r:r
�D sg Itl� ineo IywtlM1hVlekcon 1 Ihudesig b tl ly po pam ters how tl 1 'tl tl alb�ld g o po t �����o
AppGCabl�y�ttlesig pa ters�aiitlp permcIXpwat t mponents! po Dily fb Id 9deg f noH tl9Ag B n9zM1Own
0 lotemlwpportol tl id I bme be ty::Ntltl� n II p �ryG 'r�gf rwies�atillrytlunngconsWdwnx�herespowb111ByoliM1e
a
racfw.AtltlitiorqlpemianenibracingofiM1eoverallstrv WreulM1erespon.udPryolIDeboildingtlesgnarFargenemlgutlanceregortling iM •�,.r ...
tabn t quoliHconirdstomga.tlef ryeectionondb &c� vlP pN21/IPI1puaIXVCAetla,�5B�89oMlCSIBUiIdhgCOmponent BieSOUnESiEeROad
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114mnF�mCiry4CYmFeri�a 'fwltAerini�- ryn11L111 >I11i ♦IV
_ . , _ . . _ _ , . .
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Job Truss TmssType Q�Y P�Y
E61]1913
OROERS EA-98I38 HIPS 1 �
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NVR Homes,X 725�s Aug 25 2011 MTek Industries,Inc. Wed Oct 1213:03:452011 Page 2
1�3URKSHIqxiLVFO_?_o3KaWZj?3J-1 rVZ�bl2gfiwY0nJHJkgBMXXM_JhL0lToidWW IyU9oC
NOTES (13-14)
10)PmviEe mechaniral wnneclion(by others)of Wss to bearing plate�pable of wilhstanding 4461b uplift at joint 2 antl 3741b uplift atjoinl7.
i t)This tmss is designed in accordance with the 2�091ntemational Residential Code seclionsR502.11.1 and R802.1Q2 and reterenced standard'ANSI/TPI 1�.
12)"Semi-rigitl pitchbreaks with fxed hee13"�Member end fizity madel was used in the analysis and design af Ihis truss.
13)Designs checketl forASCE 7-05 wind at 120 mph,wind reactions z 0.56 will adjusl wind load reaction to a speed of 90 mpn(0.69 Por 100 mph ane�.84 for 110 mph).All
other weffcients remain ihe same as shown.
14J SPF No2 antl SVP No.3 can be substiWted for SPF SWd GraCe maceAal(Roof tmsses onty).
LOA�GASE(5) S�andard
1)Snow:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(pIQ
Veh:1A=-55,4-5=55,5-7=55,2-11=-2Q 11-17=-5�,7-17=-20
V W,IRMNG V lYd a �n ���andRF.fOMJlESONRIfSANDIhCLUDF�Mf1ElCREFFl26AC'SPAGEHII]6T�'BF3'ORE[2CE . . .
D g litlfpuw ry tthMTk onneclors.Aetle.ug - b e0o ly pa p 1 M1a ntlrcla� �Intl tl Ib�ltl gc p �nl. �p��p��
AppN b'fm'OI tlESgn pa � ntl piOpe�n[apwat 1 p0 en� po rb f�ty o�b W g tlE g a�-, O�1 tl g. .B g s�own �[ ��.1
C�P'b�eralxuppWOl�dntlUalwebmembersonly Ptld�Onal�empomrybmcirglo�res�pbl�ytluM8�9�ihuctwn�ilM1erespOwtillifyo���e ai tl8
ecfor_Aaditionolpemwnenibm<ingotiheorerallshvcNreet�eresponsibillryotibebailtlingtlevgnecFOrgenerolguitloncere9arCing . ��.".�^���.•
bbncotion.qualiryconfrd;#oroge,tlelivery.cec�ionontlbrocing,ronsul' pN51RPI1puaIlNCtlbtla.�5B�89anEBC510uYtlingCemponent 8185ouMSitleROatl
Soferyl^IOrmaNOn availaolehomiNssPlatelnitilNe.281N.Lee9reel.SUite314.AlexOn4na.Vq4431Q Edemon,NC1l931
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E6171914
OR�cR5 EA-98]39 SPEC. � �
"'���'NVRNomes,%"` -�`^"'-�"` '"°`m _ � - _--�.]250 s Aug 25 2011 MiTek InEu9stries,Inc Wy,O Ud�[]i ua ab am,rag.,t.,.
� ` ���u J f 103URKSHtqxiLvFO��'+_o3KaWi�3J-V23LFw2 RQ2PexuTfRCNOk4XZZ27MDyxHhjOKyU9oe M
�� _i _ a. g� 68-8 { . . z6.z-s � 3i-ii-0 a��e.a
0-fl- 6-ff15 64-9 '460 230 ]8t ]-&] 0.Hd
Ox6� Sfdl¢=1:1].0
4x6— ax6= 6
4•
19 3x6�
s.oa iz axe�
�
3ati� 8
3
18
9
�i� Ia.
529 �� t] � t6 15 1C t3 �Z 11 �� 9x8 �I
3r4 I I 3xfi= 3x4 �I 3x8° 3xfi 3KC I I
3s4=
-tY d0.S -- - -�
fiL 6d 16-0 ?-� 1L-1 ]-&]
Plale OffseLS(X Vl'�2.0_3_B�ECoe1 f4'.�3�2'01 f9 0 3 8 Edo 1
LOADING(ps� _ SPACING RO-0 CSI DEFL in Qoc) Vae9 Iltl PLATES GRIP
TGLL ?3:1" p�ates Increase 1.15 TC 0.95 Vert(LL) -0.14_1517 >999 360 MT20 197A44
(GrowG Snovr-30 0) W mber Increase 1.15 gC 0.68 Vert(TL) -Q27 15-77 >999 240
TCDL ���4 RepSiresslncr VES WB 0.8� Hoa(TL) 0.09 9 n/a n!a .
� BGLL 0.0 ' Gode�IRC2009lTPI2007 (Matna) Wind(LL) 0.13 &71 >999 240 Wei9ht1831b FT=S%
B DL t0.0
� LUMBER BRACING
TOP CHORD 2 X 4 SYP No2 TOP CHORD Structural wood sheathing tlirectly applied.
BOT CHORD 2 X 4 SVP Na2 BOL CHORD Rigid ceiling directly appliea or e-7-5 oc bracing.
WEBS 2X4SPFSWd'ExcepP WEBS iROwatmitlpt 3-75,5-14,5-13,8-�3
6-13:2 X 4 SVP No.3 or SPF No.2 MiTek recommenCS Ihat Stabilizers antl required cross bracing
WEDGE be installee�tlunng lruss erection,in accordance with Stabillzer
Lett:2 X 4 SPF S�ud,Right 2 X 4 SPF SWd lnstallation uide. ,
This lruss design assumes Ihe use of Southem Pine lumber values
REACTIONS Qb/size) �2=1272/0-3-e (min.0-2-2),9=1343/�-&B (min.0-1-11) Ihal were published in lhe 2005 NDS and pnor to the updated and
Max Horz 2=429(LC e) lower valas adopled by ALSC on June 1,2012. This is being done
Max Uplift2=-472(LC 9),9=-059(LC 10) explicitly at[he direction of Frank Av6eI,PE,Engineer of Record
Mai Grav 2=1808(LC 32),9=1435(LC 2) for the project.
