HomeMy WebLinkAboutTruss Drawing 2 G
a
Job Truss Truss Type Qty Ply
fi8517 J& Comer Jack 2 1 A0027946
Jab 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 31 2016 MiTek Industries,Inc. Thu Jun 08 09:31:44 2017 Page 1
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-0-8-0 2-8-0 3-0-12 ,3�
• 0-8-0 2-8-0 0-4-12 0-3 8
4
3.00 F12
3 r
T
0
T1
2
1 3x4—
B1 5 0
0'
A7 X
3x4=
2-40 280 ,
2-4-0 0 4-0
LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.02 6 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.10 Vert(TL) -0.07 6 >562 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 5 n/a n/a
BCDL 10.0 Code FBC2014frP12007 Matrix-MP Wind(LL) 0.05 6 >858 240 Weight:13 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 43 lb uplift at
BRACING- joint 4,156 lb uplift at joint 2 and 51 lb uplift at joint 5.
TOP CHORD
Structural wood sheathing directly applied or 3-4-4 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)
4 = 82/Mechanical
2 = 249/0-8-0 (min.0-1-8)
5 = 106/Mechanical
Max Hoe
2 = 78(LC 8)
Max Uplift
4 = -43(LC 12)
2 -156(LC 8)
5 -51(LC 12)
Max Grav
4 = 82(LC 1)
2 = 249(LC 1)
5 = 106(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
Vasd=132mph;TCDL=3.Opsf;BCDL=5.Opsf;h=25ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;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.
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Coppighf 02014 Ad noal5osses-Amboy 1.h.h ill,P.E.R?sodoniar.al this document,horyfor.,isp dihiled 0hounhemitlerr pefminien from A-1Roof busses-A,:fhoey I.hmho iff,P.E.
Job Truss Truss Type qty PIy
68517 J4 Jack-Open 2 1 A0027947
Job Reference(optional) }
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Jun 08 09:31:45 2017 Page 1
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0-8-0 3-8-8 4-0-0
0-B-, 3-8-8
3
3.00 FIT
_ c
T1
2 _
1 0
131
4' 4
3x4=
4-0-0
4-0-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.02 4-7 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.04 4-7 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2014lrP12007 Matrix-MP Wind(LL) 0.04 4-7 >999 240 Weight:13 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 105 lb uplift at
BRACING-
TOP CHORD j p � p joint 3,175 lb uplift at joint 2 and 16 lb uplift at joint 4.
Structural wood sheathing directly applied or 4-0-0 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 = 144/Mechanical
2 = 278/0-8-0 (min.0-1-8)
4 = 68/Mechanical
Max Horz
2 = 90(LC 8)
Max Uplift
3 = -105(LC 12)
2 = -175(LC 8)
4 = -16(LC 12)
Max Grav
3 = 144(LC 1)
2 = 278(LC 1)
4 = 74(LC 3)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=170mph(3-second gust) c
Vasd=132mph;TCDL=3.Opsf;BCDL=5.Opsf;h=25ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Extedor(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members _
and forces&MWFRS for reactions shown;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.
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Copyright-206 A-1 Raai Lusses-Anhanyl.Lmla ill,R.P.Repmduain dthis domment,inony form,ispmhiEited rrnhounhe written permission trey A-1 Raafffusses-Anthony L hmhaill,H, Fort Pierce,FL 3494
Job Truss Truss Type Qty Ply
68517 J4A Jack-Open Structural Gable 1 1 A0027948
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 31 2016 MiTek Industries,Inc. Thu Jun 08 09:31:45 2017 Page 1
I D:fsUmixOQR2AmeKWsmYOcQjzBJCS-EYCZWg6nNnEC?38LJO_KXw6695NmsHf2cBFhZ9z8Ouy
0-8-0 3-2-6 ,3-5-14,
0-8-0 3-2.6 0-3 8'
3
3.00 12
to
T1 c�
2 0
1 0
B1
4
0
A Q,
3x4=
3-2-6 3-5-14,
3-2-6 0-3-8
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.04 4-7 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.02 4-7 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2014/rP12007 Matrix-MP Weight:12 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 5)This truss has been designed fora 10.0 bottom
BRACING-
chord live load nonconcurrent with any otherr live
loads.
TOP CHORD
Structural wood sheathing directly applied or 3-5-14 oc 6)`This truss has been designed for a live load of
puriins. 20.Opsf on the bottom chord in all areas where a
BOT CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
Rigid ceiling directly applied or 10-0-0 oc bracing.
7)Refer to girder(s)for truss to truss connections.
MiTek recommends that Stabilizers and required 8)Provide mechanical connection(by others)of truss
cross bracing be installed during truss erection,in to bearing plate capable of withstanding 108 lb uplift at
accordance with Stabilizer Installation guide. joint 3,249 lb uplift at joint 2 and 80 lb uplift at joint 4.
REACTIONS. (lb/size)
3 = 123/Mechanical LOAD CASE(S)
2 = 251/0-8-0 (min.0-1-8) Standard
4 = 61/Mechanical
Max Horz
2 = 81(LC 8)
Max Uplift
3 = -108(LC 8)
2 = -249(LC 8)
4 = -80(LC 8) J
Max Grav
3 = 123(LC 1)
2 = 251(LC 1)
4 = 64(LC 3)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
Vasd=132mph;TCDL=3.Opsf;BCDL=5.Opsf;h=25ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;porch left
exposed;C-C for members and forces&MWFRS for
reactions shown;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
ANSIfrPI 1.
3)Plates checked for a plus or minus 0 degree rotation
about its center.
4)Gable studs spaced at 2-0-0 oc.
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B.{.KtlNmttu�yl.iu:- s.,Ni.ni:i,�acte..�.ete..t.,,.,e,m,e.,�t,nt:iu�o.;,�,,,t:ttrftami,n,.ntittRlfal.,<,i6,�irBrt,e:se{trl rtttp:�rldf6t mo ue„{e•iit:t teat r,ss uata,qt�a�,:�>qt.�n:�ti;asilm=:,;�,/t c:rt:(R!nier tr. E.80083
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mn htitmrn,:«naneP tt(a�weral,.iP.vnwdtrr a,rN,:o:,�(r1 ,i,1.(nt6,:mtlot:ig!.rr1N,;sln�rrra:,eNrlrrw,>anNl ac,a :;mNa�Nr ml Fort Pierce,FL 34946
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Job Truss Truss Type Qty ply
68517 AS Comer Jack 1 1 A0027949
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 31 2016 MiTek Industries,Inc. Thu Jun 08 09:31:46 2017 Page 1
I D:fsUmixOQR2AmeKWsmYOcQjzBJCS-ikmxiO7P84M3cDjXtkVZ38fJ_V klbkvCrr?E5cz8Oux
3-1-15 3-5-7
3-1-15 p_3_8
3.00 12 2
T1 n
N
O
B1 0
3
3x4=
3-5-7
3-5-7
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 3-0 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.02 3-0 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a
BCDL 10.0 Code FBC2014frP12007 Matrix-MP Wind(LL) 0.02 3-6 >999 240 Weight:11 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 6)Provide mechanical connection b others of truss
BOA CHORD 2x4 SP No.2 to bearinglate capable of withstand n 90 lb uplift at
BRACING- joint 1,90 lb uplift at joint 2 and 16 lb uplift at joint 3.
TOP CHORD � p 1 � P� 1
Structural wood sheathing directly applied or 3-5-7 oc
purlins.
BOT CHORD LOAD CASE(S)
Rigid ceiling directly applied or 10-0-0 oc bracing. Standard
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection,in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 = 186/0-7-8 (min.0-1-8)
2 = 124/Mechanical
3 = 62/Mechanical
Max Horz
1 = 63(LC 8)
Max Uplift
1 = -90(LC 8)
2 = -90(LC 8)
3 = -16(LC 8)
Max Grav
1 = 186(LC 1)
2 = 124(LC 1)
3 = 64(LC 3)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
Vasd=132mph;TCDL=3.Opsf;BCDL=5.Opsf;h=25ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members _
and forces&MWFRS for reactions shown;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.
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' 4 80083
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etkmis•ief.1h,:xnmtgzKgn:tneeeYrrlrrne,unhei 1'reir,tDesnGq:etlltA ItltMllingGesl;xtaLas,.(dra.Eerb.arf bAlitr.III"Ird':tl:aa,nttsi torInL 4451 St.Lucle Blvd.
•
(opyright�7tld A-1Uus Fort Pierce,FL 34946
Aeaf :c-AethonyL7amha ill,P.I.Reptoduniaa alihis datument.in onyratm,is the minen pErtnissiaa from AdAoaf Trusses T.ienha lll;P.I,
a
Job Truss Truss Type City Ply
8517 J5 Jack-Open Structural Gable 1 1 A0027950
Job Reference optional)
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 Jun 08 09:31:46 2017 Page 1
ID:fsUmixOQR2AmeKWsmYOcQjzBJCS-ikmxj07P84M3cDjXtkVZ38fC VbebjgCrr?E5cz8Oux
-0-8-0 3-5-1 3-9-1 4-4-3 p-7-11,
' 0-8-0 3-5-1 0-4-0 0-7-2 0-3-8
4
3.00 F12
a
0
3
T1 82 t'
2 6
l l
B1 5 0
0 14 7
1.5x4=
0'
4x4=
3-5-1 3-9-1, 4�-3 �7-11,
3-5-1 0 4-0 0-7-2 0-3 88
Plate Offsets(X Y)— (2:0-3-4 0-0-0]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Vd PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.15 7-10 >372 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.05 7-10 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) -0.04 5 n/a n/a
BCDL 10.0 Code FBC2014frP12007 Matrix-MP Weight:18 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP M 30 3)Plates checked for a plus or minus 0 degree
BOT CHORD 2x4 SP No.2 rotation about its center.
