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HomeMy WebLinkAboutTruss 4451 ST. LUCIE BLVD
RECEIVED
FORT PIERCE, FL 34946
MAR 17 2017
PH: 772-409-1010®
PERPA TTING
St. Lucie County, FL FX: 772-409-1015
?} www.A1 Truss.com
. ..................
..........
LL.
Al L � l[ I7 Cf
TRUSS ENGl-'NEERl. N' G
BUILDER: RENAR
PROJECT: MORNINGSIDE
COUNTY: ST LUCIE
LOT/BLK/MODEL: MCCANTS RES / MODEL:CAYMAN 1763 /
ELEV:B2
JOB#: 67900
MASTER#: XRMSCMB2
OPTIONS: NONE
r
............
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
z......
..
iA�1 ;ROOF, ';These truss designs rely on lumber'values established by others.
,
Zzz
TRU55E5
FLOR.. CORPORATION
,.
RE:Job XRMSCMB2 A-1 Roof Trusses
...............
4451 St Lucie Blvd
Site Information: Fort Pierce,FL 34946
Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE
Lot/Block: Model: CAYMAN 1763
Address: Subdivision:
City: County: St Lucie State: FL
Name Address and License#of Structural Engineer of Record, If there is one,for the building.
Name: License#:
Address:
City:
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 8.0
Wind Code:ASCE 7-10 Wind Speed: 160 MPH
Roof Load:37.0 psf. Floor Load: 0.0 psf
This package includes 22 individual,dated Truss Design Drawings and 16 Additional Drawings.
With my seal affixed to this sheet,I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
No. Seal# Truss Name Date No. Seal# Truss Name Date No. Seal# Truss Name Date
1 A0065696 A01 3/9/17 13 A0065708 B04 319/17 25 STDL03 STD.DETAIL 3/9117
2 A0065697 A02 3/9/17 14 A0065709 C01G 3/9/17 26 STDL04 STD.DETAIL 3/9/17
3 A0065698 A03 3/9/17 15 A0065710 CO2 319/17 27 STDL05 STD.DETAIL 3/9/17
4 A0065699 A04 3/9/17 16 IA0065711 CO3 3/9/17 1 28 1 STDL06 STD.DETAIL 3/9/17
5 A0065700 A05 3/9/17 17 A0065712 C04GE 3/9/17 29 STDL07 STD.DETAIL 3/9/17
6 A0065701 A06 3/9/17 18 A0065713 C05 3/9/17 30 STDL08 STD.DETAIL 3/9/17
7 A0065702 A07 3/9117 19 A0065714 CA 3/9/17 31 STDL09 STD.DETAIL 3/9/17
8 A0065703 A08 3/9/17 20 A0065716 HJ2 319/17 32 STDL10 STD.DETAIL 3/9117
9 A0065704 A09GE 3/9/17 21 IA0065717 J2 3/9/17 33 STDL11 STD.DETAIL 319/17
• 10 A0065705 B01GE 319/17 22 A0065718 T01GE 3/9/17 34 STDL12 STD.DETAIL 3/9/17
11 A0065706 B02 3/9/17 23 STDL01 STD DETAIL 3/9/17 35 STDL13 STD.DETAIL 3/9117
12 IA0065707 I B03GE 3/9117 24 STDL02 STD.DETAIL 3/9/17 36 STDL14 STD.DETAIL 3/9/17
The truss drawing(s)referenced have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters"provided byA-1_Roof_Trusses,
Ltd.
Truss Design Engineer's Name: Anthony Tombo III
My license renewal date for the state of Florida is February 28,2019.
NOTE:The seal on these drawings indicate acceptance of professionalrs�tifpOGt��t�� `_,
engineering responsibility solely for the truss components shown. �\* b4 }
70
The suitability and use of components for any particular building is the responsibility of they e1�1+'+ I�
building designer,perANSIrrPI-1 Sec.2. q°y ;'
The Truss,Design Drawing(s)(TDO[s])referenced have been prepared based on the r +p o {
construction documents(also referred to at times as'Structural Engineering Documents
provided by the Building Designer indicating the nature and character of the work. y r
The design criteria therein have been transferred to Anthony Tombo III PE by[Al Roof xp x€ x , •
Trusses or specific location]: These TDDs(also referred to at times as'Structural n On o9¢aly,lynedby,A a
bf Tombo.111 It 1PUA
Engineering Documents)are specialty structural component designs and may be p Y
ON:FUS,¢C FI , 1 Fo1
projects deferred or phased submittals. As a Truss Design Engineer(i.e.,Special Piece,o Who N i 1 `+ ;`
Englneerin9.m MthonyT tl► s ✓<
Engineer),the seal here and on the TDD represents an acceptance of professional• Tom bo,Tnmbo,nl, �w� t+y� 1:+++ ��-0►`"
engineering responsibility for the design of the single Truss depicted on the TDD onh The email-MdwnyTombo�whengig� raa+ ' 1*=..
Building Designer is responsible for and shall coordinate and review the TDDs for
414
compatibility with their written engineering requirements. Please review all TDDs and all Anthony Tombo 111
related notes. ,' g _z
.,`.3 B?BC A2 2100 frQ�[ QD 41<12 87 Q ,
Page 1 of 1
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
A4 ROOF These truss designs rely on lumber values established by others.
TRUSSES
A:FCORIDA CORPORATION
RE:Job XRMSCMB2
No. Seal# Truss-Name Date
37 STDL15 STD.DETAIL 3/9/17
38 STDL16 STD.DETAIL 3/9/17
' a
Page 2 of 1
Job Truss Truss Type Qty Ply
XRMSCMB2 A01 Roof Special 3 1 A0065696
Job Reference o tional '
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:10 2017 Page 1
I D:ld_OOXyyT61 B i_TXo ljwHHzefvK-N HTTQwPz4TCm h4pcwpPhaH N mk5U Kox5R llyAe?zch27
1 4 Q 7-3-8 11-10-10 19-0-0 25 0 4 32-1-9 38-0-0 a9 4 p
4 7-3-8 4 7-1 7-1-0 6-0 4 7-1-5 5-10-7 -4- .
5x10 MT20H8=
6.00 12 Dead Load Dell.=112 in
6
US i
46 G T 5x6
5 7
4
3x4 5
6 i
3 W 1.5x4
T 13 W7 8 18
W2 14 5x8: r
3x4: <+
co 2 3 0 9- c'r
N y 3.00 12 11 9 r
'a 17 16 12 =
3x6=
4x6= 2x4 11 2x4 11 5x10= 3x6
11-10-10 , 15-6-0 , 19-1-6 ," 27-10-2 38-0-0
7-3-8 4-7-1 3-7 6 3-7-6 8 8-12. 10-1-14
Plate Offsets(X,Y)— [7:0-3-0,0-3-0),[9:0-2-12,0-1-8),[11:0-3-4,0-3-0),[12:0-2-0,0-1-01;[13:0-5-4,Edge),[15:0-5-0,Edge);[17:0-2-12,0-2-0)
LOADING(psf) SPACING- 2-0-0 CSI: DEFL. in (loc) I/deli L/d PLATES, GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.33 13-14 >999 360 MT20' 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.83 1.1-12 >551 240 MT20HS 187/143
BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) 0.47 9 n/a - n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight:222 lb FT=0%"
LUMBER-
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP No.2*Except* WEBS
B2,B4:2x4 SP No.3 3-17=-1375/818,15-17=-1375/2714,
WEBS 2x4 SP No.3"Except" 3-15=-661/1555,4-14=-850/694,
W7:2x4 SP No.2 11-13=-1384/2883,7-13=0/449,
BRACING- 7-11=-1069/567,8-11=-407/459,
TOP CHORD 6-14=-529f731
Structural wood sheathing directly applied or 2-2-0 oc
purlins. NOTES-
BOT CHORD 1)Unbalanced roof live loads have been considered
Rigid ceiling directly applied or 2-2-0 oc bracing. for this design.
WEBS 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)
1 Row at midpt 11-13,7-11 Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;
MiTek recommends that Stabilizers and required Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2);
cantilever left and right exposed;end vertical left
cross bracing be installed during truss erection,in 9 p
accordance with Stabilizer Installation ouide. exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)All.plates are MT20 plates unless otherwise
REACTIONS. (lb/size) indicated.
2 148410-7-10 (min.0-1-15) 4)Plates checked for a plus or minus 0 degree
9 = 147910-7-10 (min.0-1-14) rotation about its center.
Max Horz 5)This truss has been designed for a 10.0 psf bottom
2 = -33(LC 5) chord live load nonconcurrent with any other live
Max Uplift loads.
2 = -1017(LC 4) 6)`This truss has been designed for a live load of
9 = -1006(LC 5) 20.Opsf on the bottom chord in all areas where a
Max Grav rectangle 3-6-0 tall by 2-0-0 wide will fit between the
2 = 1616 LC 10 bottom chord and any other members.
9 = 1609(LC 9)) 7)Provide mechanical connection(by others),of truss
to bearing plate capable of withstanding 100 lb uplift at
FORCES. (lb) joint(s)except Qt=lb)2=1017,9=1006.
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
TOP CHORD LOAD CASE(S)
2-3=-2716/1538,.3-4=-4437/2443, Standard
4-5=-3777/2039,5-6=-3700/2063,
6-7=-3427/1813,7-8=-2512/1490,
8-9=-2813/1688
BOT CHORD
2-17=-1 185/2331,4-15=-167/356,
14-15=-1940/4032,13-14=-1061/2921,
6-13=-966/2217,9-11=-I 364/2452
WEBS
3-17=-1375/818,15-17=-1375/2714,
3-15=-661/1555,4-14=-850/694,
11-13=-1384/2883,7-13=0/449,
7-11=-1 069/567,8-11=-407/459,
wenng-nne 6-011.4.bo'A I ITN 11n!BjN'A RNEWllbs6Do:HussfATOYj ir1Y3'1SOIK,fi't[Lwlt;kThn 6:dtia1p pr!insu{rnlsa4!ntd!innLeeipgaeieg!ItM)aidn!Idasri.ruh C:11101na Sinftdue n!_M.DImius!de1z:C!IEg,!dt
WTskr Attin!ssklSkue1kohTWC I"dt/sTmsosv fit sminWTbrgnwtsmscgPatoftprrsh:siudelgnsrogregwstBilbr21fsiptib,0Tlnf!}ddanalPB It,eldwlf.t=nsge !k aturmresm!tfint
wies!dec:LnsixmT1114lg rte espn , , AnthonyT.TomboIII,P.E-
ajq dm ,Fa Bears4adgW,,At WIgDpa,10 ;I!ddS.fB nnW.1 WfigW.1114. 480083
Iiet ldorB!ngvmt 6r"12w.kBMnsltld'n�10C11i3xpaYusNpedaadi'cleid'i6gaesl Sftlllduutia?(S1ile1k4rlrlRnlS6(Ansdnerelh:rnsdrulse.iftle!fulstllsesrnszui[inmrAlindp:I 1..D ,n,iins 0e.t's,*.leneeilsus4ndrArtn.Nns 4451 St.Lucie Blvd.
12:,osidatl:nmt�eag112.cgftatraswdr,tinern a atlt�I:k_rfllmuquege;nunssr 3ernrdlggaug.tnnrreell!ra:muamd�TttL Fort Pierce,FL 34946
(opoghtD2016AdloofTiesin-Aothonyl.Tombe III,P.E,Rsptaduniar.oft6isdommeot.inanyform,isprobiTitelwithoutthewivenpermissiaa from A-1Aaoffrusses-Aothonyi.hooboill,P.F.
r
Job Truss Truss Type City Ply '
XRMSCMB2 A02 Scissor 3 1 A0065697
Job Reference o tional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:10 2017 Page 1
ID:ld OOXyyT61Bi_TXoljwHHzefvK-NHTTQwPz4TCmh4pcwpPhaHNmr5WioxZRllyAe?zch27
7-2-1 12-11-12 19-0-0 25-0r1 30-9-15 38-0-0 a9-4-p
1-4-0 7-2-1 S-9-115-9-11 7-2-1 -4
6.00 12 5x6=
Dead Load Deft.=718 in
5
5x6 i
T 5x6
4 6
4
1.5x4
1.Sx4
3 2 3 7
T 12 1
SX8= 1 N
c� 2 B 14 13 11 10 1 8 v
�1 5x6 WB= 3x8 MT20 W29 Iv
3x4 3.00 12 3x4 zz: 1.5x4 II
1.5x4 11 1.5x4 I I 3x8-
3x8= 1.5x4 11 1.5x4 If _
3x8 11
30-9-15
9-10A 19-0-0 27-1.6 2 1-2 31 -6 381
s-10 a 9-1-12 8-1-6 0 2 6 ao a 6.10-10-0
Plate Offsets(X,Y)— [2:0-0-5,Edgel,[4:0-3-0,0-3-0),[6:0-3-0,0-3-0),[8:0-0-5,Edgel,[8:0-4-0,0-5-12) [8:0-1-13 1-3-51
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TIC 0.69 Vert(LL) 0.55 12-14 >826 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -1.35 12-14 >339 240 MT20HS 187/143
BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(TL) 0.79 8 n/a n/a
BCDL 10.0 Code FBC20141TP12007 Matrix-MSH Weight:199 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2*Except*
Ti:2x4 SP M 30 WEBS
BOT CHORD 2x4 SP M 30 5-12=-1278/2638,6-12=-963/786,
WEBS 2x4 SP No.3*Except* 6-10=-262/633,7-10=-373/445,
W6,W5:2x4 SP No.2 4-12=-960(781,4-14=-257/625,
OTHERS 2x4 SP No.3 3-14=-374/465
WEDGE
Right:2x4 SP No.3 NOTES-
BRACING- 1)Unbalanced roof live loads have been considered
TOP CHORD for this"design.
Structural wood sheathing directly applied or 2-2-0 oc 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)
purlins. Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;
BOT CHORD Cat.11;Exp B;End.,GCpi=0.18;C-C Exterior(2);
Rigid ceiling directly applied or 4-7-10 oc bracing. cantilever left and right exposed;end vertical left
Except: exposed;Lumber DOL=1.60 plate grip DOL=1.60
4-8-0 oc bracing:8-10 3)All plates are MT20 plates unless otherwise
MiTek recommends that Stabilizers and required indicated.
cross bracing be installed during truss erection,in 4)Plate(s)at joint(s)4,5,6,10,7,14,3,2,8,8,8,15,
accordance with Stabilizer Installation guide. 16,17 and 18 checked for a plus or minus 0 degree
rotation about its center.
REACTIONS. (lb/size) 5)Plate(s)at joint(s)13 and 12 checked for a plus or
2 = 1482/0-7-10 (min.0-1-13) minus 3 degree rotation about its center.
8 = 1482/0-7-10 (min.0-1-13) 6)Plate(s)at joint(s)11 checked for a plus or minus 5
Max Horz degree rotation about its center.
2 = -33(LC 5) 7)This truss has been designed for a 10.0 psf bottom
Max Uplift chord live load nonconcurrent with any other live
2 = -1012(LC 4) loads.
8 = -1012(LC 5) 8)*This truss has been designed for a live load of
Max Grav 20.Opsf on the bottom chord in all areas where a
2 = 1613(LC 10) rectangle 3-6-0 tall by 2-0-0 wide will fit between the
8 = 1613(LC 9) bottom chord and any other members.
9)Bearing at joint(s)2,8 considers parallel to grain
FORCES. (lb) value using ANSI/TPI 1 angle to grain formula.
Max.Comp./Max.Ten.-All forces 250(lb)or less except Building designer should verify capacity of bearing
when shown. surface.
TOP CHORD 10)Provide mechanical connection(by others)of truss
2-3=-5090/2810,3-4=-4722/2537, to bearing plate capable of withstanding 100 lb uplift at
4-5=-3390/1785,5-6=-3390/1785, joint(s)except(jt=lb)2=1012,8=1012.
6-7=-4742/2562,7-8=5087/2828
BOT CHORD
2-14=-2402/4601,13-14=-1831/3860, LOAD CASE(S)
12-13=-1827/3896,11-12=-1829/3901, Standard
10-11=-I 84213865,8-10=-2418/4622
WEBS
5-12=-1278/2638,6-12=-9631786,
6-10=-262/633,7-10=373/445,
HCEiet-FlneBened!¢re.krtre'AdlOgS 0613K0:its[E31fI;1U5641AD10CS(iSSON{'IOiX)1[rA:9t[DeYfiTfim reN(hcippa:,zknnlrnl x4EnME innCgiAEDEExieAQLwI oa18e1Etinrl.iezle Li;r:.iE�ISSN!SAM YS H[IEff&�Utlfe Sfh/nRe rCO,tlI( '.
1lETaia amrpltles E4llkE eldrteiDCple edi lleeTnssOesg Fer¢;,-sii.,Sie.Et7Gy11:rmnmilD3 rynsafsmEvSEdOE�de;sineln;iv:sm3Egp,�kdtr6rth/ni�Efine supeiEnsleieL'dnC�IDDnlr,ednlFFl.Iksgaa>sm/.`FeylttiaiEeEtGieEE,sata3tn)
nl.0 ftsLnsrxenNKgisne EnpauvR dIN 0—,a,anEtE rAiE�rEde E,A:1.1" .";ho-ow EfhE O:,BE Rt ff*�lSilliq,d> 1TFI4 IFe eO ndd6eID0nl uj fieHeudEkirs.u-0eEnr�tt'IeA.slxeAe,i sliltfranikmis4dlledertsAnsndifjs! Anthony T.80083 III,P.E.
' fit I?3f9D:sigerP159enn.AaeElessetenuMiMndozpstimnd ietEsdtleltiE+r6EpeslScShl>feign"rmR0grd6!FelltiKnlSlOeEidruslhrrzYdrEi!¢e.IfFli�ixs@EnsAnsyltinmlEtfi<sdq:lEor.D:x"e,inssDninE�*seErnil.2ssVsdEdnn,akn - �80083
MoxnsieraesireleEn�e cdo naEmonl a9 roes Ind.IH fra;sgenn�Dais E711ks it Den 4451 Pierce,
,IFL 3494
� 1 �1 sar,nUns ltnea NsannegMJltrg N¢Aadudlas nErtefieE1k041. toff Pief[e,FL 3494ii
(opyrigbr 0 2016 A-I hof ftusses-Aatbny Liombo III,P.E.Kepsadut ioo of this domm q io any fosm,is prohibited wubounhe mi"m permis:iaa from V rooIIrosses-AoiheayL Tonho III;P.E.
Job Truss Truss Type City Ply
A0065698
XRMSCMB2 A03 Scissor 10 1
Job Reference(optional)
Al Roof Trusses,Fort.Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:11 2017 Page 1
ID:Id_OOXyyT61Bi TXoljwHHzefvK-rTOrdGQbrmKdJDOoUXxw6VwxhVsxXOobXPijARzch26
�1 p 7-2-1 12-11-12 19-01 25-0-0 30-9-15 38-0=0 39 4-p
1 4-0 _2_ 6_;
5-9-11 6-0 4 6-0-4 5-9-11
6.00 12 5x6=
Dead Load Dell.=7/8 in
5
5x6 i
T 5x6
4 6
1.Sx4
W3 3 1.5x4G
3 2 SB2 7
12 1
W 5x8= 1
B 14 13 11 10 1 v
1 2 5x6 W6: 5x6 WB; 8
o 3x4 G 3.00 12 3x4 Z
r
3x8=
3x8=
9-10-4 19-0-0 28-1-12 38-0-0
9-10-0 9-1-12 9-1-12 9-10-4
Plate Offsets(X,Y)— [2:0-0-5,Edge1,[4:0-3-0,0-3-01,[6:0-3-0,0=3-01,[8:0-0-5,Edgel
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.57 12-14 >806 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -1.38 12-14 >332 240
BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.83 8 n/a n/a
BCDL 10.0 Code FBC2014frP12007 Matrix-MSH Weight:178 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2`Except' NOTES-
T1:2x4 SP M 30 BOT CHORD 2x4 SP M 30 1)Unbalanced roof live loads have been considered
WEBS 2x4 SP No.3 for this design.