FORCES Qb)-MazimumCompression/MazimumTension
TOP CHORD 1-2=027,2-18=-2649/638,�3-tB=-2494I673,3-0=-7843/639,4-5=1342/615,5-6=-0365/652,679=-7334l620, ,.���.,
749=-1357J592,7-8=-1426/576,8"9=4037/665.9-10=027� ^` _" '.
i6-17=-SOfi2032,1546=-SOfii2032,t4-05=208A341, 12-t3=-3fi0/1563, �;���� �/���',
BOT CHORD 2-17=5�6/2032, 13-04=-206/1338, , � ^,��
11-12=-3fi0/1563,1b20=360/1563,320=-360fl5fi3�
WEBS 3-i]=0291�,3-15=-853l365,4-t5=-009/d39.514=-219l169,5-13=-927I39Q.6-13=<61/118"!,&13=683/431, _ -
8-11=0/342 " - ' .. '
JOINT STRESS INDEX • `-�' " '�"
2=091,2=0.00,3=0.48,4=0.80,5=0.59,6=0.6�,1=072,8=0.48,9=088,9=0.00,17=026,12=0.61,13=0.6914 026,15 054,165�;95antl17 026�_
t� ' I _
NOTES (13-14) � '- �
1)Wind:ASCE 7-05;120mph;TCDL 6 Opsf;BCDL-6.Opsf;�.h=25R;CaG II;Exp 8;enGOSed;MWFRS Qow-nse)gable entl zone and G C _ .
E#erior(2)zone;cantilever lefi and nght ezposed;GC for members and forces&MWFRS for reactions shown;Lumber DOL=1 GO 4.I'� 4�
plate9npDOL=1�.60 "�: - ��_
2)"TCLL:ASCE 7-05;Pg=30.0 psf(gmund snow);Ps=vanes(min.moi snow=23.1 ps�see load cases;Category II;.Exp B;Partially � .
� �n;t . .r—'�...
Exp Ct=1.t_LU FA 0.0 i -;,�_ _ _
3)Roof Oesign sriow loaa-has been reducea'to accounl for slope-- — —
4)Unbalanced snow loads'have beem m�sdereE for ihis Cesign.
' 5)This Wss has been designed for greater of mimmof live load of 16.0 psf or 1.00 times flat moi load of 23.1'psf on overhargs"��.^.
noo-wncurrent wrth otherJive loads,�
6)This[russ has been tlesigned for basic�oad combinations,which inGUtle wses with.reductions for mul�iple concurrent live loads.
�)Provitle adequate�tlrainage td`preven�water pontling.
B)This tiuss has been tlesignetl for a t0 O,psf bottom chord live IoaC noneoncurrenc with any other live loads.
9)'This tmss has been designed for a Ine,loatl of 20.Opsf on ihe battom chord in all areas where a rectangle&6-0 fall by 2-0-0 wide ��I�� O � ��1 ;
CoN(IH���B{W$��b°$om chord ana any other members,with BCDL=10.Opst. ��I`
Q WARMhG V fu d� an pa.vmd - d RfN�M11ES ON.iH15 ANO INCLUD!'D 19IFX NEFFRPK'E PdG6lflf T4T3�96FURS L6&.
D g fMl use ry ThMl e � .Th tlevg b etl ly ponPa ¢t rssho tl f� -rrtll tl Ib Itl g omp0 eni. ���*Q��
4PP6 Ob�ly t tleNQ pa � rs ontl p P �MPIXOt t P ¢�� SPO ti I1Y O�b Itl' p 4 9 ! �hu tlB519 .. B 9�'�^� �\O
rsforWtarolwpparlo�ntivtluolwab embe onH.�Atltlfo If mp� rybo gt -nwreN biNtl g nsim 1 I th rep blf�yoi�M1e ■d
ciw AtlC(orwlpertnanenibmc 9o(ih o e �I t 1 fM1 spwmbfry tlh 6IYS gtl igner.FwgerieralB�tlo ceregordug "
�pbnCOf q IityCOnholslomgetlf ry � atl� 9 nwtl qN51/fPllpuolry�QHeBo:058�89anEBCSIBUIItlin9COmponenl 8185oun6sNeReetl
Saley Informalbn ava lable kom imss Plate InsiBUte,2BI N lee SVee1:5u le 312 A1 xantlna.VA 24314 Edanbn.NC 2]934
IIF�nFain�i�v [C M�mM�ia :f.M���A�i...vaL�eaar�r�n�e�.1li��iwM(11')111i �I V
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Job Truss� Tmss Type �ty Ply
E6171914
ORDERS EA-98I39 SPEC 1 1
Job Reference �lonfona�
NVRHomes,X ]2WSAUg252�itMiTeklndustries,lnc. WetlOCt1213:03'462011 Page2
. - �_..<... . . ... ..... . -._.�,. . -. .. - . . .. . _ .. . _.� -.....r:
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NOTES (13-14) �
10)Pmvide mechanical mnneclion(by athers)of tmss to beanng pla�e capable oiwithslanding 4721b uplifi atjoint 2 antl 4591b uplitl atjoin�9. ' `
11)This imss is designetl in accortlance with.the 20091niemational�ResidentiafCode seclionsR502.11.1 and R802.102 and referenceC stanaard ANSIliPI 7.
12)"Semi-ngid pitchbreaks'viith�fxed heels'Member enE(xirymoHel was used in.Ne analysis and design of�his imss.
13)�esigns checked for ASCE 7-05 winC at120 mph,wind�reaclions x 0.56 will adjust winC load reac[ion ta a speed of 90 mph(0.69 for 1�0 mph and Q84(or-170 mp�).All
other meffcienLS remain the same as shown.
14)SPF No2 antl SYP No.3 can ba substiWted for SPF SNd Grade material(Roof trusses only).
LOAD CASE�S) StandaN
1)Snow:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(pl�
Vert:1-4=-55,4-5=-55,5-6=-55,6-00=55,2-02=20,12-20=-50,9-20=-20
�WMMNG Virv(ud Q p�umn.l (lRPADNUIESONTNfSAA�INCLUDEDAIIlEKAF.l'ERFJXFPAGENII�4T3AEFORSI/SE. � . ..�,iH�.�,�
Oesg Itll eo ry hMR k n � A' tle9g basetl lyupmpa t h tl tw - C tl Ib tltl B mponent �������
AppG WIM �d �9 Pa ate tlp p r'ncoPaata ol o po nt's Po tilty �b Id gtl g �notf tl g �-B� gsFiown
kl IateralwppMotntlntluolwetimmbersonly.Atltltlonallempwaryb gf nsurestabltytlonngmnshucM1Onislperespanzb}liryoithe
raciw.AtltlifiOn01 pemqnenf brocing of��e ovetoll strvcNre'¢Me 25pon5ibi01y o�Ipe boilding tl¢signcv.Fo�gane�ol gvidance�egObing A mi e.r�.inn.L.