WEBS 2x4 SP No.3 4)Gable studs spaced at 2-0-0 oc.
BRACING- 5)This truss has been designed for a 10.0 psf bottom
TOP CHORD chord live load nonconcurrent with any other live
Structural wood sheathing directly applied or 4-7-11 oc loads.
purlins. 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 8-1-8 oc bracing. rectangle 3-6-0 tall by 2-0-0 wide will fit between the
MiTek recommends that Stabilizers and required bottom chord and any other members.
cross bracing be installed during truss erection,in 7)Refer to girder(s)for truss to truss connections.
accordance with Stabilizer Installation guide. 8)Provide mechanical connection(by others)of truss
to bearing plate capable of withstanding 201 lb uplift at
REACTIONS. (lb/size) joint 4,417 lb uplift at joint 2 and 208 lb uplift at joint 5.
4 = 154/Mechanical
2 = 328/0-8-0 (min.0-1-8)
5 = 116/Mechanical LOAD CASE(S)
Max Horz Standard
2 = . 102(LC 8)
Max Uplift
4 = -201(LC 8)
2 = -417(LC 8)
5 = -208(LC 8)
Max Grav
4 = 154(LC 1)
2 = 328(LC 1)
5 = 116(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
WEBS
6-7=-495178
NOTES-
1)Wind:ASCE 7-10;VuIt=170mph(3-second gust)
Vasd=132mph;TCDL=3.Opsf;BCDL=5.Opsf;h=25ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;porch left
exposed;C-C for members and forces&MWFRS for
reactions shown;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
IIavq-Net,ttnagNrn:ty Lv'11[0'sf llRtgry(:lff'.it[ltll[!J5611MB-1SWaRrI61(YV ffe6;at N911ri—lnaf teN,W-tat"Indwss"!nI:ets Et:ig,CnrurllM)talatLtnrl.Twit 0;lf.lrh:t::s ska:hiue rik"C.a.i ddn hlED,t,l1
udtlentte,IlnnsklL...9�;a<;eeul<t�:tttrrnnonrs:[,ra:rte.ytorq[oli ,hsM„ Iv�a:ms®tares,dotft :sintleSiut:yr::raaehlx1,huplot'bytit�:erdat:ra-noetf.nialRLT'tttq,n.sle,,l,dm;ud�r:.uulary AnthonyT.Torabo III,P.E.
nl n:dr+.s ions br.I h'i'l is at esI (i:[,,Idmo.,et,ho.xt,ankru,iqt.tuplkiltgN!Fr,lai,tededdi,a',O,IS(u11zI.1w7Ilie3ettn1lt11.Nt gr:,,alr,ntmDnl,.rsalrudntr:.:s;i:atl�g hstr,;:stagt.lmc+tinai kn3rud:lth,t:(n:aairrtf =80063
Ztnela:If,pD:sptrwelta!t;br tlladesstt,d'¢IotlD nlaala',ts lyrietlnssdheloi.fl6 pe IS!!ttr;dt ttun¢(SprdG:fdlrl*,nlS4'As:elie:d3tiasdstdsst.iNlltfiatsfttttsl.zilnesnfdti!sdlllt,s.D:s;den,iesse:u;r tetdfntsan.nn.et,eles 4451 St.Lucie Blvd.
seem,lthadkYntmtttgrr:qn tvi Yarymt paientn;td tittra-soes.nrgxu lso-nttru:uirgD<ngv,,rt,nss sfne.hlntm daft'Aby mmayededf.—,,stzfnl k•rfL Fort Pierce,FL 34946
(appight02t-116AdRaafUusses-kdo.yLTam5a111,P.E.Reafadadiaaalthisdo(mtat,inanyfarm,ispmhihilzdafihoutthemint.ge,mi0mabumA-IRaafTiums-Amboyr.Tombill;P.F.
Job Truss Truss Type qty F
`
68517 J5S Comer Jack 1 1 A0027951
Job Reference(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@a1t(uss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Jun 08 09:31:47 2017 Page 1
I D:fsUmixOQR2AmeKWsmYOcQjzBJCS-AwKKwM71 vOUwEN IkRR1 ocLCOOV 16KA9L4VIoe2z80uw
2-7-8 4-3-11 4-7-3
2-7-8 1-8-3 0-3-8
3.00 12 3
v
0
3x4= 1
82
1
B1 4 0
6 5
4'
3x4=
2-3-8 2-0-4-07-8 4-3-11 4-7-3
2-3-8 1-8-3
Plate Offsets(X,Y)— [2:0-7-3 0-0-01,[2:0-9-11 0-2-121 [6:0-1-11 0-0-7j
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/clef! IJd PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TIC 0.63 Vert(LL) -0.05 5 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.11 5 >507 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 4 n/a n/a
BCDL 10.0 Code FBC2014frP12007 Matrix-MR Wind(LL) 0.09 5 >589 240 Weight:16 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 3)This truss has been designed for a 10.0 psf bottom
BOT CHORD 2x4 SP No,2'Except' chord live load nonconcurrent with an other live
63:2x4 SP No.3 Y
BRACING- loads.
TOP CHORD 4)'This truss has been designed for a live load of
Structural wood sheathing directly applied or 4-7-3 oc 20.Opsf on the bottom chord in all areas where a
purlins. rectangle 3-6-0 tall by 2-0-0 wide will fit between the
BOT CHORD bottom chard and any other members.
Rigid ceiling directly applied or 6-0-0 oc bracing. 5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss
MiTek recommends that Stabilizers and required to bearing plate capable of withstanding 119 lb uplift at
cross bracing be installed during truss erection,in joint 1,105 lb uplift at joint 3 and 36 lb uplift at joint 4.
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size) LOAD CASE(S)
1 = 253/0-7-8 (min.0-1-8) Standard
3 = 156/Mechanical
4 = 98/Mechanica!
Max Horz
1 = 84(LC 8)
Max Uplift
1 = -119(LC 8)
3 = -105(LC 8)
4 = -36(LC 8)
Max Grav
1 = 253(LC 1)
3 = 156(LC 1)
4 = 98(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
TOP CHORD
1-2=-273/240
BOT CHORD
1-6=-265/197,2-6=-358/290
NOTES-
1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
Vasd=132mph;TCDL=3.Opsf;BCDL=5.Opsf;h=25ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
Ntzn)-FIns=Rurt�kiy renetie':{rO;E?rFSa3�1!6}n[i3ll IflLS rrilS�lllfli(iS?�Y�WT.3'):REid;EPSNi%r'h tmYt itvp p;vr.Mtve<nvl wR!n:la lnn Ct!ila Urtriq�P;mdlletrnnr r.Itzkt la,Pf.reMMn;tfle'EAut ay.&Itue'lttaist Plelq Gt LFA.trlr
ItT!ieamrylnesszlirtt,ed tx Yz iRCithrdt Aattrrs On:,e rgmn{te,�t:n[�tEriace:th!sMnaj i6;tgrc;tesmaegt•�edrHr,Gt.sigll tegla!tti>31mg49!itth In:It flip d 2—s"lrci:rt=ld teY ICFttll.neq lrFl.lYi<sl7t ai!.urnes,lz{rtr as/tecLl lsldl
Anthony T.Tombo III,P.E.
tN—Ift r rr.ac, n y -Lra&G—.'r.o—?,Athdtys Wi n! .? � �t�t,tntadWR4ats(.1N1.1 u�o3eoe,ueTh1.r[ttn„scutmn.tet,e:ia nra:aa,arr�tin„i.geus[tn tt-rtt[tatn:[Ra��ryd
I eel1[g02V a e[tatrten Ante sdtdrzraloBtdRepe,atdiudhndtrrouftfWw.isedylat,uera!;r[srytlfi.4etryr4ttlSOert"I-MlxpvxdPd--1111i6sllet!tsrnIM-1Wt1htaan,nasu!,pt T-Nsp[D ttntatl u It�,o,.d:ss a 80083
ten.ntttrnsr?a(n�tg tpa wrrfyanrsw,dnner.tottrr,,oa:wr,r�aer_:rmr::unloayxs,nle,s;<?axrtrn,r.artyrobv.III"'Wins[eta;nanamttramL 445?St.Lucie Blvd.
• Fort Pierce,FL 34946
(epyrig5t�2016 A-I pnal Uutsec-Arfdory I.Tan5o III,P.F.Repradunion:I this damment;in any form,is pao6iEitad withounM1e wines persissiar.has 4 1 RA(ausns-AethnrtyP,Trio ill;P.E.