OTHERS 2x4 SP No.3 2)Wind:ASCE 7-10;Vult=160mph(3-second g(ust)
BRACING- Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;
TOP CHORD Cat.[I;Exp B;Encl.,GCpi=0.18;C-C Exterior(2);
Structural wood sheathing directly applied or 2-2-0 oc cantilever left and right exposed;end vertical,left
purlins, exposed;Lumber DOL=1.60 plate grip DOL=1.60
BOT CHORD 3)Plate(s)at joint(s)4,5,6,10,7,14,3,2 and 8
Rigid ceiling directly applied or 4-7-7 oc bracing. checked for a plus or minus 0 degree rotation about its
center.
MiTek recommends that Stabilizers and required 4)Plate(s)at joint(s)13,11 and 12 checked for a plus
cross bracing be installed during truss erection,in or minus 3 degree rotation about its center.
accordance with Stabilizer Installation guide. 5)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
REACTIONS. (lb/size) loads.
2 = 1482/0-7-10 (min.0-1-13) 6)`This truss has been designed for a live load of
8 = 1482/0-7-10 (min.0-1-13) 20.Opsf on the bottom chord in all areas where'a
• Max Horz rectangle 3-6-0 tall by 2-0-0 wide will fit between the
2 = -33(LC 5) bottom chord and any other members.
Max Uplift 7)Bearing at joint(s)2,8 considers parallel to grain
2 = -1012(LC 4) value using ANSI/TPI 1 angle to grain formula.
8 = -1012(LC 5) Building designer should verify capacity of bearing
Max Grav surface.
2 = 1613(LC 10) 8)Provide mechanical connection(by others)of truss
8 = 1613(LC 9) to bearing plate capable of withstanding 100 lb uplift at
FORCES. (lb) joints)except Qt=lb)2=1012,8=1012.
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown. LOAD CASE(S)
TOP CHORD Standard
2-3=-5089/2809,3-4=-4722/2536,
4-5=-3391/1786,5-6=-3390/1786,
6-7=-4728/2551,7-8=-5098/2830
BOT CHORD
2-14=-2401/4601,13-14=-1832/3861,
12-13=-1827/3896,11-12=-1832/3899,
10-11=-1 837/3863,8-1 0=-2423/461 0
WEBS
5-12=-1279/2639,6-12=-959f779,
6-10=-254/625,7-10=-373/464,
4-12=-96Of780,4-14=-256/625,
3-14=-374/465
6.iih-Flesn@uuttljnitr fie'f{t0;i/105S3�1n j.5Ee3Ai f71116411mn�lSCJft�Yj W1;Y116C:if;Ee5Y;1?'b:n imtrksip�xshaatrnlee'esnSis rnn ksipthcr��I�,mi141r@nrLrvfs 4,P'_le!anaf'urc{efus rsv¢dnsatmi¢rslel m@efEU,sdr
ILTrir msplenssediknstiriRimlkhrdi.Asein:;UngGtasa{,SIe;dT&tie��@:sslnvpR,rgre:umm�:grardAi{sdc:mnlernr.:ruTregsarath6;@elesQdllesigSTn:;/etridnl�l6@nfj,run?flLNiuipnnaIt-O!rsslMrGuadun, :lteerynoldfn AnthonyT.TomboIII,P.E.
.1—1 mtkiPsr.n@e.ap.&1gdN a—,lkc—,"A-mused na kli pOngn,n@e ndeddlslr @e ii(nih[InelEilliepMenfifld 100alq fidd @s ned@erns;rtAtop�e'fat.slxetr,inL"mnni Ens;ud terr<{nsiNittd 80063.
' 6,10tglo.'gerci["W..19tok"drd'n10rnl3epn5mnlpiidaesdtieE<Pdey6ciceelSa'e¢IdwaefnlarIld6k1tylr,.i Geenfnn:eelWdPit—Mef'ms@ernrnaUdnW kwdrklos;N:e,TossOerp&ftrnne?n:se�sdenryr�:ss.'. 4451 St.LueleBlvd.
r@netsekfine111s:MIXIgrnLynE•dsayni ratin mdod.lnerrr;s0es�n 4t¢tt+ts rarrklrulgoenpn,niinsspua ktmn dnTtu�tt.atatoderiina;mnatrdicTrst. Fort Pierce,FL 34946
(oppight0201644Aoafirusses-Anthony Llamho ill,p.Lteptoduniouof this dotament.in any form,isprohihiledwithoutthewrinenponissionhonoA-Itoof asses-Arahonyi.Iam!:5111p.I.
Job Truss Truss Type Qty Ply
XRMSCM62 A04 ROOF SPECIAL 4 1 A0065699
Job Reference(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:12 2017 Page 1
ID:ld OOXyyT61Bi TXoliwHHzefvK-JfaDrcREcASTxNz_2ES9ffT13vBDGtFkm3RHjtzch25
,1�0 6-9-11 11-1-10 19 0 0 $0-11-1023-3-2 29 6-0 38-0-0 39 4-p
1-4-0 6-9-11 ' 4-3-15 ' 7-10-6 1-11-1d 2-3-8' 6-2-14 8-650 -4
6.00 12 5x8=
Dead Load Dell.=9/16 in
5
500 MT20HS/ 4x6
T W 6
3
4 5x6
3x4 7
3 W4
El ti
11 11x10 5 4
n
2 N to
0 1 0 3x4; 8 �q
17 16 15 13 2x4 II
5ti4= 3x8
3x6= 5x6= 2x4 II 4x8 1. 11 3.00112
10x10= 1.5x4 11
21-2-10 23-3-2
s 6-9-11 11-1-10 11r7r10 19-0-0 20-11-1023-0-2 29-6-0 38-0-0
4315 7-4-6 -11-1 1-9-8 6-2-14
0-3-0 0-3-0
Plate Offsets(X,Y)— [4:0-5-0,0-3-01,[5:0-3-4,0-1-4],[6:0-3-0,0-1-12),[7:0-3-0,0-3-0],[8:0-0-10 Edge] [11:0-6-4 0-4-4] [14:0-5-12 0-5-0] [17:0-3-0 0-2-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.47 10-11 >977 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -1.0610-11 >432 240 MT20HS 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.57 8 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight:224 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2*Except*
T4:2x4 SP M 30 WEBS
BOT CHORD 2x4 SP No.2'Except' 3-17=-376/283,14-17=-1037/2224,
B2,84:2x4 SP No.3,B5:2x4 SP M 30 4-13=-1114/765,5-13=-497/103,
WEBS 2x4 SP No.3*Except* 6-10=-798/926,7-10=-422/502,
W6:2x4 SP No.2 11-13=-667/1932,5-11=-1686/3455
OTHERS 2x4 SP No.3`Except'
01:2x4 SP No.2 NOTES-
BRACING- 1)Unbalanced roof live loads have been considered
TOP CHORD for this design.
Structural wood sheathing directly applied. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)
BOT CHORD Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf,h=15ft;
Rigid ceiling directly applied or 4-9-9 oc bracing. Except: Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2);
10-0-0 oc bracing:14-16 cantilever left and right exposed;end vertical left
WEBS exposed;Lumber DOL=1.60 plate grip DOL=1.60
1 Row at midpt 3)All plates are MT20 plates unless otherwise
4-13,5-13,6-10,5-11 indicated.
MiTek recommends that Stabilizers and required 4)Plates checked for a plus or minus 0 degree
cross bracing be installed during truss erection,in rotation about its center.
accordance with Stabilizer Installation guide. 5)This truss has been designed for a 10.0 psf bottom `
chord live load nonconcurrent with any other live
REACTIONS. (lb/size) loads.
2 = 1502/0-7-10 (min.0-1-15) 6)'This truss has been designed for a live load of
8 = 1474/0-7-10 (min.0-1-13) 20.Opsf on the bottom chord in all areas where a
Max Horz rectangle 3-6-0 tall by 2-0-0 wide will fit between the
2 33(LC 4) bottom chord and any other members.
Max Uplift 7),Bearing a(joint(s)8 considers parallel to grain value
2 = -1014(LC 4) using ANSI/TPI 1 angle to grain formula: Building
8 = -1002(LC 5) designer should verify capacity of bearing surface.
Max Grav 8)Provide mechanical connection(by others)of truss
2 = 1635(LC 10) to bearing plate capable of withstanding 100 lb uplift at
8 = 1604(LC 9) joint(s)except Gt=1b)2=1014,8=1002.
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except LOAD CASE(S)
when shown. Standard
TOP CHORD
2-3=-2768/1539,3-4=-2872/1663,
4-5=-1083/1234,5-6=-4185/2371,
6-7=-5024/2919,7-8=-5018/2704
BOT CHORD
2-17=-1194/2383,4-14=-197/572,
13-14=-1209/2528,6-11=-551/558,
10-11=-1650/3804,8-10=-2295/4521
WEBS
3-17=-376/283,14-17=-1037/2224,
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se neACs,Im,�;�a�m�1,:n,n:rnFr�ureae,a.,re.mood,,,�renn.sFs,Fn:enir�P::. ,re+e,ne,e Frnm;,nFlxQu:te•.vaar ,t,mmt.lleF le<rFFmPn[n rrienerner,:,.Fa,a r,,, i>•,etnrrn.ns:ran,ssdu,a�F, n•i aAnthony T�.TornboIII,P.E-
' nW O:reF r- '�1•+ 1 1 9 at 80083
n,p7fasPesip:xsse 6nc,d,r.ellenes WNW*rnGire:nihcell,n AtklydSsl6F�Festss!Mld rank�;EOgres6�rlrlP nlSlGcFsdcndin.1 vd pifexe.?FFlitlmsne ssrnx3ilflesaiRtie,dls:Lnxoss,sa,?,en k:ip EspFereeF3ln,s6svl aFreynkss 4451 St.Lucie Blvd.
n<F>ris:ar�alreraem,tr�dFrnaver�q�ip;msiFnhstliernssP�nrFl�FrnFarnFssucyun� y<runs<tmrergmredms,ar�.ularomn,d�:x:mna�,dam1. Fort Pierce,FL 34946
(opyuyht0201§A-1RoofUusses-AathonyLlimbo III,P.E,Repsodaslianalthisdomment,in any farm,ispmbaitedwhhout"hemfienpermissianfrom4-1helfrosses-AnihuyLlembo III,@I.
Job Truss Truss Type Oty Ply
XRMSCMB2 A05 HIP CAT 1 1 A0065700
Job Reference o tional
Al Roof Trusses,'Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:12 2017 Page 1
ID:Id_OOXyyT61Bi TXoljwHHzefvK-JfaDreREc4STxNz_2ES9fiT67vB9Gtskm3RHjtzch25
20-11-10
r14-Q 6-1-11 11-1-10 18-0-12 19-11-4 23-3-2+ 30-0-11 38-0-0 394-p
6-1-11 ' 411-15 ' 6-11-2 0-e' ' 2-3-8 ' 7-i-9 7-7-5 —1-4-d
1-0-6
6.00 12 5x8= 5x6
Dead Load Deft.=5/8 in
5 6
5x10 MT20HSi 4x6
T 7
4 4
3x4
5x6'�
� 1� 4
CP
3 W4 .5x4 11 9 �'
T ua
81 �8c 5 5
W 1.5X N
na 1 2 12 2
� 1
16 15 3x4 zz
20 19 18 2x4 II
3x4= 1.Sx4 I I 3x8
3x6= 4x6 I I 3x4 11 3x10— 3.00112
Bx8=
1.5x4 II
20-11-103-0-2
4111-1-10 11Or7r10 18-0-126 -2 19-11-421-2-1023r3-2 304.11 .38-7
1-15 kib -5 s1-10-8 0-3-0 0-3-0 7-1-9 7-5
Plate Offsets(X,Y)— [4:0-5-0,0-3-01,[5:0-6-0,0-2-8],[6:0-4-0,Edge],[8:0-1-15,0-0-0] [9:0-0-0 0-1-12] f9:0-3-0 0-3-4] [10:0=1-10 Edge] f13:0-6-0 0-4-01 f17:0-5-8 0 4-0]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.47 12-13 >968 360 MT20 244/190,
TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -1.11 12-13 >411 240 MT20HS 187/143
BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(TL) 0.58 10 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:248 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2'Except'
T4,T5:2x4 SP M 30 BOT CHORD
BOT CHORD 2x4 SP No.2*Except* 2-20=71224/2421,4-17=-192/558,
B2,B4:2x4 SP No:3,'B5:2x4 SP M 30 16-17=-1190/2510,15-16=-605/1652,
WEBS 2x4 SP No.3`Except* 7-13=-605/622,12-13=-1653/3810,
W7:2x4 SP No.2 10-12=-2312/4548
OTHERS 2x4 SP No.3*Except* WEBS
01:2x4 SP No.2 3-20=-329/269,17-20=-1087/2225,
WEDGE 4-16=-1045/709,5-16=-287/652,
Right:2x4 SP No.3 5-15=-261/113,6-15=-1379/491,
BRACING- 7-12=-842/965,8-12=-413/505,
TOP CHORD 13-15=-797/2213,6-13=-1812/3751
Structural wood sheathing directly applied or 2-8-13 oc
purlins. NOTES-
' BOT CHORD 1)Unbalanced roof live loads have been considered
Rigid ceiling directly applied or 4-9-0 oc bracing. Except: for this design.
10-0-0 oc bracing:17-19 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)
WEBS Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;
1 Row at midpt Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2);
4-16,5-15,6-15,7-12,6-13 cantilever left and right exposed;end vertical left
MiTek recommends that Stabilizers and required exposed;Lumber DOL=1.60 plate grip DOL=1.60
cross bracing be installed during truss erection,in 3).Provide adequate drainage to prevent water
accordance with Stabilizer Installation guide. ponding.
4)All'plates are MT20 plates unless otherwise
REACTIONS. (lb/size) indicated.
2 = 1501/0-7-10 (min.0-1-15) 5)Plates checked for a plus or minus 0 degree
10 = 1475/0-7-10 (min.0-1-13) rotation about its center.
Max Horz 6)This truss has been designed for a 10.0 psf bottom
2 = -33(LC 5) chord live load nonconcurrent with any other live'
Max Uplift loads.
2 = -1009(LC 4) 7)'This truss has been designed for a live load of
10 = -999(LC 5) 20.Opsf on the bottom chord in all areas where'a
Max Grav rectangle 3-6-0 tall by 2-0-0 wide will fit between.the
2 = 1630 LC 10 bottom chord and any other members. -
10 = 1602(LC 9)) 8)Bearing at joint(s)10 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
FORCES. (lb) Building designer should verify capacity of bearing
Max.Comp./Max.Ten.-All forces 250(lb)or less except surface.
when shown. 9)Provide mechanical connection(by others)of truss
TOP CHORD to bearing plate capable of withstanding 100 lb uplift at
2-3=-2801/1556,3-4=-2870/1649, joint(s)except at=lb)2=1009,10=999.
4-5=-2044/1265,5-6=-1777/1222,
6-7=-4205/2389,7-8=-5091/2968,
8-9=-4907/2715,9-1O=5047/2714 LOAD CASE(S)
BOT CHORD Standard
2-20=-1224/2421,4-17=-1921558,
vrtiry-Flememeyk¢n.ier Fe 11 i9rE rlrSc3(1E'�OrgEr3sE t9YS6G6011La1(JS':OMt-{OfYitrYl;3tPeYfk1'Iee leJriuip tsr::Imrdreel edesn'aslnak!irs One4g4r�jmdtle lminpL6rfr41:Pt des+n SSee!2dxers!EI¢r tonne n7ermllelSgnk
INTrFcaaeJurldessNlk Anthony T.TOmbOIII,P.E.
rseifn?x RCnlredI mein+sOnEry�si!.e;tre;+EpB !Iq::slnao716g rgnsmse�r�tardnerntxna+legn:r!�rm;cmttgh;4r kc4admetlerk rn,ler�edupelP9edr,atn181.1:xic i0naongknurmlSe+Gs7sldRp
memel rr:;imsta:mpiri8.rl islsr mpni*IutdEeOnr.,Lk Cndsnsftsr¢+i rywenh:WfeRU-eun3rrMed dlislM D+li(alla lrelblGey rvkullBL Ete eO:nddfirl00utgfi:8nr ddeina"kdrsigF eltry+Ixrre,lesNll euFn;sit'le drn�rnwlifrrl 80083
' d+klrrgkm d6meum.ulemrs nHrau�IDCedd prG u;edpi t dckarr,o slsgs<r�eOgr Eax:efrrr�uswe,!�Rnnem��a�0ae.mle�erse<nyrsw or+mr�emat�ln:;0 Vie,i+ene!ye�zeeeurnnVmhm e!Nen 4451 St.Lucie Blvd.
r!ki>,tuieF 7We:xual+geMgnrt v!Eq Iydprm lu,W.Ih Im D,,,Sbf n is E9TMki1gDrslI.,:.T Fort Pierce,FL 34946
(opyright-026164-1 hoMosses-k6ony1.Eombe III,P.L Bepiadortin ofthis dommeofein onyform,is prohibited xishoutrhe"inen permission from 44 hdflusses-4oidoalrUmbo 111;P.E.
Job Truss Truss Type Qty Ply
XRMSCM62 A06 HIP CAT 1 1 A0065701
Job Reference o lional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:13 2017 Page 1
ID:IcI OOXyyT61Bi_TXoljwHHzefvK-ns8c2xRsNOaKYXYBbxzOCw?I1JVx?H9t—jBgFJzch24
23-3-2
r1-0-Q 6-1-1 i 11-1-10 162112 20-11-10 21-11r4 30-0-11 38-0-0 39-4-0
6-1-1 6-0-9 4-11-2 4-10-14 11-0 7-1-9
1-3-14
6.00 12 6X6
5x8 11 Dead Load DeB.=11l16 in
5 Tn 6 3x4 II
5x6� 7
T
4 4
8 5x6
3x4 W9 1t� r
3
�x14= 5 can
J,6
CV th
1 2 11 2 9
1.5x4 II 1
19 18 17 15 30 2x4 II
3x4= 1.5x4 11 3x8
3x6= 5x6= 2x4 II 3.00 12
10x10= 7x8=
kfq-fl-2 -
i 11-1-10 11r7r10 16-0-12 i 20-11-10 21 3-10 23r8-2 30-0-11 38-0-0
6.1-1 5-0-9 0 412 4-10-14 0--0 0 -0 7-1-9 7-7-5
0-8-10
1.0.14
Plate Offsets(X,Y)— [4:0-3-0,0-3-0],[5:0-1-12,0-1-12],[6:0-24,0-2-8],[8:0-2-12,0-3-0],[9:0-1-10,Edge],[12:0-7-0,0-3-10],[14:0-4-0,0-2-4],[16:0-5-12,0-5-0],[18:0-2-0,0-0-4],
[19:0-3-0,0-2-4]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.53 11-12 >863 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -1.28 11-12 >357 240
BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.78 9 n/a n/a
BCDL 10.0 Code FBC20141rP12007 Matrix-MSH Weight:236 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2`Except'
T4,T5:2x4 SP M 30 BOT CHORD
BOT CHORD 2x4 SP No.2*Except* 2-19=-1215/2491,18-19=-117/253,
B2,B4:2x4 SP No.3,B5:2x4 SP M 30 4-16=-224/564,15-16=-1138/2551,
WEBS 2x4 SP No.3`Except` 15-30=-717/1921,14-30=-717/1921,
W8:2x4 SP M 30,W7:2x4 SP No.2 7-12=-288/391,11-12=-2303/4687,
OTHERS 2x4 SP No.3*Except* 9-11=-2300/4676
01:2x4 SP No.2 WEBS
WEDGE 3-19=-340/273,16-19=-1113/2270,
Right:2x4 SP No.3 4-15=-877/582,5-15=-301/697,
BRACING- 6-14=-3949/1579,8-12=-995/778,
TOP CHORD 8-11=0/282,6-12=2550/5760,
Structural wood sheathing directly applied or 2-8-8 oc 12-14=-1671/4515
purlins.
BOT CHORD NOTES-
Rigid ceiling directly applied or 4-9-1 oc bracing. Except: 1)Unbalanced roof live loads have been considered
10-0-0 oc bracing:16-18 for this design.
WEBS 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)
1 Row at midpt 5-14,8-12 Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; `
2 Rows at 1/3 pts 6-14 Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2);
MiTek recommends that Stabilizers and required cantilever left and right exposed;end vertical left
cross bracing be installed during truss erection,in exposed;Lumber DOL=1.60 plate grip DOL=1.60
accordance with Stabilizer Installation guide. 3)Provide adequate drainage to prevent water
ponding.