�abncofion.q�afty[O�hOI.Aarage;tlelivery,erettionontlbmcing.consul� qN31/IPilpuallp CtlRtla,058�99�onEEC31Bm1ElyCemponenf
SoIMylnbrtnaXOn avaJabkhOTirvsPla�eln5�0We,491N:Lea54ee1,SU110312.AlexanCtlp,Vq1])10_� B183oundsldeRaetl
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Job Truss Tmss Type dty Pty
E6P1915
OROERS EA-98]40 SPEC 1 1
NVR Nomes,X �250 s Aug 25 2011 MiTek Intlustries,Inc. Wetl Oct 12 13:03:4�2011 Page 1
LL�""������ -'�� �-� �-� � ^- -�66-15 � "'-iv��e "- � �ep"�D:3URKS1,yhrLvFO '+ 9KaWzl;!3J,EdkSG31CkAGG5TgQ9jcRytliv�NOSptS.qxQGZmyU9oA
� ... - �
_ � _ .- :I . _.... �"-f-1 I 2lz.s`- -..s.s+. st n:p-�,.,� I
0.t1-0 6fi-15 6�4-9 460 2-3.0 - ]-Ft ' ]&] •.• .� .-�"' "
<xfi�� • S�le=1:]62
ax6- ax6 = 6
4 5
18 3xfi�
8.00 12 3x0��
3x6 i T
B
3
d
n y
�'� I�
a d
Sx] �I �6 15 t4 13 4 �� 10 19 4xB ��
3a4 �I 3n6 = 3x< II 3z8 = 3�O 3x4 II
3r4=
fib-15 I 13:11-8 IM.S-8� 168-9 24Q.9 � 31-0f-0
fib-15 6-0.9 1-GO�t� Z6-t ]-6]
P�ate Off t !X Y1' !2'03-8 Ed 1 f4'0-3-12 0-2-01 f9'0-3-8 Eda 1
LOADING(ps� SPApNG .&0-0 CSI DEFL in (loc) Vdetl Lld PLATES GRIP
TCLL 23;��� plates lncrease 1.t5 TC 0.94 Vert(LL) A.14 1416 >999 360 MT20 197/166
(GmundSnow=30.0) �umberincrease 1:75 8C 0.68 VeM1(TL) -028 9]0 >999 240
TWL ���� RepSlresslncr' VES WB 0.88 Horz(TL) 0.09 9 Na n/a
BCLL OA ` CotleIRC2009/TPI2007 (Matriz) Wind(LL) 0.15 9-10 >999 240 Weight:iffiIb FT=S%
BCDL 100
LUMBER BRACING
TOP CHORD 2 X 4 SYP No2 TOP CHOR� SWCturol wood shzathing directly applied.
BOT CHORD 2 X 4 SYP No2 BOT CHORD Rigitl�ceiling direitly applietl or 8-5-15 oc bracing.
WEBS 2 X 4 SPF SWtl'ExcepC WEBS 1 Row at miapt 344,5-13,5-12,8-02
642:2 X 4 SVP No.3 or SPF No2 MiTek remmmentls that Stabilizers antl required cross b2cing
WEDGE be installed during truss ereclion,in accordance with.5tabilizer
Leff 2 X 4 SPF 5[ud,RighL 2 X 4 SPFBtud � Installation qultle.
REACTIONS pb/size) 2=1273/038 (min.0-2-2),9=1283/03-8 (min:0-i-10) This Uuss design assumes Ihe use of Swthem Pine lumber values
Max Hoa 2=439(LC e) t�at were published in the 2005 NDS znd�pnor to the updated and
Maz Uplift2=-472(LC 9),9=387(LC 10) �ower vales ado0�edby ALSC'on June 1,20t2. This is being dane
Mai Grav 2=1809(LC 32),9=1362(LC 2) explicitly al the direction of Frank Avbel,PE,Engineer of Rewrd
for the projec�.
FORCES Qb)-MazimumCompression/MazimumTension
TOP CHORD t-2=0/27;2-17=265�/640,3-17=-2495/676,'3-0=-1844/642,4-5=1343/618,5-6=-1367/654,6-18=-1335823,
� 748=-1354/595.7-8=4429/578.8-9=-2045/674
BOTCHORD 246=-519/2033,15-16=-579/2033,14-15=-519/2033,1344=221A342,12-13=-220/1339,11-12=403A571, ,,y��'.�."..
1017-403l1571.10-19=-403A571.9-19=��3/1574 , ��',�
N/EBS 346 0/291'�3J4=-853/365.4-04=-010/439,513=-219/1fi8,542=927/396,642=-465/1189,&12=688/439, i �� �� ::!i�.
r�<.
8-10=0/344 ti). .. . ' - ''j�
JOINT STRESS INDE% .
2=0.97;2=0.00,3=0.48,4=0.80,5�=0.59,6=0.60,7=074,8=0.48,9=0.87,9=0.00,10=026�,11=0.61,12=0.69,13=026,14�,=0.56,15=0.95and�16='D26
NOTES (73;14) " ' :'.�"�:�"'- -'
. �'... ` ' ._
1)Wnd ASCE,7-0Sj 120mpfij TCDL=6.Opsf,BCOL=fl�psf;h=25ft;Lat.II;Exp B;enGOSed;MWfRS Qow-nse)gable end zone and C'C' , `�` -? ' =-
EMerior(2)zbhe;cantilever left and��ngh�ezposeE;CL for members antl.forces 8 MWFRS for reactions shown;Wmber DOL=1.60 � " �� - ' -�
plate gnp DOL=1.60 � .��:�. "
:
2)"TCLL ASCE]-05;Pg=3�D psf(gmund snow);Ps=vades(min.roof snow=23.1 psij see load cases;Ca[egory II;Exp B;Partially �
ExP.Ct 1��.1.Cu=50-0-0 '= '
3)Roof tlesi9n snow loatl has�been reduced to account for slope. /f,��� �"' ' ♦r�'�—
___4).Unbalanced 5now loads�ave been considered for this design._„ ' `��'
5)This tniss has been designed for greater of mio roof live load of 16.0 psf or 1.00�imes flat mof load of 23.i psf on overhangs� "�� '1
non�oncortent with othei live loatls.
6)This truss has been designed for basic loatl combinations,which inGude cases with reductions for mWtiple concurren[live IoaES.
7)Provitle aEequate drainage to prevent water,pontling.
8)This iruss has been designed for a 10 0 psF bonom choN live load nonconcurrent wilh anybtherlive loads.
9)'This tmss has been designetl for a Ine loatl of 20 Opsf on Ihe 6otlom choM in all areas where a rectangle 3-60 tall by 2-0-0 wide f r1❑ r7 �J 1 i
CoM7NSB�@VW���bottom chord and any other members,with BGDL=10.Opst I II'�i\ O �
0 IYARMNG Vcryy d p p d d R6AD lATES ONTHfS dAm INLLUDFD FIIIEKXEF'fiRfiM'6 PdGE Mll 14T3 BFIORE USE. �.;�;.�„����;i�
�I blemSUPP�o�NtlN'tluo?ebm mbersonrytlA Oto ol�amPwaryb�v 9�o n5u�esfoblMtlwn9mmirvcbonlz�heiepOnabJ6�Y�tM1e ������
Appf oblty Itleilg p fersontlpope ap lronof cvrrpo tu sponiblryolb Itl Btl g 1� tl g Bro gshown
ecta.NtlEiBOnal pertn nent bmcing a�f�e overaX s�mcN e'v iM1e rexpardbifry ofMe builtlirg devgner.For peneml goitlonce regartling nr,i..