• Job Truss Truss Type City Ply
58517 J6 Comer Jack 1 1 A0027952
Job Reference(optional)
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 Jun 08 09:31:48 2017 Page 1
ID:fsUmixOQR2AmeKWsmYOcQjzBJCS-e7ti8i8fgidnsXtw?9Y19ZkWIIHr3dPU19 ULAUzBOuv
-0-8-0 2-8-0 5-6-0 51
0-8-0 2-8-0 2-10-0 0-3-8
4 Dead Lc ad Defl.=3/16 in
3.00 12 9
v
0
N
A
T1
q
3 B3
2
1 m
g n
6x6:—� 5 0
�. 7 6
4x6=
1-9-0 2 8-0 5-6-0
1-9-0 0-11-0 2-10-0
Plate Offsets(X,Y)— [2:0-3-12,Edge],[3:0-3-8,0-0-1],[3:0-0-14,0-0-0],[3:0-1-0,0-0-0],[3:0-7-0,0-1-12],[7:0-1-11,0-0-7]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.12 6 >586 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.28 6 >242 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.05 5 n/a n/a
BCDL 10.0 Code FBC20141TPI2007 Matrix-MR Wind(LL) 0.23 6 >299 240 Weight:20 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 3)This truss has been designed for a 10.0 psf bottom
BOT CHORD 2x4 SP No.2*Except* chord live load nonconcurrent with any other live
132:2x4 SP No.3 loads.
BRACING- 4)`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 5-9-8 oc rectangle 3-6-0 tall by 2-0-0 wide will fit between the
ROOT CHORD
pT bottom chord and any other members.
5)Refer to girder(s)for truss to truss connections.
Rigid ceiling directly applied or 8-9-0 oc bracing. 6)Provide mechanical connection(by others)of truss
MiTek recommends that Stabilizers and required to bearing plate capable of withstanding 148 lb uplift at
cross bracing be installed during truss erection,in joint 4,215 lb uplift at joint 2 and 26 lb uplift at joint 5.
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size) LOAD CASE(S)
4 211/Mechanical Standard
2 387/0-8-0 (min.0-1-8)
5 108/Mechanical
Max Horz
2 123(LC 8)
Max Uplift
4 -148(LC 12)
2 -215(LC 8)
5 -26(LC 12)
Max Grav
4 211(LC 1)
2 387(LC 1)
5 115(LC 3)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
TOP CHORD
2-3=-351/287
BOT CHORD
2-7=-278/214,3-7=-548/500
NOTES-
1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
Vasd=132mph;TCDL=3.Opsf;BCDL=5.Opsf;h=25ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
9,',hg-flat u,nr:fryrznetse2 nos;atss3rs!:!u;siren tnxle fvc,nus fn*eu�urxl:urn;[e�uare:•r,:a,ftcyt�,��ttc tta:Kr a�c,t"•;,cnet,g,oct.or�m;ovnt em•rr.t�tt o:e:.rrtt,s�,rtlR<tt r�.,c astt.•rstr nrt r=.o.<ty
wt,ist�ctsight rlidl4n,ss�lnet ttv ns-CC.t rs:df s„T,rs gsa hl, ear K[[z" a td :7iag,grtxsnnm�x an r tl m: .1 r t-nrrxerm�d�my,ut<:a} an:tgu If u tru.c.e to rr lmrtrtt rn 4 s,rm Anthony T.Tombo 1II,P.E.
sel nedhsTuss brary rtiWrz n:mpnu L7dh C.,rc,Pt C.,r nt mtr,;r1„n.VILgO.y itud:f d+is n',At lx 16#1rllu:IBeg•9 MR.b f":vd d et TDO,edm,fi•Id s•9 t,,:kd,Cr ti I s 1 tL sler nt r hdirt =80083
' n,Seafvr C:ugzradlre^,;Irt tlledes sd tdi,Rla /Nzr Areied ptulandlk laSf r(cfa ISu'dr,t€,^eMap(S�rdFs':s it to,sSY.tmt:drerst 4xg�yd prime.lFlli+fieesnt,esltsc*�Irvn nrFti,sdn 1 s,0 un.y¢s ,t s,*:ne ae lnsss e,h:h,a,nl,ss - 4451 St.Lucie Blvd.
n<,vnsitmaye;ttnmtSr eptaw:r rrursv,sl,tthi.a:o-us00s:r,r�t mere,c.dntgo-,vp!.T Sy:I,:fqm•:tcgr,I[,Alsreda,r�,:ct::tsaa�„s-,•ru. Fort Pierce,FL 34940
(tpp � A I Rod losses-Anbory L tumba ill,P.E.Reaodaniaa d ibis docum c in ony W.,is p,ohibiled anbounhe wlintn Ptrmissieo[rem A-I Raulimsses-Anhony T.bmbo ln:P.E.
r6517
b Truss Truss Type Qty ply
AS Comer Jack 1 1 A0027953
Job Reference(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Jun 08 09:31:48 2017 Page 1
I D:fs UmixOQR2AmeKWsmYOcQjzBJCS-e7ti8i8fgidnsXtw?9Y19ZkV4VIHi3dPU19ULAUz8Ouv
2-7-8 5-5-8 5-9-0
2-7-8 2-10-0
0-3-8
_ 3
3.00 12 Dead Load Defl.=3/16 in
N
A
3x4= T1
2
B3
1
B1 m
4 �
4' 6
4x6=
1-8-8 2-7-8 5-5-8 5-9-0
1-8-8 0-11-0 2-10-0 0-3-8
Plate Offsets(X,Y)— (2:0-0-12,0-2-41 r6:0-1-11 0 0-71
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.12 5 >580 360 MT20 2441190
TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.28 5 >242 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.05 4 n/a n/a
BCDL 10.0 Code FBC2014lrP12007 Matrix-MR Wind(LL) 0.23 5 >296 240 Weight:19 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 3)This truss has been designed for a 10.0 psf bottom
BOT CHORD 2x4 SP No.2`Except' chord live load nonconcurrent with an other live
B2:2x4 SP No.3 Y
BRACING- loads.
TOP CHORD 4)`This truss has been designed for a live load of
Structural wood sheathing directly applied or 5-9-0 oc 20.Opsf on the bottom chord in all areas where a
purlins. rectangle 3-6-0 tall by 2-0-0 wide will fit between the
BOT CHORD bottom chord and any other members.
Rigid ceiling directly applied or 8-5-4 oc bracing. 5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss
MiTek recommends that Stabilizers and required to bearing plate capable of withstanding 145 lb uplift at
cross bracing be installed during truss erection,in joint 1,149 lb uplift at joint 3 and 26 lb uplift at joint 4.
accordance with Stabilizer Installationguide.
REACTIONS. (lb/size) LOAD CASE(S)
1 = 324/0-7-8 (min.0-1-8) Standard
3 = 211/Mechanical
4 = 109/Mechanical
Max Horz
1 = 105(LC 8)
Max Uplift
1 = -145(LC 8)
3 = -149(LC 8)
4 = -26(LC 8)
Max Grav
1 = 324(LC 1)
3 = 211(LC 1)
4 = 115(LC 3)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
TOP CHORD
1-2=-355/297
BOT CHORD
1-6=-285/206,2-6=-563/484
NOTES-
1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
Vasd=132mph;TCDL=3.Opsf;BCDL=5.Opsf;h=25ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Extedor(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its!enter.
at,�I-nm nvtnu7rt .n=it[e:[nme8;z n,,aaumut[[vomca[niou[cr,ecra;[%u:[rae�ntr,n :nr«er[ttmt[ttr;tn.t,e[,f[m.®,noe;mamem J[.[,:Etm:r.[.t t,zr= ent..en,ssotA.u ;rtu[rn.t.IC
u,Ttk Itnsdiiss<!xrctrot[ elftlrtssU:s Egnsn{te,Sl[:nryh(rve [ iTg;tire:�:otery5x[Ao[IuYn[dersia:nngtppxstrJ •S!rplmesuy9rm;dep�inYigeul,ttent[urulmgtertara<,n4tdn[t:dit� AnthonyT.TomboIII,P.E.
at n[[I Yri W:F7[tilde IE f cb'M1`r rltr C.e�,![One%[oxktrutl nrfufie WTlP g n@et[tlen sff elM@e cud to hxln lhtyWtret en•ntldfi[rJPted[r!fi[Idr tlFrst.�dttndk l'[ I4 s n:atrl Fnx sil'i[ne n:µ:,iint[[ =80083
t
6e lr:llgU u} tta(a*[m dn-t7 fi4 the RlgG n/3Rr¢fiat erllrednHAIY!rule[(tteSfS.thhhlc[Irn,[[SQittE:e!lhiT nd STU re,dntne/frlm7t ttitrx[IFlle.=finsstk[esinsmlries ndAfiesellh l,s.0.s'ieer,huff[asigt[tgJ<tt[rl[RSS Ytethdnn,alai
td[:mntfu>Et![rfxrm[yerdgn;rr:icxs It 7tsa:es InIN.[6eNo,Nslgt[tiav:is M[A,tuatlq 9,nl[,,,T 14:nzhj—o!ut iffill.HI«Indi;[d;—to is datedi MI. 4451 St.Lucie Blvd.