REACTIONS. (lb/size) 4)Plates checked for a plus or minus 0 degree
2 = 1501/0-7-10 (min.0-1-15) rotation about its center.
9 = 147510-7-10 (min.0-1-13) 5)This truss has been designed for a 10.0 psf bottom
Max Horz chord live load nonconcurrent with any other live
2 = -33(LC 5) loads.
Max Uplift 6)`This truss has been designed for a live load of
2 = -1000(LC 4) 20.Opsf on the bottom chord in all areas where a
9 = -990(LC 5) rectangle 3-6-0 tall by 2-0-0 wide will fit between the
Max Grav bottom chord and any other members,with BCDL=
10.Opsf.
9 1631(LC 9)) 7)Bearing atjoint(s)9 considers parallel to grain value
using ANSIIrPI 1 angle to grain formula. Building
FORCES. (lb) designer should verify capacity of bearing surface.
Max.Comp./Max.Ten.-All forces 250(lb)or less except 8)Provide mechanical connection(by others)of truss
when shown. to bearing plate capable of withstanding 100 lb uplift at
TOP CHORD joint(s)except at--lb)2=1000,9=990.
2-3=2878/1543,3-4=-2947/1619,
4-5=-2308/1345,5-6=-2047/1285,
6-7=-4015/2211,7-8=-4126/2082, LOAD CASE(S)
8-9=-5185/2698 Standard
BOTCHORD
2-19=-1215/2491,18-19=-117/253,
innlFlnv wngkhmia we'll IC41II�B(S.'i!FI'16i67111[e!!f6[Cs0II1CtIifCSNYs-WT]'136t9i10�6Y:FTtsn lsdlkilp prrttnssdstlr5sutissrtnCnipCmgp[t;atilfelctlarLlnh®,IF.Ihnzskr.Idne w.Eehuatnasn salelndelGC,nIC '.
ILTticam@rrtan s4UksntW;Se BCnksd:(IseTmsCesp Ginas(i.e,1leadryGsnw4ws ssi ae TDgtgmrnsnaerlmtdwtrnh;sindnsiaenoytm}w4t¢hr3e trs�dwe sm;IeT�:egis�nhelCCnlr,nln lBl.Tut<sryennalean,Iatnimennc,swildut '; Anthony T.Tombo III,P.E.
W netlCisimsts ag ki0alkwa ussni¢.frtdCeOnn,CaO.ntr alkautlaleanwe Ml6lOn:gs,ia4e ased dha O;,ItrIK¢IlL Gal krllfaj[d9n11Bl lk aOmaldBrlW¢inlfi•.Ilnedwelms;4dtiv1kula;slmle,usLfulaonitreaq ddlk4anslmrNitltl =80083
I ps6afgC:siger¢l6rtean.NMes sdad'a ILICC nlax paCtesnl paelers eltielnlE:�OepenlS.eryldnaNaR[SI)pi6:k/lrlflnl SlO endnnnl tm rvsdpilae.181edinstle nsins>aten nlhastl&LntU:igts,Tau Ce:ipEy*ueseellnn Rmh;nstt,wlns:'. 44515t.Lucie Blvd,
�wmivleFmflra(¢antepzry¢E vrGae hiilslfnlnrhsd lk Gan kDn 6lisat lstllwatllq Onllat,erLassssskah�n degkiilnp.lCaladQallsas wanddna1nR41" Fort Pierce,FL 34946
(apyrighl9tRldA-IRaafTrosses-Aeihanyi.TanhoIll,P.E.ReptaduNouel this decament,in any form,isprobibltadwhbaulthewlhtenpermission Item A-IRadTrasses-AnthonyT.Temba III,P.I.
Job Truss Truss Type Qty Ply
XRMSCMB2 A07 GABLE 1 1 A0065702
Jab Reference(optional)
"Ai Roof Trusses,Fort Pierce,FL 34946,design@a1truss.com• Run:7.640 s Oct 7 2015 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Mar 09 11:21:14 2017 Page 1
ID:ld_OOXyyT6lBi TXoljwHHzefvK-F2i_GHSU8hiBAh7N9fUdk7YTxisfknalDNwOnmzch23
T1�p 7-5-9 11-1-10 141 -042 j 20-11-10 2_11-4 30-5-7 38-0-0 9-4
7-4 7-5-9 3-8-1 2-11-2 6-10-14 ' 2-11-10 ' 6-6-3 7-6-9 -0
5x6= 46= 5x6- Dead Load.Detl.=1/a in
5 6 7
4x6
5x6
6.00 12 5x6
6 S13 ST4 ST11 a
!£ I II '' S7� iT10� r
%VS10 �:gi ST9
h1 2133
Mo
27 26 25 23 47
3x8—_ 21 20 18 17 16 15 14 '13 12 11
3x6= 44= 2x4 I I 2x4 i i 19 5x6=
5x8= 5x8= 5x8= 3x6
i
14-0-12 23-0-6
7-5-9 11-1-10 itr7r10 20-11.10 21-5-0 27-11r4 30-5-7 38-0-0
' 7-5-9 ' 3-e-1 MO 2-5-2 ' 6-10-14 0 11 10-4
1-7.6
Plate Offsets(X,Y)— [3:0=3-0,0-3-01,[5:0-3-0,0-2-01,[7:0-1-12,0-1-121,[8:0-3-0,0-3-01,[16:0-3-0,0-3-0) [22:0-5-8 0-2-8) [24:0-5-8 0-2-81
LOADING(psf) SPACING- .2-0-0 CSI. DEFL. in (]cc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL , 1.25 TC 0.55 Vert(LL) -0.08 22-23 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.23 22-23 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.03 19 n/a n/a -
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:275 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2*Except* WEBS
B2,B5:2x4 SP No.3 24-27=-395/916,3-24=-329/302,
WEBS 2x4 SP No.3 4-23=-486/360,6-23=-444/902,
OTHERS 2x4 SP No.3 18-22=-374/505,7-22=-381/956,
BRACING- 7-18=-1297/560,8-18=-430/359
TOP CHORD
Structural wood sheathing directly applied or 4-8-12 oc NOTES-
purlins. 1)Unbalanced roof live loads have been considered
BOT CHORD for this design.
Rigid ceiling directly applied or 6-0-0 cc bracing. 'Except: 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)
6-0-0 oc bracing:20-22 Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;
10-0-0 oc bracing:24-26 Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2);
WEBS cantilever left and right exposed;end vertical left
1 Row at midpt 7-18 exposed;Lumber DOL=1.60 plate grip DOL=1.60
MiTek recommends that Stabilizers and required 3) Truss designed for wind loads in the plane of the
cross bracing be installed during truss erection,in truss only. For studs exposed to wind(normal t6 the
accordance with Stabilizer Installation guide. face),see Standard Industry Gable End Details as
n applicable,or consult qualified building designer as
REACTIONS.All bearings 14-11-10 except(jt=length) perANSI/TPI 1.
2=0-7-10,.19=0-3-8. 4)Provide adequate drainage to prevent water
(lb)-Max Horz ponding.
2= 33(LC 4) 5)All plates are 1.5x4 MT20 unless otherwise
Max Uplift indicated.
All uplift 100 lb or less at joint(s)12 6)Plates checked for a plus or minus 0 degree
except 2=-619(LC 4),18=-772(LC 4), rotation about its center.
14=-223(LC 11),9=-228(LC 5),11=-157(LC 7)Gable studs spaced at 2-0-0 cc.
4),19=-142(LC 4) 8)This truss has been designed for a 10.0 psf bottom
Max Grav chord live load nonconcurrent with any other live
All reactions 250 lb or less at joint(s) loads.
14,9,17,15,13,12,11,9 except 9).This truss has been designed for a live load of
2=927(LC 10),18=1406(LC 10), 20.Opsf on the bottom chord in all areas where a
19=374(LC 10) rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members,with BCDL=
FORCES. (lb) 10.Opsf.
Max.Comp./Max.Ten.-All forces 250(lb)or less except 10)Provide mechanical connection(by others)of truss
when shown. to bearing plate capable of withstanding 100 lb uplift at
TOP CHORD joint(s)12 except(jt=lb)2=619,18=772,14=223,
2-3=-1245/700,3-4=-1013/659, 9=228,11=157,19=142,9=228.
4-5=-698/519;5-6=-629/519,7-8=-78/535
BOTCHORD
2-27=-428/1017,4-24=-256/420, LOAD CASE(S)
23-24=-217/782,23A7=185/338, Standard
22-47=-184/338,6-22=-948/606
WEBS
24-27=-395/916,3-24=-329/302,
#'Nra}•8ttss`,t��lttira ht'4l i�klt63i.'ii'1EBttgEEA'Otf- i0(Eii72lSlPii8Ct7ttrj.,Etr9fi:k9WiXi`Afa[fitr4tEetletseef adfe4taP.anrts€mn[ed �rtijtg€Nltkf lnyua.'twiaGhlyUErenf Atdlefifent.4kesst.5ft t tt*ti NSt't4,dly,
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tuaet+enrrs,trmseequ }tai:n ��at,n- uostsautyaae f� trxt mxh u,a tes1m'hcd r bq;ittsairn.Ingroaaa t a itrs:u:a�a nc g pa nRr,at�tt,etf zttel r t us. tx' ��0$3
' #tlafity3ayteed(N4tfx11wa;tdena`WF,ankh:[nxuiNs} f:vllf a r ss�f}i rnttttsgµEw.�tyx�{s Nenrt�t�trNtt=,i ,.msefnti,atNsltt.a.�tintetsdtun:serf;yet.rrmwi.�r,}„ftNt*,N:r, d+,a.t>1f:t 4451 St.LueeBlvd.
tfftrzrtewiil i(exdspietgat bn:ritttr ig}ells ntC•tL iii/s!gtst}ttiyittxb#0 3i trft;;est ,w Ms!isha tgam dm i"tuy,0.rtyih:niXa:m N ds`�i alYtl.
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Job Truss Truss Type Qty Ply '
XRMSCMB2 A08 Half Hip 1 1 A0065703
Job Reference(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:14 2017 Page 1
ID:Id_0OXyyT61Bi TXoljwHHzefvK-F2i_GHSU8hiBAh7N9fUdk7YQ?iz_koH1DNwOnmzch23
1-4-0t 7-7-9 12-612 18-1-0 23-7-4 25-0-0
1-4-0' 7-7-9 4-11-2 5-6-4 5-6.4 1-4-12
4x4= 3x4= 3x4=
Dead Load Defl.=1/8 in
4 5 6 7
6,01 12 3x4
3
4 4
c� 2
<)I1
o
12 11 10 9 8
3x4= 1.5x4 11 3x8= 3x4= 3x4= 3x6 11
t 7-7-9 12-6-12 18-1-0 23-7-4
7-7-9 4-11-2 5-6 4 5-6-4
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.06 12-15 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.17 12-15 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.04 8 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight:142 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 3)Provide adequate drainage to prevent water WEBS 2x4 SP No.3 ponding.4)Plates checked for a plus or minus 0 degree
BRACING- rotation about its center.
TOP CHORD 5)This truss has been designed for a 10.0 psf bottom
Structural woad sheathing directly applied or 4-4-8 oc chord live load nonconcurrent with any other live
purlins, except end verticals. loads.
ROT CHORD 6)`This truss has been designed for a live load of
Rigid ceiling directly applied or 6-2-7 oc bracing. 20.Opsf on the bottom chord in all areas where a
MiTek recommends that Stabilizers and required rectangle 3-6-0 tall by 2-0-0 wide will fit between the
cross bracing be installed during truss erection,in bottom chord and any other members.
accordance with Stabilizer Installation guide. 7)Provide mechanical connection(by others)of truss
to bearing plate capable of withstanding 100 lb uplift at
REACTIONS. (lb/size) joint(s)except(jt=lb)8=637,2=619.
8 = 938/0-6-14 (min.0-1-8)
2 = 957/0-7-10 (min.0-1-8)
Max Harz LOAD CASE(S)
2 = 479(LC 4) Standard
Max Uplift
8 = -637(LC 5)
2 = -619(LC 4)
Max Grav
8 = 997(LC 9)
2 = 1018(LC 10)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
TOP CHORD
2-3=-1437/687,3-4=-994/546,
4-5=-856/544,5-6=-630/380,
6-8=-950/658
BOT CHORD
2-12=-876/1293,11-12=-876/1293,
10-11=-380/630,9-10=-380/630
WEBS
3-12=0/252,3-11=-555/417,
5-11=-256/350,5-9=-616/507,
6-9=-582/962
NOTES-
1)Unbalanced roof live loads have been considered for
this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)
Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf,h=15ft;
Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2);
cantilever left and right exposed;end vertical left
exposed;Lumber DOL=1.60 plate grip DOL=1.60
9nni-flan Smeyllrrer4atSe7drP31us�fuda pi[[9lll!INS6Gis0111C1S(BSI04-167eT}t(rru'D7[@SYiFt'Isa lr.Rr hilp�:�!f!!ednNu!e!n"at rnstCnlle 4teit(IC oadne l[fmJLrc!<grLU!cnnSkx!teireru.re4!s:3mBe!sfelp6e R6,nlr
wT:1 t�nnsimrenteastexnh!dtn:urssO: Gra,rp�srea.MFs lea!nln�m!yn!es®.eyaataxr�!unnv;m,:y!n�n�tryrn�!d<yddx:usbr�sdywdn�lornlr.ulnnt.rs.hunm.oPn.xiQrmlos umsum Anthony T.Tombo III,P.E.
mn:Asts�!.!,d��tsad�ditnenyn,ar�ddD.w,e�D.adtwwady!dnM:wino:!:�e,�,s::!�ten!;9ora:ixnln.�nrs�mynd,mma.rteyr„tlammgnd�e:Irt:tru:Tn�aal�yrn:is3,,my:.e!eenn,nln�aml:a:n!rn!�;iiafa:' =60063 mt,nr�io:s�gesi�:ttan.111W.u!ma�rtognls:r.!d—dV:dhndtkI-6hiIp-ISe,4rytm::te=ts9r:r6:t:lhmmStuctia�nul6r�9d�d:x:.mlieeeesaeregns�Tl;nndaarsan:lmro:! n,t�:noe!mtYceennn!sumtt�a,tdess.': 4451-g800l3Blvd.
s�:rah:Ed udrrs;oMeny!e!dyn&vrGgYJdrnas Fitt the rnn Dea DIM,h CritltH�IliyPnlittt;rtTussSrnez 6rmn d.y Mimi.SllartldUltn m.,ddt:d¢T61.
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A
Job Truss Truss Type Qty Ply
XRMSCMB2 AO9GE Half Hip Supported 1 1 AO0657O4
Jab Reference(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com. Run:8.020 s Aug 312016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:15 2017 Page 1
ID:Id_OOXyyT61Bi_TXoljwHHzefvK-jEGMTdT6v?g2oriZjM?sHL5ka6PiTPBAS 1 gxJCzch22
-1-4-0, 11-0-12' 23-7-4 25-0-0
1-4-0' 11-0-12 12-6-8 14-12
3x4= 3x4=
8 9 10 11 12 13 14 15 16
I 7
6.00 ,2
i
0 4 1 6 i i/ STS ITS ST $T6 $TS I6 $T6
3 / �Ta ( \.
l �S 1 $T2 i �1 ' \'•:€I I
2
ON
N
i
i V 1
j �V
3x4= 28 27 26 25 24 23 22 21 20 19 18 17
5x6=
i 23-7-4
23-7-4
Plate Offsets(X,Y)— [8:0-2-0,0-2-81,[21:0-3-0,0-3-0)
LOADING(psf) SPACING- 2-0-0' CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0:01 16 n/r 120 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.02 15-16 n/r 120
BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 21 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-SH Weight:160 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 4)Provide adequate drainage to prevent water WEBS 2x4 SP No.3 ponding.5)All plates'are 1.5x4 MT20 unless otherwise
OTHERS 2x4 SP No.3 indicated.
BRACING-TOP CHORD 6)Plates checked for a plus or minus 0 degree
rotation about-its center.
Structural wood sheathing directly applied or 6-0-0 oc 7)Gable requires continuous.bottom chord bearing.
pT except end verticals. 8)Gable studs spaced at 2-0-0 oc._
ROOT CHORD 9)This truss has been designed for a 10.0 psf bottom
Rigid ceiling directly applied or 6-0-0 oc bracing. chord live load nonconcurrent with any other live
MiTek recommends that Stabilizers and required loads.
cross bracing be installed during truss erection,in 10)'This truss has been designed for live load of
accordance with Stabilizerinstallation uide. 20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
REACTIONS.All bearings 23-74. - bottom chord and any other members.
(lb)-Max Horz 11)Provide mechanical connection(by others)of truss
2=429(LC 4) to bearing plate capable of withstanding 100 lb uplift at
Max Uplift joint(s)2,23,28,20,19,18 except Qt=lb)17=157,
• All uplift 100 lb or less atjoint(s)2, 24=118,25=128,26=122,27=146,21=184.
23,28,20,19,18 except 17=157(LC
5),24=-118(LC 5),25=A28(LC 4),
26=-122(LC 5),27=-146(LC 4),21=-184(LC' LOAD CASE(S)
5) Standard
Max Grav
All reactions 250 lb or less atjoint(s)'
17,2,23,24,25,26,27,28,22,21,
20,19,18
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
TOP CHORD
2-3=-330/119,34=-267/92
NOTES-
1)Unbalanced roof live loads have been considered for
this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)
Vasd=124mph;TCDL=4.2psf,BCDL=5.Opsf;h=15ft;
Cat.ll;Exp B;Encl.,GCpi=0.18;C-C Exterior(2);
cantilever left and right exposed;end vertical left
exposed;Lumber DOL=1.60 plate grip DOL=1.66
3) Truss designed for wind loads in the plane of the
truss only. For studs exposed to wind(normal to the
face),see Standard Industry Gable End Details as
applicable,or consult qualified building designer as per
ANSI/TPI 1.
........: ...'.'.. 'A¢r•flint:t}ss^,;pka0!'Sd{.j3tAC3i3"YttE'£"i'3?rst`WS;dtUd'Ai}CR(E:1`q"!J!U'ilCCY9friCC.d9it'hra rn9rksx2 r.Ess4!swdstdtsizs.ix h!s`asa ks°ersb lCFje}it4,2:tIS¢nl.':itup0.r£Ulde2u lYMl2(enn¢u.C2sssdtEs62 A:eiwtr?GC,tel�EiiEi�:�)>yE4 fkl k?Sti).(21C6bNfE(d a'21'2:Sit;�feri[ta{'i.,l i(:Q2tGo 2ItT,02 Gi1GQ}2'(SN':29 Z;[)!Y£,! didt}�Rgi)R§!nnhJR3Pt2L'6')IC EttE}i�d.[K 41v11iT}f}22)ltiisllt)$)Iid2.R(E()fll,eee�}fji ,p¢tr T$tiEyA16}i;•.K Anthony T.Tonibo tl:,P.E.
st2s2aickrnttMo.klriaru�trnr2Ea2 egida9•sn,}iz8 nr't itE2t)idntle .3a)3 s�x,pYxroaWxtSt ie @4eu a_Ind/K dt1:eL•adiPld.Tuerpe}d i£nel".'dninrheMe td32 ss.2siniaa:$myaarge,h4daixmt5!rcg tSiCF rxesstr.9atiCd e! ' #8t3083
' leriKU+rEis:yr:Mrtelnne)imssnEgsdti:D¢!fx)s�t salgrfl}`andfa "�Gc}rr.fdeYta'ttcdi¢tiZ(S(�211si iq Mes339:ime}dntet+dtngcrelpdma irl€irnesli tegx h:<Rnsnt£.i�ts s,'kt fsssD2sigm:Ins.Qrixs le,{sierat'rt:s Xm;IW!ienliss_ 4451 St,Lud:e Blvd.
stiff.tuk%mdilKasCtd�nd�E2aerir+igEC)a;<n�tinii a r}sOtsiph{«yt;d�:s2r E�ri:ei,x,ar+:ssraeai i2xa2�tart.:;t�na:na;E:c:tterrs2iiRucl, - Fort Pierce,FL 34946
fapyrigt1Z 2016A-If!oo)Tiassrs-Aal6eeyl.lambu III,F.E r!piodudiaa atlM1isdnmmcn),iaagy rmm,ispmkiburd.e6na116exriGen perminiasfiaa A-I rao)imsses-AnlM1ccyi.la�M10 ill:PE
Job Truss �TrussType Qty Ply
XRMSCMB2 B01GE COMMON SUPPORTED GAB 1 1 A0065705
Job Reference(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@a1 truss.cem Run:7.640 s Oct 7 2015 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Mar 09 11:21:16 2017 Page 1
ID:Id_DOXyyT61Bi_TXo1 MHHzefvK-BQgkhzUkgIyvP?HmH4W5pYdvKWIgCthKghPUsezch2l
1 4-0 6-2-0 124-0 13-8-0
1 4-0 6-2-0 6-2-0 1-4-0
4x4=
5
6.00 F12 6
4
3 ;T11 1 7
T T
T T
2 n n 8
c"1 = 9 so
3x4= 14 13 12 11 10 3x4
F ---- -................................------124-0
12-4-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.01 9 n/r 120 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 9 n/r 120
BCLL 0.0 ' Rep Stress Incr YES WB 0.05 I Horz(TL) 0.00, 8 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-SH Weight:56 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2BOT 8)This truss has been designed for a 10.0 psf bottom
OTHERS 2x4 SP No.3 CHORD 2x4 SP No.2 chord live load nonconcurrent with any other live
OTH BRACING- loads.9)'This truss has been designed for a live load of
TOP CHORD 20.Opsf on the bottom chord in all areas where a
Structural wood sheathing directly applied or 6-0-0 oc rectangle 3-6-0 tall by 2-0-0 wide will fit between the
pudins.T
ROOT CHORD bottom chord and any other members.