IoMCton.quolirymtid toroge.tleferyerecfanonCbro g_cdmuB pN51/RllpualMCr�htla,DSB-89antllCSlBOAtlingCOmpanent 819SOUntlsqeRoad
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E61�1915
ORDERS EA-98]40 SPEC 1 '1
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NOTES (13-14) ' ' ' -'
10)Provide mechaniral connection(by others)of Imss fo bearing plate rapable of withstanding 4721b uplift at joinl2 antl 3871b uplifl atjoint 9.
11)This truss istlesignedin accordance with the 2009 lnlemational Resitlentisl Gotle sections R502.11.1 and R802.102 and referenced s�andard ANSIlTPI i.
12)"Semi-ngid pitchbreaks with Txetlheels"Member end fixity model wasused in[he analysis and design of this Wu.
13)Designs checked for ASCE 7-OS wina at 120 mph,wind reactions z 0.56 will adjust windJOad reaction to a speed of 90 mph(0.69�for 100 mph antl 0.84 for 110 mph).AII
athermeffcients remain the same as shown.
14)SPF No2 antl SYP No3 can be subsliNteE for SPF SNtl G2tle material(Roof tmsses only).
LOAD CASE(S) $tandard
1)Snow:Wmber Increase=1.15,Plate Inuease=7.15
Uniform Loads(pl�
Vert:L4=55,45=55,5-6=55,6-9=-55,2-11=-20,1149=50,949=-20
V WdRllING Ver/y d a n d d RBd�110A'S ON.ITIfS hcm INCLUDFD ffilFX RSFERPil.CE PACE Mf 16T3 HFJ'URE[ASF_ �;�, ��
D g ftlt use ry IFMT k f ID tl ig b tl ly p p t M1own tl t 'ntl tl Ib id' g o ponent ������
Appf �bPtlyo(dehig p a tersontlp pe oPaa� I p t po itilry �b Itl gtl gner��n ihu tl g �Bm gfiown
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� � E6171916
OROERS EA-98]41 SPEC 1 1
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.Q ' 0 I-9-tp� 6&8 I 4@A � 31-t 1-0 I
ca.0 S-10 1-b0 6-10-14 >-6-1 ]-&]
Plate Offse4s IX.V): [2:03-B.Edoel.f4:0-3-8.0-1-121,f9:03-8 Ed I
LOADING(psQ SPACING 2-0-0 CSI DEPL in (loc) Vtlefl Ud PLATES CaRIP
TCLL 23.1" p�atesincrease 1.75 TC 0.98 VeA(LL) -0.15 1244 >999 360 MT20 197/144
(Ground Snow=30.0) Wmber Increase 1.15 BC 0.67 Vert(TL) -0.32 1244 >999 240
TWL 10D �Rep:S[ressincr YES WB 0.82 Horz(TL) 0.09 9 n1a Na
BCIL 0.0 ' �Qe IRC2009/TPI2007 (MaMz) Wind(LL) 0.15�72-14 >999 240 Weight:U61b FT=S%
BWL 1 .0
LUMBER BRACING
TOP CHORD 2X 4 SYP No2. TOP CHORD Swcmral wood sheathing direclly applied.
BOT CHORD 2 X 48VP No2 " BOT CHORD Rigid ceiling directly applied or&6-13 oc bracing.
WEBS 2X4SPFStud�'ExcepP. WEBS 1ROwatmidpt 5-12,8-�2
6-12:2 X 4 SYP No3 or SPF Na2 MiTek recommentls lhal Stabilizers anC required cross bracing
WEDGE be installed dunng Wss erection,in accordance with Stabilizer
Left:2 X 4 SPF Stud,RighC 2 X 4 SPF SWd Installation uide.
REACTIONS (Ib/size) 2=1317J0-3-e (min.0-2�4),9=13fie/0-3-8 (min.0-1-11) This tmss design assumes lhe use of Southem Pine IumGer values
Maz Hoa 2=429(LC B) that were putilished in the 2005 NDS and pnor to�he updatetl antl �
Max Uplift2=A72(LC 9),9=�459(LC 10) lower vales adoptad by ALSC on June 7,2072. This is being done
Maz Grev 2=7921(LC 32),9=1435(LC 2) explicilly at the direction of Frank Avbel,PE,Engineer of Record
for(he Droject.
FORCES (I�)-MaximumCompressioNMaximumTension
TO?CHORD i-2=0/48,2-17=2696/653,8-17=-2491/672,3-0=-2110/674,45=-1620/631,548=4481/6�9,618=13fi2/636,
6-19=-1317Jfi21,19-20=-1364/599,7-20=1421/592 7-8=;1438/576.8 9=-2034/663.940=0/27 ;;�,
BOi CHORD 2-16=529@056;15-16=-529/2056'14-05=327J7620 14-27=-324A625,13-21=-324/1625,12-13=324/1625, � ;'��.
12-22=358/1567.11-22=358/1561.1L23=35BASfi1.9-23=-358/1561 '"i�,l'`�`- '%i.
WEeS 3-16=0/190,3-15=-553/258,415=-204/698;5-14=340/156,542=-Bfi0/375,642=-033/1086,&12=673/A30, ��`�\ -- -�j,
8-1t=0/331 frf -',{-1i
JOINTSTRESSINDEX�. �� -` -
2=0.93,2=0.00,3=048;4=0.98,5=0.52;6=0.53,7=�]2,8=0.48,9=0.87,9=0.00,N=026,12=0.65,13=0.d3,14=0:26,15=,0.53and16=026�, : +
� _ " ;r.;i"; .. - -
NOTES (1344) - _
1)Wind:�ASCE 7-05;�120mph;TCDL=6.OpsF;BWL=6.OpsF;h=25ft;Cat 11;Exp B;enGOSeQ.MWFRS Qow-nse)gable end mne antl C C - '- -
6cterior(2)zone;canlilever left antl nghl exposeG;GC.for members antl fomes 8 MWFRS for reac[ions shown;Lumber DOL=t.60
plate gnp DOL=t.60 � ' ��� ' :,�
2)"TCLIL ASCE 7-05;Pg=30.0 psf.(ground snow},,PS=vanes(min.roof snow=23.1 ps�see loatl cases;Category If;Exp 8;Partially
�i .J+``��'='.rv..
Ezp::Q=1.1.W=50-0.0' . . �'/�l'ir.y . \
3)ROOfdesign.snowload.harbeenredocedro_accountforslope. ____ ��, .. ..��� . _- _
4)Unbalancetl snow Ioads have been consideretl for this desiga.
5)This wss has been Cesigned�for greater oi`min roof Irve loatl of 16.0 psf or 1.00 times fla�roof load of 23.1 psf on overhangS'�L�"�---P
non-concuvenl wiN othec live loatls.