Fort Pierce,FL 3494b
(opyright[01116 A-I RaalTmsses-Arlhoryl.Trmhr Ill,P.E.Roamduniar.ofthis dooment,in ony Won,isprohliied wishoun he wrinen pesnission hom A I Root basses-Arshrnyl.Trmho ill;P.E.
Job Truss Truss Type Qty Ply
8517 J7 Comer Jack 1 1 A0027954
Job Reference o tional
At Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Jun 08 09:31:49 2017 Page 1
ID:fsUmixOQR2AmeKWsmYOcQjzBJCS-6JR4L29H R?IeTgS6Ys3GhmHINil?o04eXpEuixz8Ouu
-0-8-0 2-8-0 5-0-9 6-7-13 6-11-5
0 8-0 2.8-0 2-4-9 -4 3
5
Dea J Load Defl.=3/16 in
3.00 FIT 1.5x4
4
3
1 W1
B2
2
1 oD
B1 /
7 6 0
�• 8 3x4
e•
c n
4x4=
1-9-0 2 4-0 ,2 8-0
r 1-9-0 0-7-0 0-4-01
Plate Offsets(X,Y)— [2:0-34,Edgej
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.13 8 >646 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.33 8 >253 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(TL) 0.05 6 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MP Wind(LL) 0.24 8 >342 240 Weight:26 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP M 30 2)Plates checked for a plus or minus 0 degree
BOT CHORD 2x4 SP M 30 rotation about its center.
WEBS 2x4 SP No.3 3)This truss has been designed for a 10.0 psf bottom
BRACING- chord live load nonconcurrent with any other live
TOP CHORD loads.
Structural wood sheathing directly applied or 6-0-0 oc 4)'This truss has been designed for a live load of
purlins. 20.Opsf on the bottom chord in all areas where a
BOT CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the
Rigid ceiling directly applied or 7-5-9 oc bracing. bottom chord and any other members.
MiTek recommends that Stabilizers and required 5)Refer to girder(s)for truss to truss connections.
cross bracing be installed during truss erection,in 6)Provide mechanical connection(by others)of truss
accordance with Stabilizer Installation auide to bearing plate capable of withstanding 30 lb uplift at
REACTIONS. (lb/size) joint 5,245 lb uplift at joint 2 and 182 lb uplift at joint 6.
5 = II/Mechanical
2 = 450/0-8-0 (min.0-1-8) LOAD CASE(S)
6 = 370/Mechanical Standard
Max Horz
2 = 144(LC 8)
Max Uplift
5 = -30(LC 8)
2 = -245(LC 8)
6 = -182(LC 12)
Max Grav
5 = 11(LC 1)
2 = 450(LC 1)
6 = 370(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
TOP CHORD
3-4=-631/730
BOT CHORD
3-7=-879/645
WEBS
4-7=-722/983
NOTES-
1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
Vasd=132mph;TCDL=3.Opsf;BCDL=5.Opsf;h=25ft;
Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
8nhl-FI+e an.e,Nrrnee 6f ll I¢�;i llBSS`Sr�SfS)5R72I IEI.456(1�¢I¢"vS(3{?CY(-mT,1')1(CKuSI[wu:kP lain d:dlltlip Ize-.�art at a.i u4t n Cds(rttt:<sip¢rteug Plw"mltle Iatarl.I.xh I:;r.F.laena S1n!leluex.Pa...ctna�ae sEel m Ge I¢D,eaf
' wt!tr r>na,wls:.s!a�s eeus.!zt.rsettrs¢s�(q ar{e,tra�f ss_;n::m.em n;«g,: smsr.la.da,f,z,:a..i<ss+:!„gig,,maagrsa<tm nxeswg!.nnsr:l- nr(¢o!d!...emtn(.rr.trs;.s:.m .i tasmd,..cuaza,:m AnthonyT.Tombo III,P.E.
Qe. .ssw,.mt.ax.,l:¢<,.:l..,a.i a6 e.M.e:e. "fthd.,e a:dint¢:!:3,No.!a:a.r,dinKk:xt.:tr.Wf,mat r:..9Th1. :rya,rl r!m¢ae®t¢:u.,weer,.a:t.a,rrl<!a�:i:l...,(,¢n� ;a�s,stir.n,..pa,trtrtd =60063
n:tuar¢:r.R uidrem..sn.a srleaar.:t¢¢e.e+rma;dy:e:rerdrdr:lt, !-,ist:ylawaa�a;sugsaaletRrt".easraerc!aru:<e:t,yataaa>e.(nit!ee!ree!<,(,aan.re.aaKrdn(,er,¢:k,s,t,.n¢!y.[.aR�id.ae�n�n,.a!ss 4451 St.Lucie Blvd.etlu.luiedanys(eaMegedgn'se,raesrr7rrn>siaaa.el.(e!7!z>¢zra[yaHusc¢reaEa:uy¢e,lgx,,ertnrs(Head(quo!nle,:u:y:snarem:e,,=ueesam!,lnma. Fort Pierce,FL 34946
(opyngMD291dA-I Boos Trusses-AcihanyP.Tomb III,P.P.Repradoaimd this dotumeat,in any form,is prohibited withoutthewdnenpirmission from Ad Roof T,uss:s-kilmayLTamho Ill,P.I.
Job Truss Truss Type Q
6 ty ply
8517 J7L Comer Jack 2 1 A0027955
LbR.feience(optional)Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Jun 08 09:31:49 2017 Page 1
I D:fsUmixOQR2AmeKWsmYOcQjzBJCS-6JR4L29H R?IeTgS6Ys3GhmHIYil2o0OeXpEuixz8Ouu
2-8-0 5-3-0 6-6-8 -10-
0-8-0 2-8-0 2-7-0 1-3-7 -3_
5
3.00 12 1.5x4
De Load Defl.=3116 in
4
1 W1
3
B2
2
1 81 0
3x4 Q 6
6• 8
e•
n o.
4x4=
2-8-0
2-8-0
Plate Offsets(X,Y)— [2.0-34,Edge),[7:0-2-0,0-1-12)
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.13 8 >645 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.32 8 >253 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(TL) 0.05 6 n/a n/a
BCDL 10.0 Code FBC20141TPI2007 Matrix-MP Wind(LL) 0.24 8 >340 240 Weight:25 lb FT=0
LUMBER-
TOP CHORD 2x4 SP M 30 3)This truss has been designed for a 10.0 psf bottom
WEBS 2x4 SP No.3 y
BOT CHORD 2x4 SP M chord live load nonconcurrent with other live
an
BRACING- loads.
TOP CHORD 4)'This truss has been designed for a live load of
Structural wood sheathing directly applied or 6-0-0 or 20.Opsf on the bottom chord in all areas where a
purlins. rectangle 3-6-0 tall by 2-0-0 wide will fit between the
BOT CHORD bottom chord and any other members.
Rigid ceiling directly applied or 7-9-1 cc bracing. 5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss
MiTek recommends that Stabilizers and required to bearing plate capable of withstanding 33 lb uplift at
cross bracing be installed during truss erection,in joint 5,242 lb uplift at joint 2 and 191 lb uplift at joint 6.
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size) LOAD CASE(S)
5 = -8/Mechanical Standard
2 = 444/0-8-0 (min.0-1-8)
6 = 383/Mechanical
Max Horz
2 = 142(LC 8)
Max Uplift
5 = -33(LC 3)
2 = -242(LC 8)
6 = -191(LC 12)
Max Grav
2 = 444(LC 1)
6 = 383(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
TOP CHORD
34=-563/647
BOT CHORD
3-7=-791/576
WEBS
4-7=-667/916
NOTES-
1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
Vasd=132mph;TCDL=3.Opsf;BCDL=5.Opsf;h=25ft;
Cat.ll;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
9e�6t-Flrns nrrca4lrrnis ti:'t110i:;i/lSc3!SPln^halm Imis a rissoi as tustom"tCfrj:R6;a f[SNikThn feifr edp pm_wnsnd rnl odes n cis fnn',sip Unr'vtuni nd lit emnr I.fuh L;tL lhrcz SinrFden¢v.Celm ktaaise ce7tl o nt lb,etlt
Mkto."k,'andlI—dI",ft'-X1,i"ekAstI.,Detigtrr~e4u,sfvdrrFrsn:r,nnorinMW"gmtnsutmrmtantrW:l.oinglufmir:rt:'•r_gtr1,Intodmetm[lr;n::d<tddun:INWy'ni.1111.trig',:;:,rcrrat.Idirin'lor",r:atr:d[ TomboIII P.E.nt ntln st to ml tEd n t 'Lt dCxCms,ht O.arr s)A! tCsgMnns[nll'g0 n,ntle ndd'x:L:,ne'x Wilk lret 5a!Illal tde tot Rl i.fle enmdo'htlCO ui try firid ni s d gkxdlrsf.slrtete,lsl I <t sielltl 'l:ildd Anthony)' '
' IfeleACwrQsgxntlrs!t9 illrCes+.nlnr�iCCnlMxpMmelr..tivetAtekiZi(r^{.-nlYtthl$E 1rcrll5nrlF}IltlrndSEUmtnl�eaellk{vsdtvdvnr.inliefiesdrregnsulnnetdAbrsdd:inst0eipa,ii¢uC2:p4ynnMlnssid na n;rrirss =80083
tncvistnksdh.t:nnktt n't vraycl stirs ltnh:d lhs fn sDnn[n 4451 St.Lucie Blvd.
sT.n r larr lsE Itlt{::Iliaggtslrkt nLese SrmxEg4nfnrli lhz).Jl urlldlnd'nrvn nddlnCr:RI I. Fort Pierce,FL 34946
(opytightD2016AdXrafLusses-ArihoryLTorICoIII,P.E.Reaioduniarel ibis domment,in any lortn,isptohihikdrridhauttEesvtiilen permission from Ad&ooMosses.trthonyUcrorboill:P.F.