10)Provide mechanical connection(by others)of truss
Rigid ceiling directly applied or 10-0-0 oc bracing. to bearing plate capable of withstanding 236 lb uplift at
MiTek recommends that Stabilizers and required joint 2,241 lb uplift at joint 8,165 lb uplift at joint 13,
cross bracing be installed during truss erection,in 119 lb uplift at joint 14,165 lb uplift at joint 11 and 119
accordance with Stabilizer Installation guide. lb uplift at joint 10.
REACTIONS.All bearings 124-0.
(Ib)-Max Horz LOAD CASE(S)
2=-26(LC 5) Standard
Max Uplift
All uplift 100 lb or.less atjoint(s)
except 2=-236(LC 4),8=-241(LC 5),,
13=-165(LC 4).14=-119(LC 5).11=-165(LC
5),10=-119(LC 4)
Max Grav
All reactions 250 lb or less atjoint(s)-
2,8,12,13,14,11,10
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
NOTES-
1)Unbalanced roof live loads have been considered for
this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)
Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;
Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2);
cantilever left and right exposed;end vertical left
exposed;Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the
truss only. For studs,exposed to wind(normal to the
face),see Standard Industry Gable End Details as
applicable,or consult qualified building designer as per
ANSI/TPI 1.
4)All plates are 1.5x4 MT20 unless otherwise indicated.
5)Plates checked for a plus or minus 0 degree rotation
about its center.
6)Gable requires continuous bottom chord bearing.
7)Gable studs spaced at 2-0-0 oc.
........ ........ 6t� fletse-asx�trniertke'#d P�r7la5'v'�rlf3itl'F.WAsE itt4l6 tart"H35 tESl@4t°". Strli9�,i2rYiXl'bts,rErIIr nwe'araKsetieaksGhs ism Cr!l k ,.l+e'I .lirptp .Iytir.�diilPtjeai9EltNtal.:'eExB#,r1.k(nGuSbedk6:eGt lC9ssi�nt¢e dtltl3t?GO,atr
li':t4aaris•rsttssti~ktstdhalk lD€kit ntd#:Hass.isipEft7ttaS.e,fPkT;i;gray9eFtdxwj'16QttxtsF2snxttr.stdRtgrfeti'snlit�tenfitnspn�'i'=FtW rxtlu;adtrrsd{kTnsrt+.rmrlmEtG6ah,isltt7ryL iltdigrtns.,r5�:,tnir' fnssle}fir Anthony T.TOn1b0 III,P.E.
�!]te!tD15 rNiilti[f!k�{k3U�3JYsr#fitLdt21LVY!(, teYt�ftdV[�t=Wblkr%.r,4r)tSiilt?.k1301DRtildk!'.ii$t�fNt��dl%III=iFtF riditn.Tltt((tftftdlt/t'u�Gtit(ef�8aldr)•F iiKl.Qtietirii�t4j.]ftitrt,it(f7�ft$Ql tft(Bt Sti�ti bftfltf1.111i7F`SF - 800$3..
' ft ta`terEe;itrmlStdrttRr.17lnas sdntk6F f;0alEn{setals�5atf:utsRtittsd�uat&Sdfefit¢mnitS;CtLtrmGiRJ ae rfistetttk:r�•di-Alnt R6?7rmFstlre;ruulStstGt Mes�'keAn ksfgsf,tren�arir�!nseFnssNsantrnitst 44515t Lucie Blvd.
ittMllt�?RFttf6tC.,^N,t3JNt3EthgiT9]hlQrt1�t33idtP(;EITtlSlrtSiflfMSi:AEIItR[FFfEtF�H5,1¢fen1:5dtnfESrth'dGtfIX6dT,�,"„efTVYiStt;liO3Gi Gf?�ltddtTEi Fort Pierce,FL 34446
to s if 02016 A-I Roof basses-Amh,a I.Iaa�6o 111,1 ie rodarm oithis datnmeat.iaa roan,is ra6i6ittd+it6oas thewiiliea ermissiarfiom d-1 ledTrusses.Wea LlorR11:P,E
P1r d Y P ^Y- P P Y
Job Truss Truss Type ty
XRMSCMB2 B02 COMMON 3
1 R A0065706Ply o Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:16 2017 Page 1
ID:ld_OOXyyT61 Bi_TXoljwHHzefvK-BQgkhzUkglyvP?HmH4W5pYds5WiNCs3KghPUsezch2l
-1-4-0 6-2-0 12-0-0 13-M
1-4-0 ' 6-2-0. 6-2-0 1-4-0
4x4=
3
6.00 12
Ali
2 4
5
1 ° e es
r e 6 e t
i
3x4= 1.5x4 11 3x4=
6-2-0 12-4-0
6-2-0 6-2-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.02 6-12 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.06 6-12 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.01 4 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:48 Ito FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 5)•This truss has been designed for a live load of
WE CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a
WEBS 2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the
BRACING-TOP CHORD bottom chord and any other members.Structural wood sheathing directly applied or 6-0-0 oc 6)Provide mechanical connection(by others)of truss
to bearing plate capable of withstanding 461 lb uplift at
puriins.BOT'CHORD joint 2 and 461 lb uplift at joint 4.
'
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required LOAD CASE(S)
cross bracing be installed during truss erection,in Standard
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 = 53210-7-10 (min.0-1-8)
4 = 53210-7-10 (min.0-1-8)
Max Horz
2 = 28(LC 4)
Max Uplift
2 = -461(LC 4)
4 = -461(LC 5)
Max Grav
2 = 591(LC 10)
4 = 591(LC 9)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
TOP CHORD
2-3=-595/347,3-4=-596/347
BOTCHORD
2-6=-130/456,4-0=-130/456
NOTES-
1)Unbalanced roof live loads have been considered for
this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)
Vasd=124mph;TCDL=4.2psf,BCDL=5.Opsf;h=15ft;
Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2);
cantilever left and right exposed;end vertical left
exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)Plates checked for a plus or minus 0 degree rotation
about its center.
4)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
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uTtt�a,�mecstnend raa metratlsetmsoxghl�a(wyn,errs ,a:t�inagt�ry lms®eegnxedwrntssinausenriq,rpxauttr4trdreteesmplmttgmrco-l¢¢my,euniRt.tettysmnarn u rnd ucs aq Anthony T.Tombo III,P.E.
ntn:arEs iinsWraq Oil'ss+Is4rnrnri3diryd40ner,40nelr oAltmelgmn M1:k7fot¢esga,63e ndedd8e 0GR,ix¢l uelrel6r3fq,oda ntr![I.IkeeRmddGef¢Pntntfielimat4h,u;trd,Corksllmyslage,hslald'nal FaysNih4u+rcsneatd: A 80083
' mrsiCey¢:slgeradar"em,.lamessded"sel>:l¢¢nllkgsCittsnlryltefisssel4edrai4a{aemSad(la,,,n�;r[SRrasaenrmnlsrum,dmrdwrp�,apneze.lnleefi,maengnsr nnaaemalemsso:seer,ire,soe:�ptyucn[inaumnann,odns:', 4451 it.Lucie Blvd.
etMrluie7xlNrtsmalrpadgne,mu lycTia�lu lenhel.lb[rou Destu GR4als 6iMra:Biy¢edgax,-aLac<rises Fgba dsgerllM.Sllaptaeellrtasuutednslc1t41.(opysight91016AdRaothossas-AathooyT.fam5oIII,P.E Repedabadthis dmumein nyhrm,is p filhedwhounbermiaenpemissianhamAdRealTim.-s-Adoayi.iamh III,P.F. Fort Pierce,R 34946
Job Truss Truss Type pty Ply
XRMSCMB2 B03GE GABLE 1 1 A00657O7
FJbference o tional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:17 2017 Page 1
I D:Id_OOXyyT61Bi_TXoljwHHzefvK-gdO6uJUMRc4m 18sygn2KMmAOCwl JxEmTvL92O5zch20
14-0, 64-1 11-11-14
6-4-1 5-7-13
1.5x4 II
4
1.5x4 II
6.00 12 1.5x4 II
3x4
TIZ
1.5x4 II
2
�1
6 5
3x4= 1.5x4 II 5x6=
6-4-1 11-11-14
64-1 5 7-13
LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.03 6-13 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.06 5-0 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.01 5 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:70 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 3)Plates checked for a plus or minus 0 degree
BOB CHORD 2x4 SP No.2 rotation about its center.
WEBS 2x4 SP No.3 4)Gable studs spaced at 2-0-0 oc.
OTHERS 2x4 SP No.3 BRACING- 5) truss as been This t h b designed for a 10.0 p sf bottom
TOP CHORD chord live load nonconcurrent with any other live
Structural wood sheathing directly applied or 6-0-0 oc loads.
purlins, except end verticals. 6) This truss has been designed for a live load of
BOT CHORD 20.Opsf on the bottom chord in all areas where a
Rigid ceiling directly applied or 8-9-11 oc bracing. rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
MiTek recommends that Stabilizers and required 7)provide mechanical connection(by others)of truss
cross bracing be installed during truss erection,in to bearing plate capable of withstanding 408 lb uplift at
accordance with Stabilizer Installation uide. joint 5 and 362 lb uplift at joint 2.
REACTIONS. (lb/size)
5 = 420/0-3-8 (min.0-1-8) LOAD CASE(S) `
2 = 532/0-7-10 (min.0-1-8) Standard
Max Horz
2 = 499(LC 4)
Max Uplift
5 = 408(LC 5)
2 = -362(LC 4)
Max Grav
5 = 499(LC 9)
2 = 565(LC 10)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
TOP CHORD
2-3=-562/152
BOTCHORD
2-6=-436/532,5-6=436/532
WEBS
3-6=0/255,3-5=-604/495
NOTES-
1)Wind:ASCE 7-10;Vult=160mph(3-second gust)
Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;
Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2);
cantilever left and right exposed;end vertical left
exposed;Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the
truss only. For studs exposed to wind(normal to the
face),see Standard Industry Gable End Details as
applicable,or consult qualified building designer as per
ANSI/TPI 1.
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' nsraf oast4K 60063
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adn.dskfaNlra(sapat,pudepaa snrsa 7.1 tanas bnh:L IM rn:s D,ska btoen Is r9rd,tallht Uesltas,;nSassAsh.(qaa.dnT t:llig.tll atadkd Ma:.,¢dAnlallN.
Fort Pierce,FL 34946
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Job Truss Truss Type City
Ply
XRMSCMB2 B04 M_ONOPITCH 2 A0065708
Job Reference o tional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:17 2017 Page 1
ID:ld_OOXyyT61Bi TXOIj vHHzefvK-gdO6uJUMRc4ml8sygn2KMmAOCwlJxDbTvL9205zch20
14-0 64-1 11-11-14
1-0� 6 4-1 5-7-13
1.5x4 II
4
6.00,12
3x4
3
IV
co 2
1
6 5
3x4=
1.50 11 40=
6-4-1 11-11-14
6-4-1 5-7-13
Plate Offsets(X,Y)— [5:0-2-0,0-2-8)
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25. TC 0.42 Vert(LL) 0.03 6-9 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC ,0.33 Vert(TL) -0.06 5-6 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.46 Horz(TL) 0.01 5 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight:62 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 4) This truss has been designed for a live load of
BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a
WEBS 2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the
BRACING- bottom chord and any other members.
TOP CHORD 5)Provide mechanical connection(by others)of truss
Structural wood sheathing directly applied or 6-0-0 oc to bearing plate capable of withstanding 362 lb uplift at
BOT CHORD
p T except end verticals. joint 2 and 408 lb uplift at joint 5.
Rigid ceiling directly applied or 8-9-11 oc bracing.
MiTek recommends that Stabilizers and required LOAD CASE(S)
cross bracing be installed during truss erection,in Standard
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 = 532/0-7-10 (min.0-1-8)
5 = 420/0-3-8 (min.0-1-8)
Max Horz
2 = 499(LC 4)
Max Uplift
2 = -362(LC 4)
5 = -408(LC 5)
Max Grav
2 = 565(LC 10)
5 = 499(LC 9)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
TOP CHORD
2-3=-562/152
BOT CHORD
2-6=436/532,5-6=-436/532
WEBS
3-6=0/255,3-5=-604/495
NOTES-
1)Wind:ASCE 7-10;Vult=160mph(3-second gust)
Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;
Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2);
cantilever left and right exposed;end vertical left
exposed;Lumber DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
ar,ar-nmafife;lime.kwGe7If0;,tte5S3�5tt.1EPYun3llt:1456(5s0111�4(ntOYytUt3'jtIXb".BtErwl'EkTlxnfvdtlui�p,7>dusutrK/d4su�asLnsksi;fDEseu;SEC;avdM1elmre7T.Tfxk4,lLrfrxfof5inrteleercrc.CelrE:c4e.nfEa7Elm&etCD,efi;
PoT tE tE;lelesszllkfsEtfslE'OCmle Edi.lsfTmsfn ah;etttt;i.e,5fe.'n�Fs; enfEmuvpifr9 E@rt:EtlsncrpPardtie{EdEnnulegiaeNigre: ls*J,Wrh4siyatllhesh;k TEsr,lEreLyntilGGEdt,ffEnlFFI lfeusi�nneRces,laFniarE�Esc saibldnf _ Anthony T.Tombo III,P.E.
tatmtdkEinmdrvn lE�Yq isaE mpnulardlaC.egke CwxisfAkrmftfy�uaE 4viforOEEgRr,n9 rEfterdntLLG&L(dhtfNRl SsIlif;cd nllL 4Eermdf!he la0mtfefiel3l dtlfTnss;ttdEGykfELe:Slage,imtfl'etntEfi kmtt;sid.k@e re2eesiniiltEl s80083
' alrx'7(�heN�tlntlml'latt 1(1Mm5kiMRlffiIOCNERrikirhlll�YEI04SfIPYr[I'Srrme¢,CISCEIrI�fEGh00jrlSPrt{f:FS/rttfimlSKl6fifINEN{S(r>tYdrtiBSE INIIApmilERfr kY101if]IAMSAA!IEriiO.,Rtr,tEmsoE<.p 'REE:f,ttm:saaaattEE.mim 445?St.Lucie Blvd:
fae:rasietclsrs:aamepcedem#mCu irxlpties hnhd t¢ESm;saminG;minis r_rMtailiean�rxa;mLar,91tes6;na A,sgNJtir;.bll ttindefl;wa.mmdErEmlaill 1. Fort Pierce,FL 34946
(opydght91Q16A4lapfpmsses-AethonyLImho111,P.E Rtpraduaimafthisdommeot,inanyfmin,isprd3hadvi@outthewrinenpesmissianhomAdNoof uses-k6onyi.lim§e ill,P.I.
Job Truss Truss Type Qty Ply '
XRMSCMB2 C01G GABLE 1 1 A0065709
Job Reference o tional
Al Roof Trusses,Fort Pierce,FL 34946,design@a1truss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:18 2017 Page 1
I D:ld_OOXyyT61 Bi_TXoljwHHzefvK-8pyV5fV?CwCdfIQ80VZZvzjAkKFlgiFc8?ubwXzch2?
I-1-4 0 194-0 20-8-0,
1-4-0 ' 9-8-0 "_0 1-4-0
4x4=
Dead Load Defl.=3116 in
7
1.5x4 II 1.5x4 II
6.00 12 6 8
1.5x4 II 1.5x4 II
3x8\\ 5 9
ST1 ST13x8
3x4 4 10 3x4
1
W1
3x6 I 3x6 I 3x1D II x6 II x6 II 2. �32
v 23 2 240,
�I1 3 jo
25 26 27 28 14 29 30 31
4x4= 15 4x4=
3x8 MT20HS=
1.5x4 II
2-0-ta
1-5 too--s -3zsa is-21-5-14173, -o
z-0-ta
o-s-11
Plate Offsets(X,Y)— [4:0-0-0,0-1-15],[4:0-1-8,0-6-9],[10:0-1-8,0-6-9],[10:0-0-0,0-1-15],[14:0-3-4,0-1-8] [19:0-0-13 0-1-9] [22:0-0-13 0-1-9]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.13 12-15 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.32 12-15 >694 240 MT20HS 1871143
BCLL 0.0 ' Rep Stress Incr NO WB 0.37 Horz(TL) 0.04 12 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-SH Weight:119 Ib FT=O%
LUMBER-
TOP CHORD 2x4 SP No.2 11)In the LOAD CASES section,loads applied'to the
WEBS 2x4 SP No.3'Except` 7-16=-339/606,3-19=-449/310,CHORD 2x4 SP No.2 WEBS face of the truss are noted as front(F)or bak(B).
WE
W1:2x6 SP No.2 18-19=-449/310,17-18=-449/310,
OTHERS 2x4 SP No.3 16-17=-425/283,16-20=-425/283, LOAD CASE(S)
BRACING- 20-21=-449/310,21-22=-449/310, Standard
TOP CHORD 11-22=-449/310,15-16=0/395
Structural wood sheathing directly applied or4-10-8 oc 1)Dead+Roof Live(balanced):Lumber Increase=1.25
purlins. NOTES- Plate Increase=1.25
BOT CHORD 1)Unbalanced roof live loads have been considered Uniform Loads(plf)
Rigid ceiling directly applied or 8-2-0 oc bracing. for this design. Vert:1-23=-54,2-23=-14,2-7=-54,7-12=-54,
JOINTS 2)Wind:ASCE 7-10;Vult=160mph(3-second gust) 12-24=-14,13-24=-54,2-12=-20
1 Brace at Jt(s):16,17,18,20,21 Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft; Concentrated Loads(lb)
MiTek recommends that Stabilizers and required Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2); Vert:15=-1(B)25=4(B)26=-1(B)27=-1(B)28=-1(B)
q cantilever left and right ex
cross bracing be installed during truss erection,in g posed;end vertical left 29=-1(B)30=-1(B)31=-1(B)32=4(B)
accordance with Stabilizer Installation guide. exposed;Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the
REACTIONS. (lb/size) truss only. For studs exposed to wind(normal to the
2 = 769/0-8-0 (min.0-1-8) face),see Standard Industry Gable End Details as
12 = 769/0-8-0 (min.0-1-8) applicable,or consult qualified building designer as
Max Horz per ANSI/TPI 1.
2 = -18(LC 16) 4)All plates are MT20 plates unless otherwise
Max Uplift indicated.
2 = -565(LC 4) 5)Plates checked for a plus or minus 0 degree
12 = -565(LC 5) rotation about its center.
Max Grav 6)Gable studs spaced at 2-0-0 oc.
2 = 913(LC 20) 7)This truss has been designed for a 10.0 psf bottom
12 = 913(LC 19) chord live load nonconcurrent with any other live
loads.
FORCES. (lb) 8)`This truss has been designed for a live load of
Max.Comp./Max.Ten.-All forces 250(lb)or less except 20.Opsf on the bottom chord in all areas where a
when shown. rectangle 3-6-0 tall by 2-0-0 wide will fit between the
TOP CHORD bottom chord and any other members.