6)This truss has been Cesigned for basic load�combinations,whictrincWde cases with reduUions for mul[ipla concurrent liva loads.
7)Provitle adequate OrainageJoprevent water ponding.
8)This tmss has been designed tor a�10 0 psf bottom choM live loatl nonwncunent with any other live loads.
9)'This'W ss has been designed for a Irve IoaO of 20 Opsf on ihe bottom chorC in all areas where a rectangle 380 tall by 2-0-0 wide �rl^,� � (�� 1'
CoMiH�l�8SW�5��b°ttom chord ane any other members;wifh BWL=to.opsf. �' � �.U �
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recin AtltliHOnal permonent brac ng oflM1e orem0 slmtNre u t�a respwvti firy o�IM1e boiltli�g tlesgner:Fw geneml gu tlance regartl ng . - �
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ORDERS EA-98]41 SPEC 1 1
Job Referencc(oof'ona0
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NOTES (13-ib)
10)Provide mechanical connection(by othersj of huss to bearing pla�e capable of wilhstantling 47216 uplift at joint 2 antl 4591b uplift atjoint 9.
11)Thls Wss is designed in accordance with the 20091nlemalioral Residential Code seclions R502.71.1 znd R802.102 and referenced standard ANSI/�PI 1.
12)'Semi-ngiE pitchbreaks wilh fized heels'Member end fixiry model was used in Ihe analysis and design of this Imss.
13)Designs checked for ASCE7-05 wintl at 120 mph„wind reactions x 0.56 will atljwt wintl loatl reaction�to a�spaed of 90 mph(0.69 for t00 mph ard 0.84 for 1 t0 mph).All
other weffcients remain Ihe same�as shawn.
14)SPF No1 and SYP No.3 can be substiNled for SPF Slutl G2de matenal(Roof Wsses only).
LOAD CASE�S) Standartl
i)Snow:Lumber Increase=1.15,Plate Increase=l JS
UnHOrtn Loads(pl�
Vert:1-4=55,4-5=-55;5-6=-55,6d0=55,2-14=-20,ib-21=-50,2b22=-2q 22-23=-50,&23=-20
�WAHMNG Vmfyd q n ro � dRF1DNOlESONINfSdNOIhCLUDF�1f11FJCREFERFaCSPAGEN1f]4T3BFfURE(AS& � -
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Desgn 6tll ty tlhMl k���on f ID tl sg b a ly po p � M1 tl fo a ntl id Ib itl g ponent ��pg��
Appf bify �tl sig polo ete - tl pr pe wparat f po � po b Ity 1� Itl g tle y e� rwf� d g 8 rg shown /m
ul lat I uppMOl tlrvMUalwebm mbersonly Atltlt IY �p ry'� gi �ss resiablrytl g ��i t iM1 � po billiryoltM1e
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ORDERS' EA-98]42 SPEC 1 1
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Sx] II 23 22 21 20 29 19 10 4xa= 8.00�e�- 1a
3x6= yz4= 6n8= 3x6 II 3s4 II 3v4 =
3n4 II 3x6 II 10x12=
<x6 II
31-11-0
S3-0 10.3t0 11&10 1668 169.9 30.t4 3350 LL11-0�
w � so-m lito�� ciwa I z-ta I sa.is ' � sa.ia �so iaa'
Plate Offsets IX VI' f2'0-3-e ECOeI f4'0342 0-201 I6'0-5-7-03-01 f14�03-0 0-0-41 f74'0-3-12 Etlqel f15'0-1-8 0-1-81
LOA�ING-(ps� SPACING 2-0-0� CSI OEFL in (loc) I/deFl L/d 'PLATES GRIP
TCLL 23.t" p�a[eslncrease 1.15 TC O60 VeM1(LL) -0.1519-20 >999 360 MT20 197/144
(Grcund Snow=30.0) Lumber Increase 1.15 BC 075 Vert(TL) -0.37 79-20 >999 240
TWL ���4 RepSlresslncr YES WB O.W Horz(TLj Q22 12 n/a n/a
BCLL 0.0 ' CotleIRC2009lTPI2007 (Matriz) Wintl(LL) 0.1819-20 >999 240 Weight20�lb FT=So
BGDL 10.0
LUMBER BRACING
TOP CHORD 2 X 4 SYPNo2 TOP CHORD Stmdu2l wootl sheathing tlirectly applied or 3-0-4 oc pudins.
60T CHORD 2 X 4 SVP No.TExcepf' BOT GHORD Rigid celling directly applied or 6-0-0 oc brecing. ExcepL
7-18:2 X 4 SPF Stud 7 Row at mitlpt 7-17
WEBS 2 X 4 SPF Stud'Ezcepf' WEBS 1 Row at mitlpt 5-19
619:2 X 4 SYP No.3 or�SPF No2
WEDGE This truss design assumes the use of Southem Pine lumber values
Left:2 X 4 SPF Stud,Right 2 X 4 SPF SWC
that were published in the 2005 NDSand prior to Ihe uptlatetl antl
REACTIONS (Iblsize) 2=1280/03-e (min.0-2�j,12=1267/0-3-8 (min.0-1-i�) �ower vales adopted�by ALSC on June 1,2012. This is being done
Maz Horz 2=-429(CC�7) explicitly at the direction of F2nk Avbel,PE,Engineer of Record
Max Uplift 2=472(LG 9),12=459(LC 10) for the project.
Maz Grav 2=1921(LC 32),12=1435(LC 2)
FORCES (Ib)-MaximumCOmpression/MaximumTension
TOP CHORD 1-2=0/48,2-25=-2696/653,3-25=-2492/fi72,3-4=-2t�9/fi73,4-5=1619/630,5-26=-1482/616,6-26=1366(643,
&27=d535/798,7-27=-0581f/86,7-28=-1602I669,�8-28=1606/652,8-9=1684/636,9-00=-2283A47, r�\•"' ��'
10 11=4013/1198.1 L12=1fl29/542 12 13=027
BOT CNORD 2-23=-530/2056,22-23=-530/2056 21 22=530/2056,20-21=322i1619,20-29=324/1625,19-29=-324/1625, - � '��:�
18-19=2]/41.1]d 8=60A 8.74 7=343/249.�i 6-17=-393/1856.15-0 6=-e]9/3161..1 4-0 5=-28911 218, �
12 14=-282/1207' .-..
WE85 323-0/189;3-21=,-5541259,4-21=-215/fi98,5-20=34N182,549=$54/3]3,.6-19=-25�/309,17-19=96/1248. '�
6-11=+402I1279,9-17=-712/359.946=-22�428.10-16=-1327l494,1045=-794/7039.11d5=-6652255. • - . "
t744=$25/164 �� ' .`�,. ' '';�1..%:` '
`. � -
NOTES (13-14) � " -� - ' "
1)Wind:ASCE:7-05 120mph;TCDL=6.OpsfBCDL=60psf;�h=25ft;CaL II;F�cp B;enclosed;MWFRS�(low-nse)gable end ione and
C C E�ctenor(2)zone,wntilever left and iight exposeE';C-C for members and forces&MWFRS for reactions shown;Lumber � �'�. �
�OL 1 60 plate gnp DOL=1.60 ��Ci r � �,, `
2)"TCLL.ASCE�7 O5,Pg=30.0 psf(gmundsnow);Ps=vanes(min,roof snow=23.1 ps�see load cases;Category II;E<p.9;Partially r .,� .