Job Truss Truss Type Qty Ply
168517 J7S Comer Jack 1 1 A0027956
Job Reference o tional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 20%Print:8.020 s Aug 31 2016 METek Industries,Inc. Thu Jun 08 10:10:37 2017 Page 1
I D:fsUmixOQR2AmeKWsmYOcQjzBJCS-yA69x3KZBH2Km RQXxngB2hiag8ls FuAls?95Q?z8OKW
2-7-8 4-8-0 6-10-13
2-7-8 2-0-8 2-2-13
4
Dead Load DeB.=3116 in
3.00 F12
1.5x4
3
r?
T1
2 1
B2
1
a — 3x4= m
cyi B 1 6 5 0
n 3x4
7 =
n
4x4=
2-7-8
2-7-8
Plate Offsets(X Y)— [1:0-3-12 Edgel (2:0-2-12 Edge]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.12 7 >695 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.30 7 >275 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.37 Horz(TL) 0.05 5 n/a n/a
BCDL 10.0 Code FBC2014rrP12007 Matrix-MP Wind(LL) 0.22 7 >368 240 Weight:26 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP M 30 2)Plates checked for a plus or minus 0 degree
BOT CHORD 2x4 SP M 30 rotation about its center.
WEBS 2x4 SP No.3 3)This truss has been designed for a 10.0 psf bottom
BRACING- chord live load nonconcurrent with any other live
TOP CHORD loads.
Structural wood sheathing directly applied or 6-0-0 oc 4)'This truss has been designed for a live load of
purlins. 20.Opsf on the bottom chord in all areas where a
BOT CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the
Rigid ceiling directly applied or 6-6-3 oc bracing. bottom chord and any other members.
MiTek recommends that Stabilizers and required 5)Refer to girder(s)for truss to truss connections.
cross bracing be installed during truss erection,in 6)Provide mechanical connection(by others)of truss
accordance with Stabilizer Installation uide. to bearing plate capable of withstanding 175 lb uplift at
REACTIONS. (lb/size) joint 1,70 lb uplift at joint 4 and 142 lb uplift at joint 5.
1 = 389/0-7-8 (min.0-1-8)
4 = 74/Mechanical LOAD CASE(S)
5 = 308/Mechanical Standard
Max Horz
1 = 126(LC 8)
Max Uplift
1 = -175(LC 8)
4 = -70(LC 8)
5 = -142(LC 8)
Max Grav
1 = 389(LC 1)
4 = 74(LC 1)
5 = 308(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
TOP CHORD
2-3=-872/1038
BOT CHORD
2-6=-1198/894
WEBS
3-6=-932/1250
NOTES-
1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
Vasd=132mph;TCDL=3.Opsf;BCDL=S.Opsf;h=25ft;
Cat.Il;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces 8a MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
ea,ie}.n�a not,11rr:a.w t3.R.l tos;nmtarttuu;srne taus s;neunas rgsreurwta ix¢rau¢:u;er n:a rnd!trr�pn,9eet ted raaleixt ea a;a t,sae<a3t cn.mr{tw;aant rmayr.rust lu,r1.mean svretrKt.�.CeRsarWana az:<s m re rro,ult
U,ieis.�raa ylnn s9Afkes<lex!<irtale rd:(.rtelrnsh:saatga=.xtia,ye;nMhlis:4N:;nim>+7iG ratrtaWsea aeptse Aur rast;aieaelneiate:n;mrax4dh8;3tletiy el Fstieya rns:/t}iayet tel�antr,eatn inl.rxici}s caa}�a l+ua}naeaestaad¢➢u3. - Anthony T.Tornbo lII,P.E.
nln:dfis ietssb:m3taiNmeis lh etspnudul atd Onea,ax CxatiesAsaactlrynan raalsilfrth:a:�.n,nd:aealM d!Se�C,ae lx Nli;lamlT:lliy tadealRld.tlx epaaddfae Nlatu}fi:19.seddeL as,mdaeiadtn Tul.si:ere,Testa"eaani F.nar sed ke atns}nsnilhral 80083
nesaar�war d65etln.memss!Iea �toeodaxps a mlraer snn raaerb:aGel .arid aelm;rsnrar aelrv;nnsrue:tadat er rnrdplexe.tHle�e>s entrun nnnlbfiesaMtntsatsipran..em:o-s;es;eneadtutsr<uraan,o 4451 St.Lucie Blvd.
rfinxlse leMef lya;xemd erre:dgnsx:ngly as ranit lndaed liras Oes!aa[alien is i:Qtitr¢:IlinrPnynet;nLrts sine ap2n rtgrranar.Sll«}aea,a:na:mesddinamirrt' Fort Pierce,FL 34946
EopyrighlD2016.41Raol6unes-Amhoay1.lamba111,P.E.RtFadartbad this domment,in any form,isprohibitedwilhoutthe Written permission front AdRaolfiums-AnthonyLlambs III;P.E.
Job Truss Truss Type Qry ply
68517 JS Jack-Partial 1 A0027957
Job Reference o tional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:B.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Jun 08 09:31:50 2 117 Page 1
I D:fsUmixOQR2AmeKWsmYOcQjzBJCS-bV?SZOAvCJtV5q 116aaVE_quK6zXXR2nmTzSFNz8Out
0 8-0 1-10-8 2 8-0 5-2-13 7-9-10 -1-
0-8-0 1-10-8 0-9-8 2-6-13 2-6-13 3-
5
3.00 12 ead Load Defl.=1/4 in
3x4
4
0
0
1
W1
3 2
2 1 3x6
=
,o
B 7 Io
d' d, 9 1.5x4 11 3x4= 1
5 c•
4x4=
2-8-0 5-2-13 7 9 10 1
Plate Offsets KY)— [2:0-3-0,0-0-0) 2-8-0 2-6-13 2-6-13 -3-
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TIC 0.64 Vert(LL) -0.16 9 >606 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.39 9 >246 240
BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.07 6 n/a n/a
BCDL 10.0 Code FBC2014fFP12007 Matrix-MP Wind(LL) 0.29 9 >334 240 Weight:31 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP M 30
2)Plates checked for a plus or minus 0 degree
BOT CHORD 2x4 SP No.2 rotation about its center.
BRACWEBS 2x4 SP No.3 3 This truss has been designed for a 10.0 sf bottom
TOP CIHORD chord live load nonconcurrent with any other live
Structural wood sheathing directly applied or 6-0-0 oc loads.
purlins. 4) 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 4-2-8 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 5)Refer to girder(s)for truss to truss connections.
cross bracing be installed during truss erection,in 6)Provide mechanical connection(by others)of truss
accordance with Stabilizer Installation uide. to bearing plate capable of withstanding 75 lb uplift at
REACTIONS. (lb/size) joint 5,275 lb uplift at joint 2 and 173 lb uplift at joint 6.
5 = 88/Mechanical
2 = 514/0-8-0 (min.0-1-8) LOAD CASE(S)
6 = 357/Mechanical Standard
Max Horz
2 = 166(LC 8)
Max Uplift
5 = -75(LC 8)
2 = -275(LC 8)
6 = -173(LC 12)
Max Grav
5 = 88(LC 1)
2 = 514(LC 1)
6 = 357(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
TOP CHORD -
3-4=-1157/1245
BOT CHORD
3-8=-1395/1134,7-8=-1395/1134
WEBS
4-7=-1198/1474,4-8=-196/251 -
NOTES-
1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
Vasd=132mph;TCDL=3.Opsf,BCDL=5.Opsf;h=25ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
v{.,n1-nnsanmeSil.r:,:,.he'11 m:l nei2;x13;;trau t7.us s msu;n2vs rasrou,'rcrrrtsrsarnsu:trn:a r�rtrt;;r.�,-:nrcatred we,n�;,c,±e.,�.nR.oylrn;o,t n±emarr.rut.c:rt.r�o.,sw±lde:e n,.e:lm�±�{�,e rtd n n.rro..d`
u—INirpn±±-myh:!IInetealrIq16A.a,srra.esIN!ken:±xin,qnr;rhr:unm{r±treedn,r{t;sthq,eh:s:�yrhq:NI,rtrartrs±p.lees:yletm:t:}one toa±,lr.nenlnl.is:tcq{n:..,n.tr,thrn.t�±{,.;,a,a�:ry AnthonyT.«e.±±rch.,r±n,w..±r,tta,he,:±:q.n:.Imderc.{�.r:o.rrrro��mty,s.�n:wlmloe:uN,h�rrrrr<ertn:trca,ittr,tl.urtxas�r.er.rtlrt.tn.,s:rnlr!n.reonanffi:ta.u{e�rea:�a.rylndal.,i.gr,hsh::.r ntFn,r±lct{�,rr,rrnre�yr! Y .TomboIII,P.E.