2-3=-1362/715,3-4=-878/393, 9)Provide mechanical connection(by others)of truss
4-5=-867/433,5-6=-879/495, to bearing plate capable of withstanding 565 lb uplift at
6-7=-894/564,7-8=-894/563, joint 2 and 565 lb uplift at joint 12.
8-9=-879/494,9-10=-868/434, 10)Hanger(s)or other connection device(s)shall be
10-11=-878/393,1 1-1 2=-1 3631716 provided sufficient to support concentrated load(s)221
BOT CHORD lb down and 159 lb up at 2-0-0,and 221 lb down and
2-25=-502/1175,25-26=-502/1175, 159 lb up at 17-3-4 on top chord,and 68 lb down and
26-27=-502/1175,27-28=-502/1175, 4 lb up at 2-0-0,12 lb down at 4-0-12,12 lb down at
15-28=-502/1175,14-15=-502/1175, 6-0-12,12 lb down at 8-0-12,12 lb down at 9-8-0,12
14-29=-502/1175,29-30=-502/1175, lb down at 11-3-4,12 lb down at 13-3-4,and 12 lb
30-31=-502/1175,31-32=-502/1175, down at 15-3-4,and 68 lb down and 4 lb up at 17-3-4
12-32=-502/1175 on bottom chord. The design/selection of such
WEBS connection device(s)is the responsibility of others.
7-16=-339/606,3-19=-449/310,
ilsssctsmnentrs!nwI wrr}xeraaoesunrn.nlemrre,inrz,::rc.n.tr,rlsox,ee";,rnnce;r,on.�p[w;oemw®rl.r�tee:rr.re�;essw,sere.ene.r,�<:r�,.u<caelwrelm.eeit
lath m,arri@,Mkneif.NTMItI,,d.1,ahnsOnphio!wl,.e,4w.4Tsl,.-wessln.1Mortrmuhwagta 0111,fe@ssi,nla�hmi,}mpund*u,.far:hhsipdieenepet-letkdns&Malt,Id.T111.Txino—.0m,Will km 1111aeT Anthony T.Tombo III,P.E.
el redhsimsie:mq kittske mpnitCrydlheCnges C.eersndemd gedu d:l 7toT exen,h&e wleddh,OL&elGe:isie lvel bsl6q,denlnlI.1!<enmAt,I1e100a1 yfielieud8e rnss;¢deCoths:T¢�,slaep,inlsluliaaaikmus si�ledx,eCasnilirysl 80083
lhsi It,Will ;a eu bma..WWII le.ea It WDU l5en,emalr,terndtkhffgf talu sIll&-r.(1oQr,rrx,nt It,W STu n,dame/.r—dpd e.t I ift,a,ngnsukin neaandMTosaka,taa o- ss:pupltrWI. �hanu,ntm t
k!s It.(xnww dyn h metz IJaI es,udns.IkI=Onuryhcu IsMAILOCI,;6sslp 51,,ai— fth Out ut W14 Allaradesl ba;snrsd�ed hinL 4451—S. e Blvd,
Lucie
Blvd,
Cuppighta lRl4 A-I AaalTmsses-AttthoayLTamha;II,P.E.Repradursian aphis document,in anflorm,is psuhlited withouftba mitten pesminiea rrom A-1 locMusses-Aathonr E.Tamb III,P.I. Fort Pi
a PJobMSCME12
Truss TrussType QtyMON 21JobPly CO2 CID
A0065710
Reference(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:18 2017 Page 1
ID:ld_OOXyyT61Bi TXoljwHHzefvK-8pyV5fV?CwCdflQ8OVZZvzjDfKHHglBc8?ubwXzch2?
9-8-0 14-1-7 19-4-0 20 8-0
-9 4-5-7 4-5-7 5-2-9 1 4-0
4x4=
Dead Load Defl.=3/16 in
4
6.00 12
1.5x4
1.Sx4
3 5
1
o, 2 6
m
�I1 7 Io
a
3x4= 5x8= 3x4=
9-8-0 19-4-0
9-8-0 9-8-0
Plate Offsets(X,Y)— j2:0-2-0,Edgej,f6:0-2-0,Edgel,18:0-4-0,0-3-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.11 8-14 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.29 8-14 >812 240
BCLL 0.0 * Rep Stress Incr YES WB 0.18 Horz(TL) 0.03 6 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight:87 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 4)This truss has been designed for a 10.0 psf bottom
BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 chord live load nonconcurrent with any other live BRACING- loads.5)'This truss has been designed for a live load of
TOP CHORD 20.Opsf on the bottom chord in all areas where a
Structural wood sheathing directly applied or 5-3-0 oc rectangle 3-6-0 tall by 2-0-0 wide will fit between the
ROOT CHORD
pT bottom chord and any other members.
6)Provide mechanical connection(by others)of truss
Rigid ceiling directly applied or 7-10-7 oc bracing. to bearing plate capable of withstanding 580 lb uplift at
MiTek recommends that Stabilizers and required joint 2 and 580 lb uplift at joint 6.
cross bracing be installed during truss erection,in
accordance with Stabilizer Installation quide.
LOAD CASE(S)
REACTIONS. (lb/size) Standard
2 = 791/0-7-10 (min.0-1-8)
6 = 791/0-7-10 (min.0-1-8)
Max Horz
2 = -33(LC 5)
Max Uplift
2 = -580(LC 4)
6 = -580(LC 5)
Max Grav
2 = 858(LC 10)
6 = 858(LC 9)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
TOP CHORD
2-3=-1209/768,3-4=925/575,
4-5=-925/575,5-6=-1209/768
BOT CHORD
2-8=-547/1029,6-8=-550/1030
WEBS
4-8=-266/526,5-8=-347/372,
3-8=-347/373
NOTES-
1)Unbalanced roof live loads have been considered for
this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)
Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;
Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2);
cantilever left and right exposed;end vertical left
exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)Plates checked for a plus or minus 0 degree rotation
about its center.
Vnup-flats lhmrllrrtrim ne'll/e;r Ii7iSEf!f'.tlfl�r[[31117Yf 6til4e1I165(OnOY{"talciQi:Ei[rrtY;erk¢Irilrtesip p7:dnsntred. s.N'rnssltsipherur(R'mdnelrs UTT.Inh 6,rl.ldsnn%wIdarent kltumtmise sftlednne ICU,edr
14TsksaMs ptlss sidiknd!arle in:p{<sdL lraTrnsles�Eal�s[se,fimdry[gianrl ns sM as apiU;rtpnms neee/sxrdlm rnk:sind essian:urrnpadtryhrne I<cp,dne susk trms lele n 1klWutr,ado IRI.Tnksga xaniases,lour ad4irsc,ssdafedJ
of rsedn:sTinsGemieikkj is ne rsinsPiEtd46.xr,t Onds mdsmriyednlSekt[cr0::r,ee,nRx uxkd dna nGne lIXn11u 1nl Bilks;rdtndlr6r.Ike epmddnt l66nl ny fi:N.ua!fier:.n;bdNiylnelmyslaese,usltfxnnnlfmal ddlh6enspns!iryd: Anthony T.Torn' 8008 III,P.E.
=800 3 ntrtar u•d
ui.gvsrlUtaearc.leednsdtd'uIls166nitxpstknnlpueluneltklrlSy6epentluedridunefisu1!ftjpd6k/IrlfknlflGee,dnean/fxlsssdp4act.IPFllefinsnamsindnl8tsnikuesdn:Ins;/:sipn,irtn�tipryuenetllnssVndadneynlns:. 4451 St.Lucie Blvd.
tnnms idatlNdwesaepedrynt near lydlpatin lndM.lk[ns en:p flr2•n is EtdntkNiy6tsipss;ttLuc.<lnsz npsa dnr loalul.311 nindeslkas nus da5•d¢ir41. Fort Pierre,Fl-34946
(opyrilk02016 A-1 last rmsses-klhanyL hnho ill,P.E.Repsodudion althis dommeo in unyhrm,is prohli ited wMoutthe svinen permission from A•I laoffsttsses-Amhonyp.Tanho ill,P.F.
Job Truss Truss Type Qty Ply
XRMSCMB2 CO3 COMMON 1 1 A0065711
Job Reference o tional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Mar 09 11:21:18 2017 Page 1
ID:ld_OOXyyT61Bi TXoljwHHzefvK-8pyV51V?CwCdflQ8OVZZvzjCHKHmgl6c8?ubwXzch2?
5-2-9 9-8-0 14-1-7 18-11-14
4 5-2-9 -5-7 4-5-7 4-10-7
4x4=
Dead Load Dell.=3116 in
4
6.00 12
1.Sx4 1.5x4 G
3 5
1
2 sc
aoj 1 �a so
7 `
3x4= 5x8= 4x4=
9-8-0 18-11-14
9-8-0 9-3-14
Plate Offsets(X,Y)— [2:0-2-0,Edgel,[6:0-0-0,0-0-141,[7:0-4-0,0-3-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.12 7-10 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.31 7-10 >725 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(TL) 0.03 6 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:84 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 4)This truss has been designed for a 10.0 psf bottom
BOB CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 chord live load nonconcurrent with any other live BRACING- loads.
TOP CHORD 5)•This truss has been designed for a live load of purictural wood sheathing directly applied or 5 20.Opsf on the bottom chord in all areas where a
-2-13 oc rectangle 3-6-0 tall by 2-0-0 wide will fit between the
ROT C
purT bottom chord and any other members.
HORD 6)Provide mechanical connection(by others)of truss
Rigid ceiling directly applied or 7-6-10 oc bracing. to bearing plate capable of withstanding 433 lb uplift at
MiTek recommends that Stabilizers and required joint 6 and 578 lb uplift at joint 2.
cross bracing be installed during truss erection,in
accordance with Stabilizer Installation uide.
LOAD CASE(S)
REACTIONS. (lb/size) Standard
6 = 689/0-3-8 (min.0-1-8)
2 = 792/0-7-10 (min.0-1-8)
Max Horz
2 = 83(LC 4)
Max Uplift
6 = -433(LC 5)
2 = -578(LC 4)
Max Grav
6 = 753(LC 9)
2 = 859(LC 10)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
TOP CHORD
2-3=-1213/763,3-4=-928/571,
4-5=-928/570,5-6=-1214f756
BOT CHORD
2-7=-596/1029,6-7=-587/1031
WEBS
4-7=-260/529,5-7=-350/362,
3-7=-347/372
NOTES-
1)Unbalanced roof live loads have been considered for
this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)
Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;
Cat.ll;Exp B;Encl.,GCpi=0.18;C-C Exterior(2);
cantilever left and right exposed;end vertical left
exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)Plates checked for a plus or minus 0 degree rotation
about its center.
ivma;.11—mayurn4e.WAtso;rsuua;srirr,;naurusswmnesssmlosrar�rasnrt rteamuleppr_msmmsr7sats lass rnipm,Nlma®aaam.rtra:tsmrtsez,vaemaaw�hvoemseasumnes%atC
wrst amaPastr➢kanftae<r�ahsaiisam,so phtornp,tp.aer6pn,e:,tlaarTaa4 msaamrmnae3pacaaiasnn,utsrpxdarytmfl<hgaazna¢Tm:tgsxa toonlr.claTnl.iset<npnn.p i:tatntcncsmadar AnthonyT.Tombo III,P.E.
ae nea[x:Lntrrarhn3gi aanyasae.R.arymo�,rtaem„+spanh,raearun.�n,hcraa:asrutm eaixau.6ais,.rhsr<a,atnit.>kannaaesmoata,e:u.arnaT,ss,r<estatrau3.nnrp,hshi.naatha.lsECE,eEnsrashama 80083
marrrwrR:gemlhaah.snaasrau�TOalasramadp:ausatnhsrrrpnfag6nsemaasgtu nrtnntsTunrannse6r�apenr.Tnttcnartensta�maataesa�Tsnso-upa,Tms�m enmlassvam�nn,nas 44515t.LucieBlvd.
sflnwia hhwslra(ahtlaprdryno!.r6ghtlrvnht hnhtA lhla;tDeap hTM,is Egltlahlliag Oeslswt.afros;SMe¢G)tlno!a11:91trg.dllaiud¢es masmadatnleR4). Fort Pierce,FL 34946
Copyright 0 2Rt6 Ad Roof ymsses-)A nrL tamba ill,H.Reptodunion otthis dommeat,in oayform,is probitiled wahautthe sainen?emission from Ad RootTmssas-AuhonyL Tomba Ill,P.E.
Job Truss Truss Type Qty Ply
XRMSCMB2 C04GE GABLE 1 1 A0065712
- Job Reference(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:19 2017 Page 1
5 I D:ld6_O-013XyyT61 B i_TXo 1 jwH HzefvK-c?VtJ?W dzDKUGS?LyC4o RBFJJjbYP6OmNfe9Szzch2_
-0 5-3f6 12 %10-3 1-10 2 � 251-8
3- 7-
-8
6.00 12 46
Dead Load Dell.=1/4 in
6 7
3x4 GgST3
3x4
5E"4x4
4
3 210 9
0
6x8= 2x4 11 v
�1 2
0 14 13 31 12
3x4
3x4= 2x4 11
=
3x8= 19-4-0
9-8-13 18-9-12 18-11r2 25-11-8
9-8-03, - 9-0-15 0- 6_
y 0-4-14
Plate Offsets(X,Y)— [2:0-2-0,Edge],[5:0-2-0,0-0-12],[6:0-1-15,0-0-0],[7:0-3-6,0-2-4],[7:0-0-14,0-1-12],[8:Edge,0-1-12],[9:0-2-0,0-1-0],[11:0-2-12,0-3-4],[12:0-2-0,0-0-4],
[16:0-1-10,0-0-12],[20:0-1-10,0-0-12]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.08 9-10 >940 360 MT20 244/190
TCDL 7.0 Lumber DOL , 1.25 BC- 0.79 Vert(TL) -0.42 12-14 >536 240
BCLL 0.0 * Rep Stress Incr YES WB 0.57 Horz(TL) 0.02 12 n/a n/a
BCDL 10.0 Code FBC20141TP12007 Matrix-MSH Weight:188 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 NOTES-
BOT CHORD 2x4 SP No.2*Except* 1)Unbalanced roof live loads have been considered
133:2x4 SP No.3 for this design.
WEBS 2x4 SP No.3 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)
OTHERS 2x4 SP No.3 Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;
BRACING-TOP CHORD Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2);Structural wood sheathing directly applied or 5-0-5 oc cantilever left and right exposed;end vertical left
exposed;porch right exposed;Lumber DOL=1.60
ROOT CHORD
p T except end verticals. plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the
Rigid ceiling directly applied or 6-0-0 oc bracing. truss only. For studs exposed to wind(normal to the
WEBS face),see Standard Industry Gable End Details as
1 Row at midpt 11-14 applicable,or consult qualified building designer as
MiTek recommends that Stabilizers and required per ANSI/TPI 1.
cross bracing be installed during truss erection,in 4)All plates are 1.5x4 MT20 unless otherwise'
accordance with Stabilizer Installation guide. indicated.
5)Plates checked for a plus or minus 0 degree
REACTIONS.All bearings 0-3-8 except.(jt=length) rotation about its center.
2=0-7-10,12=0-2-12. 6)Gable studs spaced at 2-0-0 oc.
(lb)-Max Horz 7)This truss has been designed for a 10.0 psf bottom
2=466(LC 4) chord live load nonconcurrent with any other live
Max Uplift loads.
All uplift 100 lb.or less at joint(s) 8)*This truss has been designed for a live load of
except 2=-476(LC 4),12=-186(LC 5), 20.Opsf on the bottom chord in all areas where a
9=-260(LC 4),10=-B24(LC 5) rectangle 3-6-0 tall by 2-0-0 wide will fit between the
Max Grav bottom chord and any other members,with BCDL=
All reactions 250 lb or less at joint(s) 10.Opsf.
except 2=798(LC 10),12=81 O(LC 9), 9)Provide mechanical connection(by others)of truss
9=261(LC 12),10=683(LC 3) to bearing plate at joint(s)12.
10)Provide mechanical connection(by others)of truss
FORCES. (lb) to bearing plate capable of withstanding 476.Ib uplift at
Max.Comp./Max.Ten.-All forces 250(lb)or less except joint 2,186 lb uplift at joint 12,260 lb uplift at joint 9
when shown. and 824 lb uplift at joint 10.
TOPCHORD
2-3=-1154/612,3-4=-796/334,
4-5=-659/349,5-6=-67/313,7-8=-149/285 LOAD CASE(S)
BOT CHORD Standard
2-14=-861/1092,11-12=-673/224,
6-11=-495/392
WEBS
3-14=-485/527,5-14=0/351,
11-14=-507/655,5-11=-766/619,
8-11=-284/364
a,,;,!-am«n«„lrlln,x.ee'llrari0ns0;sn!a;.>nau!lulssuiomanrasmu4rcmurranuosuElr!«a.na!!��>.l,,:s«r«e:,d�,uost«:creel�c«.e3{lus;olml,nRrt.r,>e<9:rt.rde;¢,,ssa:udeeK.edr¢en«.nrneermeereo.nlr
FL1aErar�a,�,«,:;dikes,l�•n<Tcear„dLlutr«snesErllaxE�.slaee�E,nn,r,n�s�ln�ta:ryre:«nn,,lr�ran,lrh:nnn«sl,«rnr,::ln:�rn� le:l�el,�:ulxrr«:elm�¢lvmo,dl.oalrlt ra;n:�rn:,el >,lMa!«d„n„wnslar Anthony T.Tombo III,P.E.
ut�dM.sL.,,lrmlk,8xl is ne ralnmltlldPn C.«r,d*Cnersoahmel,lesnne klEeg Oaer,une«neddix n(ne lXalhelersihr•Itulerk¢lRIL neep•n,ldGe Nem¢!RN«edneT;.ss;ndee,glerel®y I e1e,m«iseaesiknalildlknem!«iil,ryd g 80083
' IhG]ro1C!s`g«eet Est,6,r.4CM¢sYNunetCC,d5x lrtpa;edpreeia«dfieredlsl6epeal Sa!ehld«aelrea li(SQid6;klllr�¢lIIG cneleeeetdclvsd pulse 4451 St.Lucie Blvd.
etle:v,s:nraelNsl«eu1,lradryun vtac-ha1lames nn6,(Ih¢Gmkcn 6pa«Is F1Mrr:Iliel Cesilaa;«hvs;-lnea 6llna dnTHdlr4.NinlGdcd'ex:m¢ldu,!«T81. Fort Pierce,.FL 34946
(oppi9hi026I6A-IGodTmss=s-Whonyl.1 5o III,P.E.Bepramino dihis dommee,inonylorm,is probiSitzJ wiihoulthe miw permissionrron A-I hol Tmsses-kifiooy LTombe ill,P.E.
Job Truss Truss Type Oty Ply
XRMSCMB2 C05 ROOF SPECIAL 1 1 A0065713
Job Reference(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com 8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Mar 09 13:22:07 2017 Page 1
ID:ld OOXyyT61Bi TXo1jwHHiefyK-OPSwVLE12AV4gJ5LYP6UCeRzYRKGd2Zc21NhrszcfGk
rt-4Q 5-7-12 12-10-3 19-0-0 25-11-8
5-_7 2 7-2-7 fi-1-13 6-11-8
6.00 12 5x6=
Dead Load Detl.=3/16 in
5 6
5x6- T
3x4 II
4 7
r;
W4 -1 RA T
1.5x4
3 9 8
2 8x8= 3x4= o
3 4
�1 2
o '
12 11
5x8= 3x3 11
3x4= 19-4-0
10-0-0 18-9-12 18-11r2 25-11-8
i 10-0-0 19-12 0- 6-7-8 1
0-0-14
Plate Offsets(X,Y)— [2:0-2-0,Edgel,[4:0-2-8,0-3-01,[6:0-M,0-1-151,[6:0-2-4,Edgel,[10:0-5-8 0-1-81 [12:0-4-0 0-3-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.09 8-9 >909 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.34 11-12 >658 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) 0.02 11 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:152 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)
BOT CHORD 2x4 SP No-2'Except' Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;
B3:2x4 SP No.3 Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2);
WEBS 2x4 SP No.3 cantilever left and right exposed;end vertical left
BRACING-TOP CHORD exposed;porch right exposed;Lumber DOL=1.60 Structuralplate grip DOL=1.60 wood sheathing directly applied or 5-3-9 oc 3)Plates checked for a plus or minus 0 degree
BOT C, except end verticals. rotation about its center.