Exp.;Cl=1.i.LU=W-O-� �'�f .
-3j"Roof design snow IoaEbas been reducetl lo account for.slope. '--- �--�"'"� -
4)Unbalanced snow loads have been consiEeretl for�ihis design. �.,.^�,4_�
5j This truw has been tlesigned for greateraf min�roof live loatl of 16.�psf or t.00limes flat rabf laad of 23.�psf on overhangs
non-concurtent with other live ioatls.
6)This Iruss has been designetl�for basic load combinations,which inGUCe cases wilh retludions for multiple wnwrrent live IoaCS.
7)Provitle adequate drainage to prevenl water ponding.
8)This triiss has been designed for a 10.0 psf bottom chord live load nonwnwrren[with any ather live loads.
9)'"This tnss has been tlesigned for a live load of 20.Opsf on ihe bottom chord in all areas w�ere a recfangle 3-6-0 tall by 2-0-0 wide lf � n r1 ����,
CarIN1YWd�M�fJyB�LR.bottomchordandanyothermembers,withBCDl=10.Opsf ����7" " � '
�WdRldNG Ver7y des q ya.mnR d RBdD N01£S ON I11IS d1.m INCLUDED FIIlFX REGERFJ.C6 PdGE l9f]CT3�'BFfURS US& . : . _
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Islor�htera��wpportOltl tlUOlwebmmEarsonlyPAtltl�onG��empwarybrO ngfansureisbbtlrytloingmnihucM1OnetM1erespOnablltya�t�e �r{}j����
ereciw.Adtlifionbl pertnorient brocing of!he overoll simtWre c iM1e responabifity o�ihe bulNing tlevgnec Fa 9ene�ol guitlance agaitling� � � /M�,.r n r .i..
fobic 1' ��quallrycoNml.sfaage.tlefveryerecYanantlUroc g�<onwtt � qNSIpPI14uoIMCrlletla:OSB-09aM6C51lu0tlln9COmpanenl
Salery InloemaMOn avo lable hom ims Plofe ImirtNe.481 N L ��Sfreel.SW�e 314:Nenontlna,VA Y2314. ' '-- 918 SowESiEa Roetl
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ORDERS EA-98]42 SPEC 1 1
Job Reference o tional
NVR Homes,% 1250�s Aog 252011 MiTek IntlusNes,Inn Thu Oct 13 09:15:1420t1 Page 2
... .. .«=i-_..� . ..,:._� . ... r..e?.:,. _.. ..�n. . .. ... ...... . ............ . .
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NOTES '(13-14) ' '' .
10) Provide mechanical cannection(by olhers)of Wss�o bearing plale capable of withs�2nding 4721b uplifta[joinl2 and 4591b vplift atjoint 12:
11) This wss is aesignetl in armrtlance with the 20091nternational Residential Code sections R502.11.1 antl R802.102 and referenceC standaN AN51?Pf1�.
12j 'Semi-rigid�pitchbreaks with fixed heels"Member end fxiry model was used in ihe analysis and design oi this ttuss.
13) Designs checked for ASCE 7-05 wind at 120 mph,wintl reactions x 0.56 will atljusl winC loatl reaction�o a speed of 90 mph(0.69 for 100 mph and 0.84 for 110 mph):All
other coeffiuents remain[he same as shown.
14) SPF No2 antl SYP No3 can be subsliWted for SPF Slud Grade material(Roof irusses only).
LOAD CASE(5) .
1) Snow:tumber Increase=1.15,Ptate Increase=1.15
llniform Loads(pl�
Vert:1<1=55,4-5=.-55,5-6=-55,6-i3=-55,2-20=20,20-29=-50/18-29=-20,15-07=20,14-15=20,-12-14=20
2)�Snow Only:Lumber Increase=L15;Pla�e Increase=7.15 ,
Unitorm Loads(pIQ
Vert:i-4=-66,45=-66,5-6=-66,6-13=-66�,218=20,]57�=-20,1445=-20,12-14=-20
3) Unbal.5now-Left:.LUmberJncrease=1.15,plate Increase=1.15
Uniform loatls(pIQ
Vert:t-4=55,4-5=55,5-26=-55,G26=-82,6-13=-30,2-20=-2Q�20-29=W,t8-29=-20,tS-P=-20,14-15=-20,12-14=-20
4) Unbal.Snow-Right Lumber Increase=1.15,Plate Increase=1.15
Unifortn LoaCS(plfl
Ver1'�7-4=-30.4-5=3Qb-6�=30,6-28=83,13-28=55,2-20=20,20-29=-50,78-29=-20,15-17=20,14-t5=20,1244=-20
5)IBCBC Live:Lumber Increase=7 25;Plate Increase=l�25
Unrfortn Loads(pl�
Vert:1-4=20,4-5=20.5-6=20.6-13=20,2-18=40.15-17=-40.1415=40.12d4=-40
fi) GC Wintl:Lumber Increase=l.6q�Plale Increase=1.60
Uniform Loatls(pl� -
Vert:1-2=67,2-4=40:4-5=44.5-6=40.612=40.12-13=67,248=42.15-17=-12.1415=-12.12-04=42
Hoa:L2=49.'2-4=-52.-5-6=-52:6-12=52,Y243=79
7) MWFRS�Wind.Lefl:Lumbenlncrease=P:60,Plate Increase=1.60
Uniform Loads(pl� " '
Vert:b2=9,2-4=17.4-5=53,b'6='17.6-12=25.12-13=15.2-18=-12.15-17=42,74-15=-12,12-14=12
Horz:13=-21.2-0=5:5-6=5,6-02=37.12-13=27
B) MWFRS WinC Right Lumber Increase=1.60,�Plale Increase=1.60
Uniform Loads(pl� -
Vert:1-2=15,2-4=25.4-5=25.'S-6=25.6-12=-17.12-13=9.2-t8=42.15-17=-12.14d5=42,t2-74=-12
Ho2'7-2=-27.2-4=-37�.5"6=37,642=-5,12-13=27
9j MWFRS 15t Wind Parallel:Lumber Increase=1.60,Plate Increase=1.60
Uniform Loatls(pl� �
Vert:1-'2=65,2V=43.4-5�3,5-6=43.6-12=26,1243=18,2-08=-12.1&17=-12�1415=-12.12-14=-12
Hoiz:1-2=-77;2-0=-55,.5-6=-55,6-12=38,12-13=30
10) MWFRS 2nd Wind Parallel:Lumber Increa5e=1.60,Plate Increase=1.60
�.Uniform Loads(pin
VeM1:7-2=18.2-4=26.4-5=26,5-6=26.�642=43.12-13=65,2-t8=-12.15-17=-02,14-15=-12.1814=-12
Horz:L2=-30/2A=38,5-6=38,6-12=55;12-13=77
11) MWFRS 3M Wintl Paralleli Lumber Increase=1.60,Plate Mcrease=1.60
Unifortn Loads(plfl �
Vert:1-2=41.2-0=19.4-5=19:5-6=19.612=12.12-13=4.2-18=-12.1Si7=d2,1415=-12,1244=12
Ho¢1-2=-53,2L=-31,5-fi=31,6:12=24,12-13=16 . . ..