' lie Giltvy0±,igervtf{±y.:Irr.lCrAes�rt{A ie n±IDC nl7x trtC'rn ed rrklhn el±seld;:rf frs7rrnl StrhtderoeCnitffjtriE!kt1r 1,9nlSG.I neielrn:el4zimyt pilvee.In td'nn@rnsrnsiMloe:nihnn AM:luss0:ue:r,inn h!gr;y:ree ui lnn Yn,h;lnrynlrn =80083
r11C..l±?1thKtll t:rnlRl rnCttt,{H tl!fft h[1 tAlto,i{edfd.Ill ln:'Ce±!u Dlhn,rs L§r ne La:UhpCn;xr,INnn 1A.1.1—a my RiAlta).Al ntedird rex±{n{,l'b'd a;ru. 4451 St.Lucie Blvd.
Fort Pierce,FL 34946
(cppig6t9ffiI4RdAzalLotss-Aclhocyi.iem5oIII,P.F.Rtp,odudionaithisdorcmeor.inony form,sprnh�ihdei±Aourthaa,itten permission Gnr�4dFoatFrussas Arthonyl.Tem§o III;P.E.
Job Truss Truss Type Qty Ply
8517 J8S Jack-Partial 1 1 A0027958
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 312016 MiTek Industries,Inc. Thu Jun 08 09:31:51 2017 Page 1
I D:fsUmixOQR2AmeKWsmYOcQjzBJCS-3hZgmkAYzd?Mj_bVgHSkmBM35WJnGuGx?6j?npz8Ous
1-10-0 2-7-8 5-2-5 7-9-2
• 1-10-0 0-9-8 2-6-13 2-6-13 3-
4
Dead Load Deg.=1/4 in
3.00 F12
3x4:
3
0
0
1
W1 2
2
B2
1
_ m
61 7 6 5 Io
1.5x4 II 3x4=
d 6 8
44=
2-7-8 5-2-5 7-9-2 $-0-1p
2-7-8 2-6-13 2-6-13 -3-
Plate Offsets(X Y)— [1:0-2-12 Edge]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TIC 0.64 Vert(LL) -0.16 8 >606 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.39 8 >248 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(TL) 0.07 5 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MP Wind(LL) 0.29 8 >334 240 Weight:30 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP M 30 2)Plates checked for a plus or minus 0 degree
BOT CHORD 2x4 SP No.2 rotation about its center.
WEBS 2x4 SP No.3 3)This truss has been designed for a 10.0 psf bottom
BRACING- chord live load nonconcurrent with any other live
TOP CHORD loads.
Structural wood sheathing directly applied or 6-0-0 oc 4)'This truss has been designed for a live load of
purlins. 20.Opsf on the bottom chord in all areas where a
BOT CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the
Rigid ceiling directly applied or 4-2-5 oc bracing. bottom chord and any other members.
MiTek recommends that Stabilizers and required 5)Refer to girder(s)for truss to truss connections.
cross bracing be installed during truss erection,in 6)Provide mechanical connection(by others)of truss
accordance with Stabilizer Installation uide. to bearing plate capable of withstanding 206 lb uplift at
REACTIONS. (lb/size)
joint 1,74 lb uplift at joint 4 and 174 lb uplift at joint 5.
'
1 = 453/0-7-8 (min.0-1-8)
4 = 88/Mechanical LOAD CASE(S)
5 = 356/Mechanical Standard
Max Horz
1 = 148(LC 8)
Max Uplift
1 = -206(LC 8)
4 = -74(LC 8)
5 = -174(LC 8)
Max Grav
1 = 453(LC 1)
4 = 88(LC 1)
5 = 356(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
TOP CHORD
2-3=-1156/1250
BOT CHORD
2-7=-1401/1133,6-7=-1401/1133
WEBS
3-6=-1198/1480
NOTES-
1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
Vasd=132mph;TCDL=3.Opsf;BCDL=5.Opsf;h=25ft;
Cat.Il;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
Bcra}-Elm>nm«Nrrd.5e7I IOSi?ICitg�y:1J�5EL911IT!!S t.::ISCIfLY i040Y'GJFlj:(LiOrs;E06uisT In¢Ir:d}tesip µ edrn«{:esl wn usti,tree Eeng,Cnziegg0 xd@e emnr I.ruU a ti le5:nn f1e!he6:e re.0,@„�«.�serre{n rr Iro,rdr
Maznaias}@trss*sllkadUrt,ll01,1,4k lssion 0-Iraa¢(_,5}eat7111we,,0e sxl uxrt[,sgn:wsnses}used@,rnhc„n.i,r�:,:«rrc�.:aa.rx�r tr:y�nnx n.3�e r«z:sq�s.r r�nq.ntn tn}.thzer:,�.s!.er rs,�zra.�ass,s,rc,;,:m. Anthony T.Tombo[II,P.E.
¢{wde>:sr¢,s Wrsq teiYsaeis@eiayns@.li'rACnn,6eC+xzi,9Ilacrl;.Andedn!4^}Oe:a,nludeddfi,IfC@e ¢riz UslL7fir3rda{irid.Ike rp:nrle!GrPOseG svffieilnrd@erns,;udIksdv}.slee}e,u9sstlieeni hnxS si{1:3ensrresiiillyd 80083
' @es.r¢ro,�•aar. ran.mun sd,da hvr00wae}«snm N:<aaeed he re0srr s.drid:di ;rtsQr.ke!e{err¢a sxa,.,!dne.:e{:r::0V.I,>'e.iru On,ke.e,rn 4451 St.Lucie Blvd.
@e:.ieeetaea}rtuu¢h<{andaps@n0.xnr!rarxhzs@nhel.IhrrnsOn!esG}av,isF Isle{a:IricgOesiun,esl!ouh,iex[s{saauasgeYa@aral«rEdesllasnusd..iana. Fort Pierce,fL 34946
Coppight�iPlb Ad Gaol Fosses-Arthory[.Tnmbo lll,flL ReOmdmiwerthis d-went,inooy fem,is pnhiEiled xdat theminen peneissien hos A-I RMIntsm-Anthnoy LTambo!II,P.F.
1
Job Truss Truss Type Qty Ply
68517 J9 Jack-Partial 1 1 A0027959
Job Reference(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 3120116 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Jun 08 09:31:51 2017 Page 1
ID:fsUmixOQR2AmeKWsmYOcQizBJCS-3hZgmkAYzd?MLbVg H5kmBM4nW I?Gsdx?6j?npz8Ous
9-8-12
-0-8-0 1-10-8 2-8-0 6-0-10 9-5-4 9 1
0-8-0 1-10-8 0-9-8 3-4-10 34-10 1 8
0-2-0
1.5x4 II
5 6 Dead Load Defl.=114 in
3.00 12
3x4
4 STRAP TOP BOTTOM
CHORD OP GIRD-OR WITH
1e•ME'rAl STRAP
3x8=
1
3 B Im
v 1 2 to
rl 10 9
d A 6' 11 2x4 11 6x6=
d• 6•
3x6
9-8-12
2-8-0 6-0-10 9-54 1
2-8-0 34-10 34-10 1 -3
o-2-0
Plate Offsets(X,Y)— [2:0-1-0,0-0-0),[3:0-11-0,0-2-6),f9:0-3-0,0-4-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.19 11 >616 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.47 11 >255 240
BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.09 8 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Wind(LL) 0.33 11 >357 240 Weight:47 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP M 31 3)This truss has been designed for a 10.0 psf bottom
BOT CHORD 2x4 SP No.2*Except* chord live load nonconcurrent with any other live
B2:2x6 SP No.2 loads.
WEBS 2x4 SP No.3 4)*This truss has been designed for a live load of
BRACING- 20.Opsf on the bottom chord in all areas where a
TOP CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the
Structural wood sheathing directly applied or 5-1-3 oc bottom chord and any other members.
purlins. 5)Provide mechanical connection(by others)of truss
BOT CHORD to bearing plate at joint(s)8.
Rigid ceiling directly applied or 4-10-0 oc bracing. 6)Provide mechanical connection(by others)of truss
MiTek recommends that Stabilizers and required to bearing plate capable of withstanding 326 lb uplift at
cross bracing be installed during truss erection,in joint 2 and 287 lb uplift at joint 8.
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size) LOAD CASE(S)
2 = 619/0-8-0 (min.0-1-8) Standard
8 = 533/0-1-8 (min.0-1-8)
Max Horz
2 = 196(LC 8)
Max Uplift
2 = -326(LC 8)
8 = -287(LC 12)
Max Grav
2 = 619(LC 1)
8 = 533(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
TOP CHORD
3-4=-1542/1607
BOT CHORD
3-10=-1758/1496,9-10=-1758/1496
WEBS
4-10=-371/419,5-9=-152/255,
4-9=-1561/1834
NOTES-
1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
Vasd=132mph;TCDL=3.Opsf;BCDL=5.Opsf;h=25h;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
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W7¢irarildassdlk,setl,;a,lS4nl„t:e:srueu oe,. [elsp�,tle:r¢r[:I�u;ne,�Irenilrryn:m,.,rcq ,aorlKrsn„Ian,:,:a�r•.:[n:a�nlz ae[a�anm:,i,3s*m:[:Ia�na:loRnlr.nen in t.Iz er,,,ssnar:ns.s�ai:Iud^�rcuusaar- Anthony T.Tombo III,P.E.