ROT CHORD 4)This truss has been designed for a 10.0 psf bottom
Rigid ceiling directly applied or 6-0-0 oc bracing. chord live load nonconcurrent with any other live
MiTek recommends that Stabilizers and required loads.
cross bracing be installed during truss erection,in 5)`This truss has been designed for a live load of
accordance with Stabilizer Installation uide. 20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
REACTIONS.All bearings 0-3-8 except(jt=length) bottom chord and any other members.
2=0-7-10,11=0-2-12. 6)Provide mechanical connection(by others)of truss
(lb)-Max Horz to bearing plate at joint(s)11.
2=466(LC 4) 7)Provide mechanical connection(by others)of truss
Max Uplift to bearing plate capable of withstanding 478 Ill uplift at
All uplift 100 lb or less at joint(s) joint'2,119 lb uplift at joint 11,256 lb uplift at joint 8
except 2=-478(LC 4),11=-119(LC 5), and 893 lb uplift at joint 9.
8=-256(LC 4),9=-893(LC 5)
Max Grav
All reactions 250 lb or less atjoint(s) LOAD CASE(S)
8 except 2=785(LC 10),11=730(LC 9), Standard
9=722(LC 3)
FORCES: (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
TOP CHORD
2-3=-1070/577,3-4=-728/340,
4-5=-54/300,576=-230/388,6-7=-242/347,
7-8=-284/337
BOTCHORD
2-12=-818/1007,10-11=-655/155,
5-10=-604/457,9-10=-361/361
WEBS
3-12=-466/504,4-12=0/333,
10-12=-495/611,4-1 0=-768/61 1,
5-8=-436/399
NOTES-
1)Unbalanced roof live loads have been considered for
this design.
v,ug-Fiussa«nirif«>�.e,ua:SmRSB�S-��6FE311i9l1S6r05plllclSfUs[OY'E61;r'}41tE'r8i@iYEEI'Iuarrta(htiprar_!Msutm7whsutisrrtnrestpp«e�(![Tm9@rE«tart.ruS:L;rf.l�nasintlderetstCdeuYlsrriun7eluGeRa,eeft .
i4hlcrddn:lcuh„lw;mr aerhrdx i,erns,nn: GEr{asre��rGv 'i ,mn�r «r«:msnccycaeamerc:rt:,«cci«Siceriyrmpnarrz se hu�daeswgV im:Ey:xenr�mgwt,a[alnr.ruemg,,;:cans,irrfiq udc«n,mnaay Anthony T.Tornbo III,P.E.
W—Ifks i—fsmrGilk0a erpui lmd6rOn«,Ea Onn,oateruu a3aC«d:bllvj 0:,7xr,«deurleddtieOLdslGvshelrsl e+thgrdeulirl 1.iFe ep«,d a'WlDpel ayRu.«r.Her«n«a,ry�,e'�g.,i�ge,encc,i«.ni h««g rank Ee«�gm;amd 80083
ZtIhWifsryOeuprru«lGzr*en«.In tesMNu�IDp nl@a psEi«sul p;eef nslt'clNSerGc}eesl Shhidsiaelem;llsl)iM:EsllrmnfsWendnnlfhriwsd iedme lPFl i6unne«ynssraes niktlesd�hnsonye,irsnpripGrnmeulnss dzeshdnn;ulesf 4451 St.Lucie Blvd.
eM1«meief ANICxn�sgwiynh Hers ha7retizs unhsA lh rrz;s DxW G3�u is Erse truly Drsig,n,dunsslsuzGp:n dcylrai«g.ui«rcdea tins ne n amd amt Fort Pierce,FL.34946
Cepysighi02016 A-I Eaaffmsses-kihamyMambo III,Y.L iltpradarGan d1hisdosnment.in any firm,is prohbited xBhoatiAe miften@emissionfrom A I looflmsses-AnthonyLlomho ill,P.L
Job Truss Truss Type Qty Ply
XRMSCMB2 CA CORNER JACK 4 1 A0065714
Job Reference(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:20 2017 Page 1
ID:ld_OOXyyT61Bi TXo1jwHHzefvK-4C3FWLXFkXSLucaXWvb1_OobE77a8hVvblNi_Pzchlz
-14-0 0-11-11
1-4-0 0-11-11
3
6.00 V2
0
2 0
cS m
0
81
T1
1 � .
2x4=
0-11=11
r r. 0-11-11
LOADING(psf) SPACING 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL " 1.25 TC 0.18 Vert(LL) 0.00 7 >999 360 MT20 244/190
TCDL 7.0 .Lumber DOL 1.25 BC 0.03 •. Vert(TL) 0.00. 5 >999 240,
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2014/rP12007 Matrix-MP Weight:6 lb, FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 6)Provide mechanical connection(by others)of truss
BOT CHORD 2x4 SP No.2 to bearing plate capable of withstanding 100 lb uplift at
BRACING-
TOP CHORD joint(s)3,4.except(jt=1b)2=273.
Structural wood sheathing directly applied or 0-11-11 oc
purlins. LOAD CASE(S)
BOT CHORD Standard
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing.be installed during truss erection,in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 = -3/Mechanical
71 2 = 166/0-7-10 (min.0-1=8)
4 = -16/Mechanical
Max Horz
t 2 = 114(LC 4)
Max Uplift
3 = -3(LC 1)
2 = -273(LC 4)
4 = -19(LC 10) „
Max Grav
3 = 26(LC 6)
2 = 192(LC 10)
4 = 55(LC 4)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=160mph(3-second gust)
Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;
Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2);
cantilever left and right exposed;end vertical left
exposed;Lumber DOL=1.60 plate grip DOL=1.60 -
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)*This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.,
5)Refer to girder(s)for truss to truss connections.
aizuy-Flnsamq!¢re.kr oe 11iCa;:'1ESfES!f"1FY;S[E3IS IFI7Af6G1sDIF105CaS':DY^WT,.f)YYGCE7[D-egEET6m(ri kipp—tee ut¢nle¢hsutis fresh!ipDrtiug(I o's5elNurLleaks C,r'_Idem's fkrldne rx.Eeless sSmise safeln He iFa.edr
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sel2ei h;LnsWrrapk0:ss sh r ":aryddagmSda C.x%s nAhmei ge2uti!klhgD:�s,ia@e udeddfi!Ii4&e lCalk¢Ixellfugrdza{18I.Ik eR:s!sldfis laD nd¢gfiddrnd&ran hd¢Gyks:liry rge.nnl am !Foxe isankde r¢.Iminlrryd ^80083
' ae klfoi 0!aperai[e etlsr!Cep,ti lionDDniteE¢saiusedrraeCaesdtiekiS�Gcp¢sFfshhldnutip!1F41pli:klErlPalS6(Are!sMnalFx lzadpid¢¢e.TF4F k4¢sfte resrnsDi7iies nl6Msdn!Tra:sDz¢�er;Lesskap!Fe;¢eenlTrts:IMuhtlnu;edrss ¢451 St.Lucie Blvd.
.4-1.6tmdly.(m dwede1n d..=7dls•.an un6sf ix T,.D¢A,kraal-!&E liigDn!¢u,uT-5rnexkgea euyl litq All cgndtreiiaai to ntdadi: Fort Pierce,FL 34946
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Job Truss Truss Type Qty TTJb
'
XRMSCMB2 HJ2 DIAGONAL HIP GIRDER 2 A0065716
eferenda(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:20 2017 Page 1
ID:Id_OOXyyT61BiTXoljwHHzefvK-4C3FWLXFkXSLucaXwvbl_OoYG74i8hVvblNi_Pzchl z
-1-10-10 2-9-_3
1-10-10 2-9-3
3
4.24 F12
8
v
o
2 1
B1 0
q 0 9 4
1 �•
Q Q.
2x4 11
2-9-3
293
Plate Offsets(X,Y)— [2:0-1-9,0-1-0) 4t
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef! Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.02 4-7 >999 360 MT20 244/190
TCDL . 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.02 4-7 >999 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) O.Ob 2 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-MP Weight:12 lb FT=O%
LUMBER-
TOP CHORD 2x4 SP No.2 6) This truss has been designed for a live load of
BOTCHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a
BRACING-TOP CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the Structural wood sheathing directly applied or 2-9-3 oc bottom chord and any other members.7)Refer to.girder(s)for truss to truss connections.
BOT CHORD 8)Provide mechanical connection(by others)of truss
Rigid ceiling directly applied or 10-0-0 oc bracing. to bearing plate capable of withstanding 100 lb uplift at
joint(s)3,4 except Qt=lb)2=337.
MiTek recommends that Stabilizers and required 9)Hanger(s)or other connection device(s)shall be
cross bracing be installed during truss erection,in provided sufficient to support concentrated load(s)136
accordance with Stabilizer Installation uide. Ib down and 56 lb up at 1-4-9,and 136 lb down and
56 lb up at 1-4-9 on top chord,and 24 lb down and 11
REACTIONS. (lb/size) lb up at 1-4-9,and 24 lb down and 11 lb up at 1-4-9
3 = 8/Mechanical on bottom chord. The design/selection of such
2 = 187/0-10-7 (min.0-1-8) connection device(s)is the responsibility of others.
4 = -2/Mechanical 10)In the LOAD CASE(S)section,loads applied to the
Max Horz face of the truss are noted as front(F)or back(B).
2 = 155(LC 14)
Max Uplift
3 = -68(LC 5) LOAD CASE(S)
2 = -337(LC 4) Standard
4 = -2(LC 1) 1)Dead+Roof Live(balanced):Lumber Increase=1.25
Max Grav Plate Increase=1.25
3 = 70(LC 16) Uniform Loads(plf)
2 = 248(LC 19) Vert:1-3=-54,4-5=-20
4 = 86(LC 14) Concentrated Loads(lb)
FORCES. (lb) Vert:8=111(F=56,B=56)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=160mph(3-second gust)
Vasd=124mph;TCDL=4.2psf,BCDL=5.Opsf;h=15ft;
Cat.II;Exp B;Encl.,GCpi=0.18;C-C Exterior(2);
cantilever left and right exposed;end vertical left
exposed;Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the
truss only. For studs exposed to wind(normal to the
face),see Standard Industry Gable End Details as
applicable,or consult qualified building designer as per
ANSI/TPI 1.
3)Plates checked for a plus or minus 0 degree rotation
about its center.
4)Gable studs spaced at 2-0-0 oc.
5)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
vcti!r-Flat lLmrdJrz.4rme'411ag,i1CLBTSF'1rY}ifK3i[I!l!15847161n^;SnnOYilII(:T}2([fi'r9tfPill[kThm rerdlhilpT¢r::4ncrn'nalrottu^�t rntt Ce9pWtreg{I6';asille lriiwy1.6a44:,rtr!!c�s;�:eaue.�.ca<u�eA.+ser�d!neereo-,!!Ir �.
WTs'taa!m!pelrs ssA l!ssetlxS.!,'pitrlesdt lsrTmsamr,eF!ia;a{rt,'.fe.nETEsgsa x8:ssl neapif'1ryrtaisetcrl4srd!heps;va!l azardgrz:pcxdtir6rde/¢yndmesb94T!n;le; r!ii:IaPulpeslaini.le•11g!ss. iti.,!alai Iauvs,uitasi:m
Qe: a�.nasermTuu;c!ue!ar!rsaganaa.i,s o>A�!um adrra!!s!wr�po�,o antadn!�aixaflalt�tr�r��rma.tle!nTrlruemouee•edanemerr,!s;tre!a.Tr�r�na!:.nefeeanar s e ae' AnthonYT. II,P.E.
80083 i aais` +rttisJrtrel =80083
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m!nm!t!ray:t«nonepaagam.mgerma�ml!.lwrnaoeca[.Tas,lsr�rm!ee:u�yo!!ip,!,,ausussmshY,!ac!or�rn�.stirslade:f!s�:mpsa�r!fnmt Fort Pierce,FL 34946
(opy6gh1 0 7616 4d 1oolf asses-Arihaayf.jambe 111,P.E.Rapsodoaiw alt6is dommem,in anyhrm,is pro6ihuzd rritbauf she mittan palmissioe jrns 4-19oa1Lossos-Am6nnyf.Tombo III,P.L
` Job Truss Truss Type Qty Ply
XRMSCMB2 J2 JACK-OPEN STRUCTURAL 9 TlJob
A0065717
Reference(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:7.640 s Oct 7 2015 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:21 2017 Page 1
ID:Id_0OXyyT61Bi TXoljwHHzefvK-YOddkhYtVraCWm9j3d6GWcLm_XTjt813gy7FWszchly
-1-4 0 2-M
-- 2-M
3
6.00 12
2 T1
B1
1
0 0
2x4= 4
2-0-0
2-0-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TIC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 7 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-MP Weight:9 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 6)'This truss has been designed for a live load of
B CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a
BRACING-TOP CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the Structural wood sheathing directly applied or 2-0-0 oc bottom chord and any other members.
7)Refer to girder(s)for truss to truss connections.
ROOT CHORD
pT 8)Provide mechanical connection(by others)of truss
to bearing plate capable of withstanding 100 lb uplift at
Rigid ceiling directly applied or 10-0-0 oc bracing. joint(s)3 except(jt=lb)2=236.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection,in
accordance with Stabilizer Installation ouide. LOAD CASE(S)
Standard
REACTIONS. (lb/size)
2 = 176/0-7-10 (min.0-1-8)
4 = 14/Mechanical
3 = 33/Mechanical
Max Horz
2 = 160(LC 4)
Max Uplift
2 = -236(LC 4)
3 = -56(LC 5)
Max Grav
• 2 = 199(LC 10)
4 = 32(LC 6)
3 = 56(LC 9)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=160mph(3-second gust)
Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;
Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2);
cantilever left and right exposed;end vertical left
exposed;Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the
truss only. For studs exposed to wind(normal to the
face),see Standard Industry Gable End Details as
applicable,or consult qualified building designer as per
ANSI/TPI 1.
3)Plates checked for a plus or minus 0 degree rotation
about its center.
4)Gable studs spaced at 2-0-0 oc.
5)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
9:wyHwnmeyt¢rerwvne'4110 TNLES(19!(1�.6fY3{Ir.R&SY(OlPIlylSiusilum,aM-,11IM-MIPEIrtsm leNrklip rsT.ekttul rnr 45pNt lntt C:fip Ortxur�IRljdYtrtnsjLTrslt©,rl.{dEn;tSbtlehent.,FsktS 62ttHrt Melgne lGO,ed(
Whirmn+(Itlrt sioikrseifxst IDDnl<rdi.ltrinu D:sge&{(Y±s¢s,'.rrrc,MFYyoeav n:Ydwee(10r",grt:alsmrc:}tar dh,{ts?eui+nln{an:iy+era:dD.T)hrne lrtipolesh{4i,n:ley�daneloO nlT,YrinlflI.Iizirsyanu�las,Iaeu1 m49:Ys,srd:lEdi: Anthony T;Tombo III,P.E.
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rnmis:i,tmflrY(anq a rlen Ivl v.•Det lnd A Tn Was Dts:nftaa is E9lne{sll' Drsl rytles h{mta d."YWHr.LllarrAedmsmrsrdn,IcinL 4rt Pier ,FL 34946
•
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(YpylighlD1016A•IPaY(Tmsss-FsthDDrLTamhDill,P.E.Pep,Dduaianaphisdommeet,inooyfDrm,isprohihitzlwifhamthe mitten pelnissiaYlremMliaofLYsses-Anthony LTcmhY Ill,P.F.
{
Job Truss Truss Type Qty Ply '
XRMSCMB2 T01GE Common Structural Gable 1 1 A0065718
Job Reference o tional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Mar 09 11:21:21 2017 Page 1
ID:ld OOXyyT61Bi—TXoljwHHzefvK-YOddkhYtVraCWm9j3d6GWcLkaXRvt6T3gy7FWszchly
3-5-8 6-9-4 B-1-8 9-5-8
3-5 8 3-3-12 1 4 4 1-0-0
4x4=
6.00 12
2
1.5x4 II 1.5x4 II
3x4 i�'- 3x4
1 3
T T 3x4
4
n 5 Ic�
�
8 6
1.5x4 11 3x8— 7 5x6 1.5x4 11
3-5-B B-94 6-f 1-0 8-1-8
3-5-8 3-3-12 0- -12 1-2-8
Plate Offsets KY)— (7:0-3-0,0-2-121
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (]cc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.01 8-9 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.01 8-9 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 7 n/a n/a
BCDL 10.0 Code FBC2014lrP12007 Matrix-MP Weight:49 lb FT=O%
LUMBER-
TOP CHORD 2x4 SP No.2 3) Truss designed for wind loads in the plane of the
BOT CHORD 2x4 SP No.2 truss only. For studs exposed to wind(normal to the
WEBS 2x4 SP No.3 face),see Standard Industry Gable End Details as
OTHERS 2x4 SP No.3 applicable,or consult qualified building designer as
BRACING-TOP CHORD per ANSI/TPI 1.Structural wood sheathing directly applied or 6-0-0 cc 4)Plates checked for a plus or minus 0 degree
rotation about its center.
BOT C, except end verticals. 5)Gable studs spaced at 2-0-0 cc.
ROT CHORD 6)This truss has been designed for a 10.0 psf bottom
Rigid ceiling directly applied or 6-0-0 cc bracing. chord live load nonconcurrent with any other live
MiTek recommends that Stabilizers and required loads.
cross bracing be installed during truss erection,in 7)•This truss has been designed for a live load of
accordance with Stabilizer Installation guide. 20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
REACTIONS. (lb/size) bottom chord and any other members.
9 = 212/0-3-8 (min.0-1-8) 8)Provide mechanical connection(by others)of truss
7 = 451/0-3-8 (min.0-1-8) to bearing plate capable of withstanding 100 lb uplift at
Max Horz joint(s)except(jt=1b)9=430,7=833.
9 = -147(LC 4)
Max Uplift
9 = 430(LC 4) LOAD CASE(S)
7 = -833(LC 5) Standard
Max Grav
9 = 228(LC 10)
7 = 466(LC 9)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
TOP CHORD
1-2=-180/311,2-3=-196/323,
1-9=-212/340
BOTCHORD
7-8=-136/278
WEBS
3-8=-377/242,3-7=-356/493,
4-7=152/312
NOTES-
1)Unbalanced roof live loads have been considered for
this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)
Vasd=124mph;TCDL=4.2psf,BCDL=5.Opsf;h=15ft;
Cat.11;Exp B;Encl.,GCpi=0.18;C-C Exterior(2);
cantilever left and right exposed;end vertical left
exposed;porch left exposed;Lumber DOL=1.60 plate
grip DOL=1.60
9ca6r-flats n,!,el!¢renev ne'lliggf 1l0i4S�,L`i�i[Ifl1111056rOSW➢Gli i7S?OYt-{WH�t([W8!ELrtYGTMn IMa Gvp�9m ui nlu6,mti,lmth,ip NneiPP7;'sillt/ttiar l.rul,4lS.ITsms15!,lrelut mt Ce4u�e+rcesEfelm6e f[qul[
wT,c ,ro,!tnlauadnateovkatsaresgmaE,l�Y(u.sr,ae7e ;e!,�m�rurgwnm,vrm,a!aF ww■�a„gnnxannranstrgdmewrxrm:a,raenarreedr.nttnr.rdW+ma�au �rw�wcmnlrer AnthonyT.TombollI,P.E.
■hiligD ?—mend rA.111WO.Njadu..a,un�nedpi1rd dbI;!j(nf ga.�nenamNn!u;,n!¢emrai>2rsarrnaw,■anll.r[!aflmaldnamg■e■Ie:uRar.arm!:o-ma.yrsay.,�q,.�!w.■;r.■a,s;dilimn>!■!nurtrd 80083
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sap,m,r!nxarya:xrtaaroeearnumr yc�rve,mm�amare,oaorauan:al,rmmrrwyoanr.!;nr�w.pinuranrMl�urrg.zlinrmraaarexammatudnmt o4515CLudeBlvd.