12) MWFRS 4Ih Wind ParalleC Lumbe�Jncrease=1.60,Plate Increase=1.60
Uniform Loatls(pi� � '
Vert:1-2=q2-4=12.6-5=12.5-6=12.642=19,12-13=41.2-18=42.-05-77=-02.ib-15=-02.12-14=12
Horz:1'2=-t6,2-0=-24'.5-6=-24,f>72=31,1&13=53
13) IBC Snow on Overhangs Lumber Increase=1.15,Plate Increase=l.t5
Uniform Loads(pl�
VeR:1�--2=66.2-4=-20,4-5=-20.5-6=-20,642=-20,7]-03=-6Q 2-iB=-20.15-17=d0.1445=-20.1244=-20
14) Unbal.5now Only-Left:Lumber Increase=7.15,Plate Increase=1.15
Uniform Loads(pl�
VeM:1-0=-66,4-5=-56,5-26=-66,6-26=-102,6-13=-34,248=-20,15-77=20,74-15=20,12-04=-20�
15) Unbal.5now Only;RighC Lumber Increase=1.15,Plale Increase=t.15 �
Uniform Loads(pl�
Vert:'I-0=-34,4-5=-34,5�=34,&28=-W5,13-26=-66,2-18=-20,15-17=20,14-05=-20,12-14=20
i6j Live Only:Lumber Inciease=1,25,Plate Increase=125
Uniform Loatls(pIQ
Vert:13=-20.4-5=-20.5-6=-20.6-13=20,2-20=20,20-29=-60,t8-29=20.1517=20.1415=20,12-t4=-20
77) 3rd�Unbal.5now-Lek:Lumber Increase=lAS,Plate Increase=1.15
Uniform Loads(pl�
Vert:id=-55;45=30,5-26=-55,6-26=-82,6-13=30,2-20=-20,20-29=-50,18-29=-20,15-1]=20,14-15=-20,12-14=-20
18)bth Unbal.Snow-Left:Wmber Increase=1.15,Plate Increase=7.15
Unifortn Coatls(pl� --'— ------- ----- - —
Vert:1<=-30,4-5=-78,5-6=30,6-73=-30,220=-20,20-29=-50,18-29=20,15-17=-20,14-t5=-20,12-14=-20
19) Slh Unbal.Snow-Left:Wmber Increase=1.15,Plale Increase=1.15
Uniform Loatls(pl�
Vert:1-25=-55,4-25=-79,4-5=-30,5-fi=-30,6-03=30,2-2�=2Q 20-29=-SO,d&29=-20,1517=-20,14-15=-20,12-t4=20
20) 6th Unbal.Snow-Right Lumber Increase=1.15,Plate Increase=1,15
ContinueC on page 3
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LOAD CASE(S) '
Unflorm Loads(pl�
VeM1:14=30.4-5=�9.SE=-30;fi-27=-62..13-27=55.2-20=-20:20-29=50:18-29=�-20.15-1]=20:14-15=-20,12-04=20
21)7Ih Unbal.Snow-Right Wmber Increasa=L15,Plate Increase=1.15 � � -
Unifortn Loads(pIQ
Vert:1d=30,4-5=30.5-6=-71.6-13=30.2-20=20.20-29=50,18Q9=-2Q�15-17=-2�.1445=-20.12d4=-20
22)Bth Unbal.Snow-Right Wmber Increase=7.15,Piale increase=l.t5
Unrform LoaCS(pl�
VeM:t-0=30.4"5=30,5-fi=-30;6Q8=-83.73-28=55.2-20=-20.20-29=50.78-29=-20.15-17=-20,14-15=20,1244=-20
23)9th UnbaLSnow-Parollel:Lumber Increase=1.15,Plate Increase=t�5
Un'rform Loads(pl�
Vetl't>=30,4-5=-93,5L=-3q�643=30,2-20=-20,20-29=50,1&29=-20,t&17=20,1415=-20,12-14=20 �
26) 10fh Unbal.5now-ParalleC Wmber Increase=1.15,Plate increase=tl5
Uniform Loads(pl�
VeR:1-4=-93,4-5=30,5-6=-93,6-13=-30,2-20=-20,20-29=-50,18-29=-20,15-17=-20,1445=20,12-14=-20
25) itth Unbal.Unbal.Snow Onty-Lek-Parallel:Lumber Increase=1.15,Platelncrease=1.15
Unifortn Loads(pIQ
Vert:t-0=-66,4-5=34,5-26=E6;626=-102,&13=34,248=-20,7517=-2Q 14-15=-20,12-14=20
26) 12th Unbal.Unbal.Snow Only-Left-Parellel:Lumber Increase=t.15,Plate Increase=1.75
Unifortn Loads(pIQ �
Vert:7"4=34,4'S="97,5-6=34.6-13=34,248=-20.15-17=-20.1415=-20.12-14=20
27) 13�h Unbal.Unbal.Snow Only-Lefl-Parallel:Lumber Increase=1.15,Plate Increase=l.t5
Uniform LoaES(pIQ
Vert:b25=�i6,4-25=-98.45=34.5-6=34,6'13=34,2-18=-20,1517=-20,1445=-20.12-04=-20
2B) 14th Un6al.Unbal.Snow Only-Right-Parallel:Lumber Increasa=1.15,Plate Increase=t.15
Unrform Loa05(pl�
Vert:id='34,4"5='85.5-6=-34.6-27=76,73-27=6fi,2-18=-20,iSi7=-20,1445=-20.72-04=-20
29) 15thLnbal.Unbal.Snow Only-Right-Parallel:Lumtier Increase=1.15,Pla�e Increase=7.15
Unifarm Laads(pl�
'Vert:1-0=-34,4-5=34,5-6='87.6-13=-34.2-18=20.15-17=-20,14-15=20,12-74=-20
30) 16[h Unbal.Unbal.5now Only-Right-Parallel:Lumber Increase=t.15,Plate Increase=tl5
Uniform Loads(pl�
Vert:1-4=-34,4-5='34,5-6=34,6-28=405.�.13-28=-66;2-18=-20.7SP=-2Q�4-15=20.12-14=20
31) 171h Unbal.5now Only-Pardllel:Lumber Inc2ase=1.t5,Ptate Increase=1.15
Unifortn Coatls(pin
VeA:7-0=34.45=-N$56=34,fi-13=34.2]8=20.15-17=-20.14-15=-20.12-14=-20
32) 18�h Unbal.5now Only-Parallel:Lumber Increase=L15,.Plate Increase=1.15
. Uniform Loads(pl� ,
Vert:1�=-118.�4-5=-34,5-6=-118,F13=-34,248=-20.'15-17=2Q.7415=20.12-04=:20
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Job Truss Truss Type pry Ply
E61]1918
OR�ERS EA-9B)43 SPEC 1 1
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1FII-0 53-0 I AO-1ID 1�.L� iG&9 I 24Q-9 � 314Ya �
0-01-0 53-0 5�0-10 1-60 C-10-t0 ]-G1 >-&1
4x6 � SmIe=1J6.2
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s.i II. �s ia ta zo iz�� ai �o zz n.a II
3x0. II 4x4 = 3a6 = 3x4 �I
3x4'II 3x8 =
S3-0 �. ID3t0�7_9�],ql 168-8 I 1429 I ]Y1t-0 �
5-3-0 SO-ID 1LU 6-t0-fE ]-S1 1-&I
Platg4HSet3 XLYL12'038Edoe1 !4'03-8 04 4 21 f9'03-BEtlael
LOADING(ps� SPAqNG 2-0-0 C51 OEFL in (foc) UCefl L/d PLATES GRIP
TCLL 23,��� plates Increase 1.15 TC 0.97 Vert(LL) -0.75 it-13 >999 360 MT20 797A44
(GrountlSnovr30.0) Lumberincrease 1.15 BC 0.67 Vert(7�) -0.32�1t43 >999 240
TCD� 10,0
BGLL � 0.0 ' Rep Stress Incr VES WB 0.82 Ho2(TL) 0.09 9 n/a n/a
B�DL :�p; CodeIRC2009/iPf2007 (Matrix) Wintl(lL) 0.16 9-10 >999 24� WeIghL1741b Ff=SY
LUMBER � BRACING
TOP CHORD 2 X 4 SYP No2 TOP CHORD Structural wood sheathing tlirectly applied.