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' 6e1,:IrmlGegaai[et*+edn.laeaesse!muPRICCnIYxrrcCi,rnit#felemeltvFiSg6:µems iptdasenn;t0pr.lfi.4litl?I,.IStu 'fina:etb,is ii.itm- IRIid a@,rtsrnutoaW64"dHebssOm;gn,ire'sa:yenrseaailn,sP;nle�na,.dns L 4451 Luele Blvd.
rtteyir iet:?INr[,eaxl sywlrynle ncrcF,dtpmes ln,laA lvein;t Dnia[q'a>E,is[[Itle ta:lliq Ceslmt,aLns 4ctts E,jaa s!nrlt:Iltt}LlalEdesl Sass a,n Lde,lm ittL
(opyrigbt'D 2016 A I Rociliussas-Anthony L Tombo 111,P.E.Reproduaun of ibis document,in any form,is prohibited wilhoufihe witteapermissiaa from 4.1 RoolLoss:s-Anthony L unto ill;P.I. FortSt.Pierce,FL 34946
7
Job Truss Truss Type Qty PIY
A0027960
08517 J9A Jack-Partial 1 1
Job Reference(optional)
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 Jun 08 09:31:52 2017 Page 1
I D:fsUmix0OR2AmeKWsmYOcOjzBJCS-Xu7D_3BAkw7DK8AhE-czJPvC2wfO?Ku4DmSZJ Fz8Our
0-8-0 1-10-8 2-8-0 5-9-11 8-11-6
' 0-8-0 1-10-8 0-9-8 3-1-11 3-1-11 3-
5
D ad Load Deft.=1/4 in
3.00 F12
3x4 s
4'
N
N
3x8= W1
3 132 LJ
2 m
1 8 rn
7 0
6• S 9 2x4 I I 4x4=
& Q.
3x6=
2-8-0 5-9-11 8-11-6 9r2-14
2-8-0 3-1-11 3-1-11 -3-
Plate Offsets(X Y)- 12:0-2-8 0-0-4j
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.18 9 >611 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.44 9 >251 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.08 6 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Wind(LL) 0.32 9 >349 240 Weight:42 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP M 30 NOTES-
BOT CHORD 2x4 SP No.2`Except' 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
132:2x6 SP No.2 Vasd=132mph;TCDL=3.Opsf;BCDL=5.Opsf;h=25ft;
WEBS 2x4 SP No.3 Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
BRACING- and C-C Exterior(2)zone;cantilever left and right
TOP CHORD exposed;end vertical left exposed;C-C for members
Structural wood sheathing directly applied or 5-1-0 oc and forces&MWFRS for reactions shown;Lumber
purlins. DOL=1.60 plate grip DOL=1.60
BOT CHORD 2)Plates checked for a plus or minus 0 degree
Rigid ceiling directly applied or 5-3-0 oc bracing. rotation about its center.
MiTek recommends that Stabilizers and required 3)This truss has been designed for a 10.0 psf bottom
cross bracing be installed during truss erection,in chord live load nonconcurrent with any other live
accordance with Stabilizer Installation guide. loads.
4)'This truss has been designed for a live load of
REACTIONS. (lb/size) 20.Opsf on the bottom chord in all areas where a
5 = 123/Mechanical rectangle 3-6-0 tall by 2-0-0 wide will fit between the
2 = 578/0-8-0 (min.0-1-8) bottom chord and any other members.
6 = 384/Mechanical 5)Refer to girder(s)for truss to truss connections.
Max Horz 6)Provide mechanical connection(by others)of truss
2 = 187(LC 8) to bearing plate capable of withstanding 99 lb uplift at
Max Uplift joint 5,305 lb uplift at joint 2 and 185 lb uplift at joint 6.
5 = -99(LC 8)
2 = -305(LC 8)
6 = -185(LC 12) LOAD CASE(S)
Max Grav Standard
5 = 123(LC 1)
2 = 578(LC 1)
6 = 384(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
TOP CHORD
3-4=-1334/1400
BOT CHORD
3-8=-1548/1297,7-8=-1548/1297
WEBS
4-7=-1353/1615,4-8=-256/320
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uaahc�m Amssk!ueu:ta t<COuk,tt.rs.Lrssu:sahr s[,l,y:m�f r!,,e:,�r:�rD,gm:uuc,eq a{wpc:esi„ae,fi•s,y,n(m:rtrar,;i avpda s!,(arm;+:rmare Lloo-ed(..:ivtnl.lt,sipnaor_n i�arsdcsocntiro Anthony7.To nbo III,P.E.
setmArrs iunlxeglti'ra is ih rt:ru,u:a'IddCneS tteCaeiswMrmi myna:Wltag D::.mate u.reddf:�4rtet allk lael wJ/iermL allrl 1.t4 en;.r.ldfie mg a[asfi:J.sedtlet:.,s,6derm,zseTmg.s!rere.asf,`eGa,.i hone sit!te ez nsrn,ii:latd ?80083
lie Bafq OesigvGi6YnIrt.Alfet!nsE!nlalhigi ni Yz risPiae nl�:itlnesditkPS:rbeel Sa!t!rl�tiee!i371111�ralff4slMl!nI SRrA cr is!ee.:eld:rtasdpil:xe.IHle�!ws@e rzsr.esal0esnlh!iecdl'sL.,O;iq,e,'mst L:;gely*iee ntlm,6,�shdau,odesf 4451 St.Lucie Blvd.
' ttleri!aieratlhKrehauSredgrNev!Csc11a7raxx,lwlol.l6¢lns6esu[e3saisEgrn.t,!u�orny«u3,s5(ne:[gar.ae.p,amg.nl:errera;e<:rep::,a�.,axniL Fort Pierce,FL 34946
(eppigh(02016 A4Ruffrusses-A,..Ihuy 1.1:40111;P.I.Re.roduniee efthis dorameet.inony form,is pid-Nted rahowhe minen perminien from 4.1Ini Lusses-Arihoay 1.iomho III;P.E.
Job �J_ss
Truss Type Qt Ply Jack-Partial 1 1 A0027961
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 Jun 08 09:31:52 2017 Page 1
I D:fsU mix0 QR2Ame KWsmYOcgzBJ CS-Xu7D-3BAkw7DK8Ah E—czd PvC6wfR?Km4 D m SZJ FzBO ur
1-10-0 2-7-8 5-9-3 8-10-15 2_
1-10-0 0-9-8 3-1-11 3-1-11 _3
4
3.00 12 ad Load Defl.=1/4 in
3x4
3
a
3x8= 1 N
W1
2
2
B2
1
m
6 jo
6' 8 2x4 11 4x4=
e• o•
4x4=
2-7-8 5-9-3 8-10-15 2_
2-7-8 3-1-11 3-1-11 3-
Plate Offsets(X,Y)— [1:0-2-12 0-0-21
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft IJd PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.18 8 >614 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.43 8 >254 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.08 5 n/a n/a
BCDL 10.0 Code FBC20141TP12007 Matrix-MS Wind(LL) 0.31 8 >351 240 Weight:41 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP M 30 NOTES-
BOT CHORD 2x4 SP No.2'Except' 1)Wind:ASCE 7-10;Vult=170m h(3-second gust)
B2:2x6 SP No.2 Vasd=132mph;TCDL=3.Opsf;BCDL=5.Opsf;h25ft;
WEBS 2x4 SP No.3 BRACING- Cat.11;Ex D;Encl.,GC i=0 18;MWFRS(envelope)
)
TOP CHORD and C-C Exterior(2)zone;cantilever left and right
Structural wood sheathing directly applied or 5-1-1 oc exposed;end vertical left exposed;C-C for members
purlins, and forces&MWFRS for reactions shown;Lumber
BOT CHORD DOL=1.60 plate grip DOL=1.60
Rigid ceiling directly applied or 5-2-11 oc bracing. 2)Plates checked for a plus or minus 0 degree
rotation about its center.
MiTek recommends that Stabilizers and required 3)This truss has been designed for a 10.0 psf bottom
cross bracing be installed during truss erection,in chord live load nonconcurrent with any other live
accordance with Stabilizer Installation cluide. loads.
4)'This truss has been designed for a live load of
REACTIONS. (lb/size) 20.Opsf on the bottom chord in all areas where a
1 = 517/0-7-8 (min.0-1-8) rectangle 3-6-0 tall by 2-0-0 wide will fit between the
4 = 124/Mechanical bottom chord and any other members.
5 = 383/Mechanical 5)Refer to girder(s)for truss to truss connections.
Max Horz 6)Provide mechanical connection(by others)of truss
1 = 169(LC 8) to bearing plate capable of withstanding 236 lb uplift at
Max Uplift joint 1,99 lb uplift at joint 4 and 185 lb uplift at joint 5.