• � Fort Pierce,FL 34946
(aprrighr9 tQlbAd roafTmsses-ActhoorLTomhnIll,P.E,Repaodoatianclthisalum©eot,inanyhrm,ispmhZiladwu6aart6e■ainenpemissiantre®A-I raatTnsset-ArthanyLTam�o@,P.F.
JANUARY 17, 2017 TYPICAL HIP/KING JACK CONNECTION STDTLOI
-- ..; :f CORNERSET GENERAL SPECIFICATIONS
-- -- = MAX LOAD: 55 psf Roof Load, 175 mph, ASCE
={ 7-101 Exp. B, C up to 60' Mean Roof Height
- and Exposure D up to 30' Mean Roof Height.
JAAF
A-1 ROOF TRUSSES
4451 ST.LUCIE BLVD.
FORT PIERCE,FL 34946 Attach King Jack w/ (3) 16d Toe
772409-1010 Nails @ TC &24" Strap w/(6)
1 Od x 1.5" ea. end @ BC
Attach End Jack's Attach Corner Jack's
w!(4) 16d Toe Nails @ TC � w/(2) 16d Toe Nails @ TC &
& (3) 16d Toe Nails @ BC 2 BC (Typ)
0
[
r`
ttach Corner Jack's
/ (2) 16d Toe Nails
@ TC & BC (Typ)
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January 17, 2017 TYPICAL HIP/KING JACK CONNECTION STDTL02
MIAMI-DADE CORNERSET SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 175 mph, ASCE
7-10, Exp. B, C up to 60' Mean Roof Height
an
d Exposure D up to 30' Mean Roof Height.
A-1 ROOF TRUSSES
4451 ST.LUCIE BLVD.
FORT PIERCE,FL 34946
772400-1010 Attach King and End Jack.
w/(1) HJC26 Hanger on BC.
Attach King and End Jack's
w/(1) LSTA1 2 Twist Strap @ TC w/(10)
1 Od Nails Min. Per Strap and (3) 16d Toe Nails Attach Corner Jac S
w/ (1) LSTAI'2 Twist Strap @
C and BC (Typ)w/(110) 1 Od
NOTE: IN ADDITION TO STRAPPING 2
Nails Min. Per Strap
TOENAIL BOTH CHORDS OF CORNER
JACKS TO CARRYING MEMBER PER THE 9
FOLLOWING SCHEDULE:
2X4: (2) 16d Toe Nails
2X6: (3) 16d Toe Nails
LSTA12 TWIST STRAP W/MIN. (10) 10d NAILS (SEE
MANUFACTURER'S RECOMMENDED CONNECTION
JACK/CORNER JACK(TYP.) - HIP OR KING JACK (TYP.)
NOTE:CONNECTION DESIGNED IN
ACCORDANCE WITH FBC 2321.6-2321.7
PROVIDING METAL STRAPPING(FLORIDA
APPROVED PRODUCT)TO RESIST MIN.
700LB UPLIFT AT ALL CONNECTIONS IN
IHVHZ
....... ....... ........
z
. .... ..........T!1*�
=1'2'2""W zz bo P
VT.,T. .. _ 8
"
z�Zzmn36, _Zz
z ......
Z, ed
Z
�zz
z z z z z z z t z z z z z
4; i�ioiA............................. .. FL 6
ZZZ
i.
FEBRUARY 17,2017 ALTERNATE GABLE END BRACING DETAIL STDTL03
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
'IIr'
P ' HORIZONTAL BRACE 2X6 DIAGONAL BRACE SPACED 48'
�€ (SEE SECTION A-A) O.C. ATTACHED TO VERTICAL WITH
�.; (4) - 16d NAILS, AND ATTACHED TO
TRUSSSES @ BLOCKING WITH (5) - 10d COMMONS.
24' O.C.
NAIL DIAGONAL BRACE TO
--- ----�—' PURLIN WITH TWO 16d NAILS.
A-1 ROOF TRUSSES
4451 ST.LUCIE BLVD. = 2X4 PURLIN FASTENED TO FOUR
FORT PIERCE,FL 34946
772-409-1010 TRUSSES WITH (2) - 16d NAILS
1' - 3' MAX. \ EACH. FASTEN PURLIN TO BLOCKING
\ W/ (2) - 16d NAILS (MINJ.
PROVIDE 2X4 BLOCKING BETWEEN
' DIAG. BRACE THE TRUSSES SUPPORTING THE
AT 1/3 POINTS BRACE AND THE TWO TRUSSES ON
IF NEEDED EITHER SIDE AS NOTED. TOENAIL
BLOCKING TO TRUSSES WITH (2) -
\ 10d NAILS AT EACH END. ATTACH
\ \ DIAGONAL BRACE TO BLOCKING WITH
IT IS THE RESPONSIBILITY OF THE BLDG. \ (5) - 10d COMMON WIRE NAILS.
DESIGNER OR THE PROJECT ENGINEER/ARCHITECT \
TO DESIGN THE CEILING DIAPHRAGM AND ITS
ATTACHMENT TO THE TRUSSES TO RESIST ALL
OUT :OF PLANE LOADS THAT MAY RESULT FROM +�; ,^i. w _; _ ,,. N ,•
THE BRACING OF THE GABLE ENDS.
ENO WALL CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED:
METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE *. INLAYED
URAL
OF THE STRUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAIL SCHEDULE. TRUSS
METHOD 2: ATTACH,2X- SCABS TO THE FACE OF EACH VERTICAL
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING
NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG
SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL
NAILING SCHEDULE:
- FOR WINO SPEEDS 120 MPH (ASCE 7-98„ 02; 05), 150 MPH (ASCE
7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (131'
X 3') NAILS SPACED 6' O.C.
- FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150
q MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d(.131'X3') NAILS SPACED 6' D.C. (2X4 STUDS MINIMUM).
MAXIMUM STUO'LENGTHS ARE LISTED ON PAGE 1. ALBRACING METHODS SHOWN ON PAGE 1 ARE VALID
Z
AND ARE TO BE FASTENED TO THE SCABS ❑R
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE. STUD
STRUCTUAN 'ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING
GABLE TR MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF
THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS.
THE BRACING SHOWN IN THIS DETAIL IS FOR
VERTICAL/STUDS ONLY.
NOTE: THIS DETAIL IS TO BE USED ONLY FOR
STRUCTURAL GABLES WITH INLAYED /
STUDS. TRUSSES WITHOUT INLAYEO
STUDS ARE NOT ADDRESSED HERE.
STANDARD GABLE /
TRUSS
FEBRUARY 17,2017 STANDARD PIGGYBACK TRUSS STDTL04
CONNECTION DETAIL
Iw THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS:
....-......-....-=-- ............
-- . ASCE 7-99, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL
A-1 ROOF TRUSSES ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377
4451ST.LUCIE BLVD. LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS.
FORT PIERCE,FL 34946
772-409-1010 NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24' O.C. OR LESS.
PIGGYBACK TRUSS ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 3' X
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR 8' TEE-LOCK MULTI-USE CONNECTION PLATES SPACED 48'
ADDITIONAL PIGGYBACK TRUSS INFORMATION. O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK
TRUSS AT 48' O.C. STAGGERED FROM EACH FACE AND
NAILED TO THE BASE TRUSS WITH FOUR (4) 6d (1.5' X
0.099') NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM
UPLIFT CAPACITY OF 377 LBS. AT EACH 3' X 8' TEE-LOCK
MULTI-USE CONNECTION PLATE. (MINIMUM OF 2 PLATES)
ATTACH EACH PURLIN TO THE TOP
CHORD OF THE BASE TRUSS.
(PURLINS AND CONNECTION BY OTHERS)
TT td TT
SPACE PURLINS ACCORDING TO THE 'MAXIMUM
SPACING ON THE TOP CHORD OF THE BASE BASE TRUSS
TRUSS (SPACING NOT TO EXCEED 24' O.CJ
A PURLIN TO BE LOCATED AT.EACH BASE TRUSS JOINT. REFER TO ACTUAL TRUSS DESIGN DRAWING
FOR ADDITIONAL BASE TRUSS INFORMATION.
1
i
FEBRUARY 17,2017 TRUSSED VALLEY SET DETAIL-SHEATHED STDTL05
...... .."` GENERAL SEPCIFICATIONS:
�I
1. NAIL SIZE = 3' X 0131' = 10d
ww�I
�j 2. WOOD SCREW = 45' WS45 USP OR EQUIVALENT.
3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES.
4. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND SECURE
TO BASE TRUSSES AS PER DETAIL 'A'.
5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
6. NAILING DONE PER NOS - 01.
A-1 ROOF TRUSSES 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C.
4451 ST.LUCIE BLVD. GABLE ENO,
FORT PIERCE,FL 34946 COMMON TRUSS, OR
772-409-1010 GIRDER TRUSS
i I---11 -- 1-_-1 --71--- -- ---T-- 1---1 I
II II II 11 II It
II 11 II II 11 II 11 II �I jl
I I 11 II 11 II 11 II
1, I, II 11 11 11 ,1 ,1
1� II 11 II It.it
11 11 II
II Ij II 11.' II
1j 11 11 11 II II
11 II I, II II
VALLEY TRUSS II ,I BASE TRUSSES
(TYPICAL)
' GABLE END,
COMMON TRUSS, OR
P F2 VALLEY TRUSS GIRDER TRUSS
(TYPICAL)
VSEEAIL 'A'(TYP.)
,i
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 160 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
SECURE VALLEY ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12
TRUSS W/ ONE ROW CATERGORY II BUILDING
OF 10d NAILS G' O.C. EXPOSURE C
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD 50 PSF
MAX SPACING = 24. O.C. (BASE AND VALLEY)
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
ATTACH 2X4 CONTINUOUS #2 SYP TO
THE ROOF W/ TWO USP WS45 (1/4' X
4.5') WOOD SCREWS INTO EACH BASE
TRUSS.
DETAIL A
FEBRUARY 17,2017 TRUSSED VALLEY SET DETAIL STDTL06
GENERAL SPECIFICATIONS
1. NAIL SIZE = 3' X 0.131' = 10d
2. WOOD SCREW = 3' WS3 USP OR EQUIVALENT.
DO NOT USE DRYWALL OR DECKING TYPE SCREW.
3. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND SECURE
ter:
PER DETAIL 'A'.
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
S. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING
A-1 R60F TRUSSES EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY
4451 ST.LUCIE BLVD. GABLE END, TRUSS SPACING.
FORT PIERCE,FL 34946 COMMON TRUSS, OR 6. NAILING DONE PER NOS - 01.
772-409-1010 GIRDER TRUSS 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C.
II II 11 II 11 11 II 11 Ij Ij �
11 II II II II 11 II II jl jl
I I II II II II II II
I I
1, Ij 1� II II 11 11 II II
I I 11 II II II I I
' 1, 11 II II II 11 II
II 11 II 11 11 �I
ii 'I li II
VALLEY TRUSS II BASE TRUSSES
(TYPICAL)
lu
GABLE ENO,
COMMON TRUSS, OR
p 12 VALLEY TRUSS GIRDER TRUSS
(TYPICAL)
i
SEE DETAIL 'A'
BELOW (TYPJ
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND ❑ESIGN PER ASCE 7-10: 160 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12
SECURE VALLEY CATERGORY II BUILDING
EXPOSURE C
TRUSS W/ ONE ROW WIND DURATION OF LOAD INCREASE: 1.60
OF 10d NAILS 6' O.C. MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24' D.C. (BASE AND VALLEY)
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
ATTACH 2X4 CONTINUOUS #2 SYP TO
THE ROOF W/ TWO USP WS3 (1/4' X 3')
WOOD SCREWS INTO EACH BASE TRUSS.
DETAIL A
(NO SHEATHING) N.T.S.
i -
TRUSSED VALLEY SET DETAIL
FEBRUARY 17,2017 HIGH WIND VELOCITY ;.STDTL07
'NOTE: VALLEY STUD SPACING NOT
is
TO EXCEED, 48. O.C. SPACING.
rrrt -
�i -
-
�s -
A-1 ROOF TRUSSES
4451 ST.LUCIE BLVD.
FORT PIERCE,FL 34946
772-409-1010.
ATTACH VALLEY TRUSSES TO LOWER
TRUSSES WITH USP RT7 OR EQUIVALENT.
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 160 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
CATERGORY II BUILDING '
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 'PSF.
MAX SPACING = 24' O.C. (BASE AND VALLEY)
SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST
BE .DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' — 10'
ON AFFECTED TOP CHORDS.
NOTES:
1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY
TRUSSES.
2. THIS DETAIL IS NOT APPLICABLE FOR SPF—S SPECIES
LUMBER.
CLIP MAY BE
APPLIED TO THIS
NON—BEVELEO FACE UP TO A NON—BEVELED
BOTTOM CHORD - MAXIMUM 6/12 PITCH BOTTOM CHORD
00 FOR BEVELED BOTTOM
CHORD, CLIP MAY BE
APPLIED TO EITHER FACE. CLIP MUST BE APPLIED .
TO THIS FACE WHEN
PITCH EXCEEDS 6/12
(MAXIMUM 12/12 PITCH)
C
FEBRUARY 17,2017 STANDARD GABLE END DETAIL STDTL08
VERTICAL 2X6 SP OR SPF
STUD #2 DIAGONAL
TYPICAL 2X4 L-BRACE BRACE
..�.; NAILED TO 2X4 VERTICALS
VERTICAL NAILS
�.R; W/IOd NAILS, 6' O.C.
16d NAILS
STUD SPACED 6' O.C.
(2) 10d NAILS
INTO 2X6
2X6 SP OR
SPF #2
SECTION B-B 2X4 SP OR
A-1 ROOF TRUSSES -- SPF #2
4451 ST.LUCIE BLVD. TYPICAL HORIZONTAL
FORT PIERCE,FL 34946 BRACE NAILED TO
772409-1010 TRUSS GEOMETRY AND CONDITIONS W/(4)VERTICALS
R1 dANAILS
SHOWN ARE FOR ILLUSTRATION ONLY. SECTION A-A
DIAGONAL BRACE 4' - 0' O.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA.
12 PROVIDE 2X4 BLOCKING BETWEEN
A Q VARIES TO COMMON TRUSS THE FIRST TWO.TRUSSES AS NOTED.
TOENAIL BLOCKING TO TRUSSES
* WITH (2) - 10d NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO
A BLOCKING WITH (5) - 10d NAILS
(4) 8d NAILS MINIMUM, ROOF
B 3X4= PLYWOOD SHEATHING TO SHEATHING
2X4 STO SPF BLOCK
*DIAGONAL BRACING **L - BRACING REFER /
REFER TO SECTION A-A TO SECTION B-B 24' MAX.---�—►� /
NOTE:
1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. (2) - lOd
2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE ENO TRUSS AND WALL TO 12' MAX. NAILS
BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF
SYSTEM. /
4. L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR
BETTER WITH ONE ROW OF 10d NAILS SPACED 6' D.C. / TRUSSES @ 24' O.C.
5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
AT 4' - 0' D.C.
G. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 2X6 DIAGONAL BRACE
WITH 16d NAILS SPACED G' O.C. HORIZONTAL BRACE TO BE LOCATED AT SPACED 48' D.C. ATTACHED
THE MIOSPAN OF THE LONGEST GABLE STUB. ATTACH TO VERTICAL GABLE _ TO VERTICAL WITH (4) -
STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A-A) 16d NAILS, AND ATTACHED
7. GABLE STUD DEFLECTION MEETS OR EXCEEEOS L/240. TO BLOCKING WITH (5) -
8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE 10d NAILS.
9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS
TRUSSES. IF NEEDED
10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X3.5' COMMON WIRE NAILS HORIZONTAL BRACE
RESPECTIVELY. (SEE SECTION A-A)
11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12
BY SPIB/ALSC.
ENO WALL
MINIMUM STUD STUD WITHOUT 2X4 DIAGONAL (2) DIAGONAL
SIZE SPECIES SPACING BRACE L - BRACE BRACE BRACES AT
AND GRADE I 1 1 1/3 POINTS
MAXIMUM STUD LENGTH
2X4 SP#31 STUD 12'O.C. 3-8-10 5-0-11 6.6-11 11-1-13.
2X4 SP#31 STUD 16'O.C. 3-3-10 4-9-12 6-6-11 9-10-15
2X4 SP#31 STUD 24'O.C. 2-5-6 3-11-3 54-12 B-1-2
2X4 SP#2 17 O.C. 3-10-15 5.6-11 6-6-11 11-8-14
2X4 SP 42 16'O.C. 3-0-11 4-9-12 6-0-11 10.8-0
2X4SP#2 24'O.C. 3-1-4 3-11-3 1 6-2-9 1 9-0-13
DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I-BRACES ATTACHED TO
BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE
WITH 10d NAILS G' O.C., WITH 3' MINIMUM ENO DISTANCE. BRACE MUST COVER
90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
MAX MEAN ROOF HEIGHT=30 FEET
EXPOSURE B OR C
ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.
DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS.
T-BRACE / I-BRACE DETAIL
FEBRUARY 17,2017 WITH 2X BRACE ONLY STDTL09
NOTES:
T-BRACING / I-BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING
IS IMPRACTICAL. T-BRACE / I-BRACE MUST COVER SOX OF WEB LENGTH.
�i
---- THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I-BRACE WEBS TO
CONTINUOUS LATERAL BRACED WEBS.
�I
err
A-1 ROOF TRUSSES
4451 ST.LUCIE BLVD.
FORT PIERCE,FL 34946
772409.1010
NAILING PATTERN BRACE SIZE FOR ONE-PLY TRUSS
T-BRACE SIZE NAIL SIZE NAIL SPACING SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
2X4 OR 2X6 OR 2X8 10d 6" O.C. WEB SIZE 1 2
NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / I-BRACE (ON 2X3 OR 2X4 2X4 T-BRACE 2X4 I-BRACE
TWO-PLY TRUSSES NAIL TO BOTH PLIES)
2X6 2X6 T-BRACE 2X6 I-BRACE
2X8 2X8 T-BRACE 2X8 I-BRACE
BRACE SIZE FOR TWO-PLY TRUSS
NAILS SPECIFIED CONTINUOUS ROWS OF
k LATERAL BRACING
WEB SIZE 1 2
} 2X3 OR 2X4 2X4 T-BRACE 2X4 I-BRACE
SPACING
}
� 2X6. 2X6 T-BRACE 2X6 I-BRACE
2X8 2X8 T-BRACE 2X8 I-BRACE
-V -A
WEB T-BRACE / I-BRACE MUST BE SAME SPECIES
-A AND GRADE (OR BETTER) AS WEB MEMBER.
}
}
T-BRACE
NAILS NAILS
WEB
NAILS WEB
I-BRACE T-BRACE
SECTION DETAILS
y
FEBRUARY 17,2017 LATERAL BRACING RECOMMENDATIONS STDTL10
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET
ALONG A FLOOR TRUSS.
NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE
�s TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY
A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW.
4451 ST.LUCIE BLVD.
FORT PIERCE,FL34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
772.409.1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS
FROM END TO ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND'PROPERLY
CONNECTED, BY OTHERS, AT THE ENDS.
INSERT WOOD SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (00 NOT
USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d
TO TOP CHORD NAILS (0131' X 3') NAILS (0131' X 3'). ATTACH TO VERTICAL
WEB WITH (3) - 10d
NAILS (0131' X 31
BLOCKING BEHIND THE VERTICAL ATTACH 2X4 VERTICAL
WEB IS RECOMMENDED WHILE TO FACE OF TRUSS. ATTACH TO CHORD
NAILING THE STRONGBACK FASTEN TO TOP AND WITH (2) #12 X 3'
BOTTOM CHORD WITH WOOD SCREWS
(2) - 10d NAILS (0131' (0.216' DIA.)
X 3') IN EACH CHORD
USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH
ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d OUTSIDE FACE OF CHORD INTO
TO BOTTOM CHORD NAILS (0131' X 3') NAILS (0131' X 31 EDGE OF STRONGBACK (DO NOT
USE DRYWALL TYPE SCREWS)
TRUSS 2X6 4' - 0' WALL BLOCKING
STRONGBACK (TYPICAL SPLICE) (BY OTHERS) (BY OTHERS)
r
THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT,
DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB
CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0131' X 3')
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) -
10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY
WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL).
4
FEBRUARY 17,2017 LATERAL TOE-NAIL DETAIL STDTL11
NOTES:
j 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45' WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN
THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS
SHOWN).