BOT CHORD 2 X 4 SYP No2 BOT CHOftD Rigid ceiliBg directly applied or 8-67 oc bracing.
WE85 2X4SPFStud'ExcepP WEBS iRowatmidpt 511,8-11
6-11:2 X 4 SYP No.3 or SPF No2 MTek recommends�hat Sfabilizers and required cross bracing
WEDGE 'be installed aurin9 tmss erection,in accortlance wi[h Stabilizer
Left:2 X 4 SPF SNd,RighC 2 X 48PF�Stud Inslallation ulde.
REACTIONS Qb/size) 2=1313/0-3-8 (min.0-2A),9=130�/03-8 (mia 0-i-10) This Wss designassumes the use of SoutherdPine lumber,values
Mass Horz 2�39(LC 8) that were published in the 2005 NDS and�pnor lo the updated antl
Max Uplitl2=472(LC 9),9=-387(LC 70) lovier vales atlopted'by ALSC on June�1,2012 This is being�done
Max Grev 2=1922(LC 32),9=1362(LC 2) explicRly at the'tlireclion of Rank Avbei;PE,Engineer of Record
fooUie project.
FORCES Qti)-MazimumCOmpression/MazimumTension
TOP CHORO � 1-2=0/48,2-16=2fi97/655,3-16=8477/674,3J3=-2'I11)677,4-5=1621/633,5-17=1482/613,6-1 7=-1 3 637639,
6 18=-1313/624.18-19=,1365/602 749=t422/595 7 8-1440/579 8-9=-2042/672 �
BOT CHORD 2-15=-543/209;14-�5=543/2057 7344=33&1fi21 .13-2�=338/7626,72-2�=338/1626,11-12=-338Afi26, t i":`
11-21=402/1569.10-21=�402/1569.70.22=<02�1569.&22��91569 � . .. ' •:" � - - ':�i.
WE85 345=0/t90,3-14=-553/258,4-14=-205/699;5-13=340/157,611=-Bfi0/3�5,6-11=-436/1087,&11=679/438, t 'y'�� ' ' '��i''- �
8-10=Q/333 - "'
.. � �.,...;..... ^ ..
JOINT STRESS INDEX ..
2=0.93,2=0.00,3=0.48,4=0.9$5=0.52,6=0.53,7=074,8=0.48,9=0.8],9=0.00,10=026,11=0.65,12=0.63,13.=026,14�=0.53�and15=026 � �
;'ii?? I -
NOTES (13-14) - :':,'i;�.'.;::. i .;�. ;_
1)Wind:ASCE 7-05;120mph;TCOL=6.Opsf;BCDL=6.Opsf h=25fi;Cat II;Ezp.B;enclosed;.MWFRS(low-nse)gable end mne and C.0 �•�) �y��;�,� � f'�! ="
Ez�erior(2)zonej cant�lever left antl nghl exposetl;C-0 for members and forces&MWFRS for re2ctions showq Wmber DOL=t.60 ���� �,,, ..
plate grip DOL=1.60 ' )� '� �
2 "T0.0 ASCE 7-0$P 30.0 sf muntl snow;Ps=varies min.mof snow=23.t s see load rases;Cate o 11;Ex 8;Partiali ��
) 9= G �9 ) ( P fl 9 �Y P Y � - .� ``;
Exp.;Ct=1.i,Lu=5�-0-0 ' (
__3).ROOfdesignsnow,loadhasbeenreducedtoaccountforslope.__ __._____ _,___._________,_ ,���J�� , ! ��_ `��� ' _
4)Unbalanced snow loatls have been consitlereC for this tlesign. � •� .
5)This iruss has tieen tlesigned for greater of min mof live load of 16.0 psf or4.00 times flat roof loatl of 23:1 psf on overhangs
non-concurren�with oMer live loads. '
6)This tvss has been tlesignetl for basic loatl combinations,which indude cases with reductions for multiple concurtenl live loads.
7)Pmvitle adequate tlrainage to prevent water ponding . �
8)This.truss has been designed for a�10.0 psf bottom chortl live load nonconcur2n[wi[h any other live loads.
9)'This tmss has been Besigned for a live loatl of 20.Opsi on(he bottom chortl in all areas where'a rectangle 3-6-0 tall by 2-0-0 wide
CoM'lN��@{h"�$���ttom chortl antlany other members,with 6CD�=10.Opsf. k,r'^� n � ���1Ii:�
h L� U .�
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E61]1918
OROERS EA-98�43 SPEC 1 1
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NOTES (13-14)
10)Pmvitle mechanical connection(by olhers)of iruss to bearing plate qpabie of wilhstanding 47216 uplift at Joint 2 and 3871b uplifl aljoint 9.
11)This lruss is designed in accordance with Ihe 20091n[emational Residentialbode sections R502.1 P:1 andR802.102 and referenced slandard ANSIlTPI 1.
12)"Semi-rigid�pitchbreaks with fxed heels�Member end Flziry model vrasused in Ihe anatysis and design of�his Iruss �
13)�esigns checked for ASCE 7-05 wind at 120 mph�,wind reactions x 0.56 will adjust wind load reaclion lo a spee0 of 90 mph(0.69 for 100 mph anE 0.84 for 110 mph).All
� other coeffcienLS remain the same as shown. �
t4)SPF No2 and SVP No.3 can be substiNted for SPf Stutl Grade material(Roof tmsses only). .
LOAO CASE(5) Stantlard
t)Snow:Lumber Increase=1.15,Plale Increase=1.75
Uniform Loads(pl�
Vert:.1�=55,4-5=-55,5$=-55,6-9=55,2-13=-20,13-20=-50,20-21=20,21-22=50,9-22=-20
1
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