2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL
BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
A-1 ROOF TRUSSES 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO
4451 ST.LUCIE BLVD. SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
FORT PIERCE,FL 34946
7724109-1010
- TOE-NAIL SINGLE SHEAR VALUES THIS DETAIL IS ONLY APPLICABLE TO
PER NOS 2001 (LB/NAIL) THE THREE END DETAILS SHOWN BELOW.
DIA SP OF HF SPF SPF-S IVIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY.
.131 88.0 80.6 69.9 68.4 59.7
o .135 93.5 85.6 74.2 72.6 63.4
J
;n .162 108.8 99.6 86.4 84.5 73.8
ri
SIDE VIEW
(2X3) 2 NAILS
.128 74.2 67.9 58.9 57.6 50.3
� NEAR SIDE
Z
o .131 75.9 69.5 60.3 59.0 51.1
J
NEAR SIDE
in .148 81.4 74.5 64.6 63.2 52.5
N
M
VALUES SHOWN ARE CAPACITY PER TOE-NAIL. SIDE VIEW SIDE VIEW
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. (2X4) 3 NAILS (2X3) 2 NAILS
EXAMPLE: I NEAR SIDE NEAR SIDE
(3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 1.15: NEAR SIDE NEAR SIDE
3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (OOL) = 291.5 LB MAXIMUM CAPACITY NEAR SIDE NEAR SIDE
NEAR SIDE
ANGLE MAY ANGLE MAY ANGLE MAY
VARY FROM VARY FROM VARY FROM
30' TO 60' 30' TO 60' 30' TO 60'
45.00° 45.00' 45.00'
FEBRUARY 17,2017 UPLIFT TOE-NAIL DETAIL STDTL12
TOE-NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL)
DIA. SP OF HF SPF SPF-S
L7
.131 59 46 32 30 20
O
s` J
.135 60 48 33 30 20
A-1 ROOF TRUSSES
4451 ST.LUCIE BLVD. 162 72 58 39 37 25
FORT PIERCE,FL 34946
772-409-1010 J
2 .128 54 42 28 27 19
Z
z .131 55 43 29 28 19
W
J .148 62 48 34 31 21
J N
a r� -
Z
.120 51 39 27 26 17
THIS DETAIL SHALL BE USED FOR A CONNECTION Z .128 49 38 26 25 17
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER 0
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. J .131 51 39 27 26 17
.148 57 44 31 28 20
M
NOTES:
1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE
MEMBER ENO AS SHOWN.
2. THE ENO ❑ISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION.
VALUES SHOWN ARE CAPACITY PER TOE-NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE
FOR WIND DOL OF 1.33:
3 (NAILS) X 37 (LB/NAIL) X 133 (OOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO
FOR WIND DOL OF 1.60:
3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING
❑ESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
*t* USE (3) TOE-NAILS ON 2X4 BEARING WALL
�xr USE (4) TOE-NAILS ON 2XG BEARING WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
NEAR SIDE NEAR SIDE
30'
TOP PLATE
OF WALL L
X7"IV' NAIL
1-/ .25' NAIL
FAR SIDE 1-3/16' FOR 3.5' NAIL
SIDE VIEW END VIEW
t
FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT STDTLI3
2x2 NAILER ATTACHMENT
GENERAL SPECIFICATIONS
A-1 ROOF TRUSSES
4 ST.LUCIE
FORTRT PIERCE,FL 34946
MAX LOAD: 55 psf Roof Load, 170 mph, ASCE
494
772409-1010
7-10, 29'-0" Mean Height, Exp. B, C or D.
2�
7-----�,2x4 SP No. .2 Min
o°
d°
o°
1 .5 x 4 o°
2x2 SP No. 3
1 .5 x 4
April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTL14
FO EXTERIOR FLAT GIRDER TRUSS
:
A-1 ROOF TRUSSES
4451 ST.LUCIE BLVD. 12
FORT PIERCE,FL 34946
772409-1010
VARIES
(4) 12d
TRUSS 2411 O.C. (4) 12d
MAX 3011 (2'-611)
UPLIFT CONNECTION
(SEE ROOF TRUSS) 2x6 #2 SP (Both Faces)
24" O.C.
EXTERIOR FLAT SIMPSON H5
GIRDER
► vY ur,gyp t;e�F raa si e�3 m�ti sYr�s�uas t:a s cn�m .Ea nryo ima gr., nw.il�naw T iro�m ,pe�......gr t nRresa�r s� «n usrwuu Ya mt a T-.
.... pra�up�ammt ,�d6raVaashaa,�s�r rus:�lq�;r 3rddw*� e.,�a .ptarsF w y=y�grr+�� =s t �tts�r��a�titfepma e<vcc�p�Pt4tia�,� ems,P'�a"�'°'�'°�=7': MthanYTT;�m'�aIA;;P;E,::::
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.... �, e.w4d�ee�y,,acrsX J.i a,e.tbmuaofbi�ee.,oag�ceirsd5,t�:a��aec5ir.6c.m3g'e;ras�sMC�ss sxl d,:rd?n,n die Lx7emerx.n a�-cisdaa'e;a n _.S _,...
.�,r.�:eeeasatr±G�z2;el+cffia.r..,yepr t.N;tsei onq,[gn-nW be euny.trape, t stm asgri.cev,tmnp:Wa�R.�din nef3iemt .. r w?Stiu[ns�,igaeNt=n:Yam..w.ii+;. .4dst t tu..le Bt'vd,
w FrnF Qiertet Fl;:$i5tff
' ('rti 1�yp16�11 fau(freiw AaiS=sthcoliGPC:Ke rcdrr�nuli£ri dpcaaear rap"'famr.ls rokkte(rtdamfheKi lea nst untran�l[nclTntfet;A�Aca T:Iem6all Pf; � ""
F
FEBRUARY 17,2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS,WEBS,AND STDTL15
DAMAGED OR MISSING CHORD SPLICE PLATES
.... TOTAL NUMBER MAXIMUM FORCE (LBS) 157 LOAD DURATION
....._.
OF NAILS EACH
��- X
SIDE OF BREAK
(INCHES) SP OF SPF HF
2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6
20 30 24' 1706 2559 1561 2342 1320• 1980 1352 2028
A-1 ROOF TRUSSES
4451ST.LUCIE BLVD. 26 39 30• 2194 3291 2007 3011 1697 2546 1738 2608
FORT PIERCE,FL 34946
772409-1010 32 48 36' 2681 4022 2454 3681 2074 3111 2125 3187
38 57 42• 3169 4754 2900 4350 2451 3677 2511 3767
44 66 48• 3657 5485 3346 5019 2829 4243 2898 4347
• DIVIDE EQUALLY FRONT AND BACK
ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF
THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (.131' DIA. X 3').
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN
THE MAIN MEMBER. USE A MIN. 3' MEMBER ENO DISTANCE.
THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS)
THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C
�1N
I BREAK
�yQl
3 4L
•lOd NAILS NEAR SIDE
+10d NAILS FAR SIDE y! rtid TRUSS CONFIGURATION
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
X. MIN 6' MIN
THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO
THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT
AND A MINIMUM OF 6' .FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE).
DO NOT USE REPAIR FOR JOINT SPLICES
NOTES:
1. THIS REPAIR DETAIL IS TO BE'USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR
DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE
TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN
THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF
SUPPORTING THE LOADS INDICATED.
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR
AND HELD IN PLACE DURING APPLICATION OF REPAIR.
3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID
UNUSUAL SPLITTING OF THE WOOD.
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY.
6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
s
FEBRUARY 17,2017 SCAB APPLIED OVERHANGS STDTL16
�i
A-1 ROOF TRUSSES
4451 ST.LUCIE BLVD.
FORT PIERCE,FL 34946
772-409-1010
TRUSS CRITERIA:
LOADING: 40-10-0-10
DURATION FACTOR: 115
SPACING: 24' O.C.
TOP CHORD: 2X4 OR 2X6
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
END BEARING CONDITION
NOTES:
1. ATTACH 2X_SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF IOd COMMON WIRE NAILS (148' ❑IA. X 3') SPACED 6' O.C.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO
AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
2X SCAB
(L) (2.0 x L)
24"MAX 24 MIN
NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED
WHEN OVERHANG HAS BEEN BROKEN OFF.
IMPORTANT
THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24'
O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD
LOADS NOT EXCEEDING 50 PSF.
TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.
REFER TO INDIVIDUAL TRUSS DESIGN
FOR PLATE SIZES AND LUMBER GRADES
d
a
RI�11�1l�
.- A-1 ROOF
TRUSSES
A.FLORIDA CORPORATION
Important Notes / Please Review Prior to Truss Installation:
1) Trusses are to be handled,installed and braced in accordance to the following standards:ANSI/TIP 1-2007;
WTCA 1-1995—"Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses",
and "BCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Plate Connected Wood
Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by.contacting A-1 Roof
Trusses. Spanish versions are also available.
2) All temporary and permanent bracing design,connection,material;and labor by others.
3) Truss designs are for an individual component,not for a truss system. Reactions and uplifts may vary from building
designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies.
4) If provided by truss manufacturer,any engineered beams provided have been sized using information design
guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts,and
bearing requirements. Truss manufacturer is not responsible for specifying beams,other than those provided by
truss manufacturer.
5) Unless specified, roof trusses are not designed for any additional attic storage loads.
6) On flat surfaces,adequate drainage must be provided to avoid ponding.
7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs
to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be cut. Attic
access opening should be located between trusses unless otherwise noted.
8) Unless specified,valley framing design,connection,material and labor to be supplied by the builder.
9) Attached drawings are standard details that cover most installation standards. Structural details provided by the
building designer supersede any attached details.
10)Trusses are not designed to carry the chimney,cupola,steeple, or other structures unless specified. Structure should
be framed through the trusses to be supported by the'foundation., In cases where trusses are designed to carry the
structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must
be provided by the building designer.
1 1)The specific engineered truss drawings are subject to other terms,conditions,and details on the truss placement plan
and/or individual truss design drawings.
12)Trusses are'designed to carry ONLY the specified loads on the engineered drawings. Point loads for materials,
erection personnel,equipment,whether temporary or permanent, are not allowed unless specified on sealed
engineered drawings.
Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010.
4451 St. Lucie Blvd., Fort Pierce,FL 34946
772-409-1010 Office 772-409-1015 Fax www.AItruss.com
^N L. S P
STRUCTURAL
CONNECTORS
A MITek'Company
Hangers
Allowable Load(Ibs)
DF-L/SP LSL LVL PSL SPF I-JOIST
LISP 160%
Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule
T1 JUS24 1881, 655 750 820 510 - - (4)-10d(Header)
FL821.39, (2)-10d(Joist)
11-
0510.01,
RR 25779
LUS14 670 765 825 490 - - - _ _ (4)-10d(Header)
(2)-10d(Joist)
T2 JUS26 1881, 850 975 1060 1115 (4)-10d(Header)
FL821.42, (2)-10d(Joist)
11-
0510.01,
RR 25779
LUS26 865 990 1070 1165 - - - - _ (4)-10d(Header)
(2)-10d(Joist)
T3 MSH422 1831, 2025 2025 2025 (22)-10d(Face-Face Max Nailing)
FL822.36, (6)-10d(Face-Top Max Nailing)
08- (6)-10d(Joist-Face Max Nailing)
0303.06, (6)-10d(Joist-Top Max Nailing)
RR 25836 (4)-10d(Top-Top Max Nailing)
13116-R
THA422 2245 2245 2245 - - - - - _ (6)-16d(Carried Member-Face Mount)
(6)-10d(Carried Member-Top Flange)
_ (22)-16d(Face-Face Mount)
(2)-16d(Face-Top Flange)
(4)-16d(Top-Top Flange)
THAI422 1835 1835 1835 - - - - - _ (2)-1ad x 1-112 or 2-10d x 1-112(Carried Member)
(10)-10d or(2)-10d(Face)
(4)-10d(Top)
T4 THD26 1781, 2485 2855 3060 2170 (18)-16d(Face)
FL13285.35, (12)-10d x 1-1/2(Joist)
06-
0921.05,
RR 25843
HTU26 2940 3340 3600 1555 - - - _ _ (11)-10d x 1-112(Carried Member)
(20)-10d x 1-112(Carried Member-Max Nailing)
(20)-16d x 1-112(Carrying Member)
(10)-16d x 1-112(Carrying Member-Max Nailing)
s•'
i+
A
M
u S P
STRUCTURAL.
CONNECTORS°
A MITeW Company
Hangers
Allowable Load(lbs)
DF-L/SP LSL LVL PSL SPF I-JOIST
LISP 160%
Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule
T5 THD26-2 1781, 2540 2920 3175 2285 (18)-16d(Face)
FL13285.35, (12)-10d(Joist)
06-
0921.05,
RR 25843
13116-R
HHUS26-2 2785 3155 3405 1550 - - - - _ (14)-16d(Face)
(6)-16d(Joist)
HTU26-1 2940 3340 3600 2175 - - - - _ (20)-10d(Carried Member-Max Nailing)
(20)-16d(Carrying Member-Max Nailing)
T6 THD28 1781, 3865 3965 3965 2330 (28)-16d(Face)
FL13285.35, (16)-10d x 1-1/2(Joist)
06-
0921.05,
RR 25843
HTU28 3820 4340 4680 2140 - - - _ _ (26)-10d x 1-112(Carried Member-Max Nailing)
(26)-16d(Carrying Member-Max Nailing)
T7 THD28-2 1781, 3950 4540 4935 2595 (28)-16d(Face)
FL13285.35, (16)-10d(Joist)
06-
0921.05,
RR 25843
13116-R
HHUS28-2 4210 4770 5140 2000 - - - - _ (22)-16d(Face)
(8)-16d(Joist)
HTU28-2 3820 4340 4680 3485 - - - _ _ (26)-10d(Carried Member-Max Nailing)
(26)-16d(Carrying Member-Max Nailing)
T8 THD46 1781, 2540 2920 3175 2285 (18)-16d(Face)
FL13285.35, (12)-10d(Joist)
06-
0921.05,
RR 25843
13116-R
HHUS46 2790 3160 3410 1550 - - - - _ (14)-16d(Face)
(6)-16d(Joist)
u �
STRUCTURAL
CONNECTORS°
A MOW Company
Hangers
Allowable Load(Ibs)
DF-L/SP LSL LVL PSL SPF !-JOIST
LISP 1 160%
Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule
T9 THD48 1781, 3950 4540 4935 2595 -
(28)-16d(Face)
FL13285.35, (16)-10d(Joist)
06-
0921.05,
RR 25843
13116-R
HHUS48 4210 4770 5140 2DOD - - - _ _ (22)-16d(Face)
(8)-16d(Joist)
T10 THDH26-2 1881, 3915 4505 4795 2235
(20)-16d(Face)
FL821.75,
(8)-lOd(Joist)
06-
0921.05,
RR 25779
13116-R
HGUS26-1 4355 4875 5230 2155 - - - _ _ (20)-16d(Foce)
(8)-16d(Joist)
T11 THDH26-3 1881, 3915 4505 4795 2235
(20)-16d(Face)
FL821.75,
(8)-10d(Joist)
06-
0921.05,
RR 25779
HGU526.3 4355 4875 5230 2155 - - - _ _ (20)-16d(Face)
(8)-16d(Joist)
T12 THDH28-2 1881, 6535 7515 8025 2665
- (36)-16d(Face)
FL821.77, (10)-16d(Joist)
RR 25779
13116-R
HGUS28.2 7460 7460 7460 3235 - - - _ _ (36)-16d(Face)
(22)-16d(Joist)
T13 THDH28-3 1881, 6770 7785 8025 2665
- (36)-16d(Face)
FL821.75,
(10)-16d(Joist)
06-
0921.05,
RR 25779
HGUS28-3 7460 7460 7460 3235 - - _ _ (36)-16d(Face)
(12)-16d(joist)
O
Of
x
_i
USP
STRUCTURAL
CONNaECTO
^'Ah"
A MOW Company
Fastener Comparison Table
441%;0
Connector Schedule
Group Label LISP Stock No Required Fasteners Reference No Required Fasteners
(4)-10d(Header) (4)-lod(Header)
T1 JUS24 LUS24
(2)-10d(Joist) (2)-lod(Joist)
(4)-30d(Header) (4)-lod(Header)
- T2 JUS26 LU526
(4)-10d(Joist) (4)-lod(Joist)
(22)-30d(Face-Face Max Nailing) (6)-16d(Carried Member-Face Mount)
(6)-10d(Face-Top Max Nailing) (6)-16d(Carried Member-Top Flange)
T3 MSH422 (6)-lod(Joist-Face Max Nailing) THA422 (22)-16d(Face-Face Mount)
(6)-10d(Joist-Top Max Nailing) (2)-16d(Face-Top Flange)
(4)-10d(Top-Top Max Nailing) (4)-16d(Top-Top Flange)
(18)-16d(Face) (11)-10d x 1-112(Carried Member)
(12)-10d x 1-1/2(Joist) (20)-lod x 1-112(Carried Member-Max Nailing)
T4 THD26 HTU26
(20)-16d.(Carrying Member)
(20)-16d(Carrying Member-Max Nailing)
(18)-16d(Face) (14)-16d(Face)
T5 THD26-2 HHUS26-2
(12)-10d(Joist) (6)-16d(joist)
(28)-16d(Face) (16)-10d x 1-112(Carried Member-Max Nailing)
T6 THD28 HTU28
(16)-lod x 1-1/2(Joist) (26)-16d x 1-112(Carrying Member-Max Nailing)
(28)-16d(Face) (22)-16d(Face)
T7 THD28-2 HHUS28-2
(16)-10d(Joist) (8)-16d(Joist)
(18)-16d(Face) (14)-16d(Face)
T8 THD46 HHUS46
(12)-10d(Joist) (6)-16d(Joist)
(28)-16d(Face) (22)-16d(Face)
- T9 THD48 HHUS48
(16)-10d(Joist) (8)-16d(Joist)
(20)-16d(Face) (20)-16d(Face)
T10 THDH26-2 HGUS26-2
(8)-16d(Joist) (8)-16d(Joist)
(20)-16d(Face) (20)-16d(Face)
T11 THDH26-3 HGUS26-3
(8)-16d(Joist) (8)-16d(Joist)
(36)-16d(Face) (36)-16d(Face)
T12 THDH28-2 HGUS28-2
(10)-16d(Joist) (12)-16d(Joist)
(36)-16d(Face) (36)-16d(Face)
T13 THDH28-3 HGUS28-3
(10)-'16d(Joist) (12)-16d(Joist)
6
s
STRUCTURAL
CONNECTE?W
A MiTek. Company
t
v
JUS24 JUS26 MSH422
A Yk
i y�,'
TH D26 TH D26-2 TH D28
% 3
'� �,+ f% ,✓ear" Foe` r a r e O
r
TH D28-2 TH D46 TH DH 26-2
r
\q5 +
r ^^{{ a
THDH26-3 THDH28-2 THDH28-3
REPAIR REQUESTS
When sending in repair requests, please use engineering sheets to describe issue or damage, and email to design@altruss.com.
NOTE: It is appreciated if actual pictures of the damage or problem are included with the engineering sheet, but pictures by themselves are usually not very
helpful. Engineering sheets with the damage or issue noted are required.
1. If there are any special circumstances (sheeted,trades in, etc.) please make sure you note it on the drawing or email request.
2. We cannot provide sealed drawings for"field built" trusses.
2. See details below _..... .................................:......................_.................._... ........-......................_............................,
ALTI MOVEDZEARING-CONDITION:
TRUSS FACIDIFICATION
BREAKS: 0.se 6ne tip-gal ,,, M, '- MISSIFlG t.DAPo1AGED PIATES'. tf icta x it tcs�Ict 1 15h rt tr 3nr1 bE
:Ine xaet lecat tip af`tne lace k Draca hi ��Inr atiort of L art nq,artd: � 1; Ctl�e rai'2 fraxt fl�ecrs � + � 9
�rnvrr�a
• _. �.._.,r FP 3x3 I'I: 3x4 1 5x4.l j 1 5x4".J I —
s� 3x3 � :�� _. .,.�.< �G..�.,� —
_ date�sicns as neP.fe�
-• 5x6...
1 2 3: 4 :6 7 8'. 10 ' 11 12.
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