1 = -236(LC 8)
4 = -99(LC 8)
5 = -185(LC 8) LOAD CASE(S)
Max Grav Standard
1 = 517(LC 1)
4 = 124(LC 1)
5 = 383(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown. _
TOP CHORD
2-3=-1347/1421
BOT CHORD
2-7=-1568/1308,6-7=-1568/1308
WEBS
3-6=-1371/1643,3-7=-292/348
Nnrsg-Fln±G±n.g!¢rn'xa lie'1110;r'IESSiS!S','tEi}eEEll!I'IYS6C:Iva;Il2li(7S?OY'tLTif)10iE0atEP6Y[Ft•hn lnAr 4:ip psas±nrrret rcci m'nnCu;L sc h:ip gcti�([L�;aMY±de4arLt.ale Lt!Llh±SartAxe n±.6e6cs�a.iusa[riw Ge lEa,±,lr .
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' Y±Ex3fryE±sigex ae62±;hr.dn±Ces snmulr:tCCr.1a±!rana;ulr,:td�ndt.rsattr�±ni sferys4nzeiaoi[tintic�±n!Iti�ssca seacecelrN[aYd [,:r.lnt i±tnesee regnurrin nlaeaa�n±:;a±z;s,tress oe:ip se±Rnei.±ss rn.nann,.eY±s 80083
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Fort Pierce,FL 34946
(apytighr�YQIb A-I RaafTmsses-ArahanyT.Tamha?II,F.F.Rep±odumian ulthisdomment;inony form,is ploh3isadwohouttht min mis enpertiantiam Rd pa l6ussw-Anthony T.Temha ill:P.E.
Job Truss Truss Type Qty PIY
A0027942
8517 J10 Jack-Partial 1 1
Job Reference(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Jun 08 09:31:53 2017 Page 1
I D:fsU mi xOQR2AmeKWsmYOcQjzBJCS-?4hbB PCoV EF3yl Itn i7CscS P EJyOkm6 ESQC6riz8Ou q
0-8 0 1-10-8 2-8-0 6-1-7 i 9-6-13 9r10i5
- �0-8-0 1-10-6 0-9-8 3-5-7 3-5-7 -3
1.5x4 11 5 6 Dead Load Defl.=1/4 in
3.00 12
3x4
4
STRAP TOP BOTTOM
CHORD OF GIRDER:4+IT11
3X8= 12'STRAP
1
3 Bli m
rh
2 d
1
10 9
2x4 11 6x6=
d' d-
3x6=
10-0-11
2-8-0 6-1-7 9.6-13
2-8-0 3-5.7 3-5-7
0-2-5
Plate Offsets(X Y)— 12:0-1-0 0-0-0] i3:0-11-0 0-2-6] i9.0-3-0 0-4-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.20 11 >612 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.47 11 >253 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(TL) 0.09 8 n/a n/a
BCDL 10.0 Code FBC20141TPI2007 Matrix-MS Wind(LL) 0.34 11 >356 240 Weight:48 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP M 31 3)This truss has been designed for a 10.0 psf bottom
BOT CHORD 2x4 SP No.2*Except* chord live load nonconcurrent with any other live
B2:2x6 SP No.2 loads.
WEBS 2x4 SP No.3 4)'This truss has been designed fora live load of
BRACING- 20.Opsf on the bottom chord in all areas where a
TOP CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the
Structural wood sheathing directly applied or 5-0-15 oc bottom chord and any other members.
purlins. 5)Provide mechanical connection(by others)of truss
BOT CHORD to bearing plate at joint(s)8.
Rigid ceiling directly applied or 4-9-12 oc bracing. 6)Provide mechanical connection(by others)of truss
MiTek recommends that Stabilizers and required to bearing plate capable of withstanding 327 lb uplift at
cross bracing be installed during truss erection,in joint 2 and 291 lb uplift at joint 8.
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size) LOAD CASE(S)
2 = 622/0-8-0 (min.0-1-8) Standard
8 = 54410-1-8 (min.0-1-8)
Max Horz
2 = 198(LC 8)
Max Uplift
2 = -327(LC 8)
8 = -291(LC 12)
Max Grav
2 = 622(LC 1)
8 = 544(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
TOP CHORD
3-4=-1544/1601
BOT CHORD
3-10=-1755/1498,9-10=-1755/1498
WEBS
4-9=-1567/1836,4-10=-398/440,
5-9=-161/277
NOTES-
1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
Vasd=132mph;TCDL=3.Opsf;BCDL=5.Opsf;h=25ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
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ZtneWrryOssgnaeu>~rmrrneslnselnlan Nnit,jn,lm 1oda-M.-la-rru.prnlsttpl: :eex;rlup.ru:alh mnssur.Id-:tb,1—dP.s-111left,ti, sln�ldnntanndis:T ioeipu,it.s:�:,e6,:moitnn!amnanri,nan 4451 St.Lucie Blvd.
ene�;s•urmsrrrr:ecn�ltPedgn.eners h,Ki pmn a,drra it,rn,on.0 111-ist,rne l::11,1Dnrp,,air,r,s!necftL,.dnrMiuq.dl:gadedlxas m.,Mad sin l. Fort Pierce,FL 34946
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f
Job Truss Truss Type Qty Ply �.
68517 MG1 Jack-Closed Girder 1 1 A0O27962
Job Reference a tional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Jun 08 09:31:53 2017 Page 1
ID:fsUmixOQR2AmeKWsmYOcQjzBJCS-?4hbB PCoVEF3ylltni7CscSSaJOHkueESQC6dz8Ouq
3-6-8 3-10-0
3-6-8 0-3-8
3.00 12 6x8 2
1 1
1
81
6 7 46= 8 3
46=
3-10-0
3-10-0
Plate Offsets(X,Y)- [1:0-5-4,0-0-6],[2:0-1-13,0-0-0],[2:3-1-10,0-2-0],[3:0-1-11,0-0-7]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TIC 0.39 Vert(LL) -0.02 5 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.03 5 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-MP Wind(LL) 0.02 5 >999 240 Weight:18 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 6)Provide mechanical connection(by others)of truss
BOT CHORD 2x8 SP No.2 to bearing plate capable of withstanding 534 lb uplift at
WEBS 2x4 SP No.3 joint 1 and 907 lb uplift at joint 3.
BRACING-TOP CHORD 7)Hanger(s)or other connection device(s)shall be Structural wood sheathing directly applied or 3-10-0 oc provided sufficient to support concentrated load(s)143Ib down and 94 lb up at 0-10-12,and 770 lb down and
purlins, except end verticals. 497 lb up at 1-10-12,and 1201 lb down and 676 lb up
BOT CHORD at 3-0-12 on bottom chord. The design/selection of
Rigid ceiling directly applied or 10-0-0 oc bracing. such connection device(s)is the responsibility of
MiTek recommends that Stabilizers and required others.
cross bracing be installed during truss erection,in 8)In the LOAD CASE(S)section,loads applied to the
accordance with Stabilizer Installation ouide. face of the truss are noted as front(F)or back(B).
REACTIONS. (lb/size)
1 = 922/0-5-8 (min.0-1-8) LOAD CASE(S)
3 = 1573/Mechanical Standard
Max Horz 1)Dead+Roof Live(balanced):Lumber Increase=125
1 = 64(LC 4) ,Plate Increase=1.25
Max Uplift Uniform Loads(plf)
1 = -534(LC 4) Vert:1-2=-90,1-3=-20
3 = -907(LC 4) Concentrated Loads(lb)
Max Grav Vert:6=-143(B)7=-770(B)8=-1201(F)
1 = 922(LC 1)
3 = 1573(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
BOT CHORD
1-6=-568/921,6-7=-571/926,
1-7=-588/953
NOTES-
1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
Vasd=132mph;TCDL=3.Opsf;BCDL=5.Opsf;h=25ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope);
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.
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Job Truss Truss Type Qty Ply
68517 VM3 Valley 1 1 A0027963
Job Reference(optional)
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 Jun 08 09:31:54 2017 Page 1
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3.00 12 2
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I
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.02 Vert(TL) n/a n/a 999
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-P Weight:6 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 6)Bearing at joint(s)2 considers parallel to grain value
BOA CHORD 2x4 SP No.2 using ANSI/fP1 1 angle to grain formula. Building
BRACING-TOP CHORD designer should verify capacity of bearing surface.
7)Provide mechanical connection(by others)of truss
Structural wood sheathing directly applied or 2-6-0 oc to bearing plate capable of withstanding 33 lb uplift at
BOT CHORD
purT joint 1 and 46 lb uplift at joint 2.
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)
1 = 69/2-5-0 (min.0-1-8)
2 = 56/2-5-0 (min.0-1-8)
3 = 1212-5-0 (min.0-1-8)
Max Harz
1 = 24(LC 8)
Max Uplift
1 = -33(LC 8)
2 = -46(LC 8)
Max Grav
1 = 69(LC 1)
2 = 56(LC 1)
3 = 25(LC 3)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
NOTES-
1)Wind:ASCE 7-10;VuIt=170mph(3-second gust)
Vasd=132mph;TCDL=3.Opsf;BCDL=5.Opsf;h=25ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)Gable requires continuous bottom chord bearing.
4)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5)'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.
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JANUARY 17, 2017 TYPICAL HIP/KING JACK CONNECTION STDTLOI
CORNERSET GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 175 mph, ASCE
7-10, Exp. B, C up to 60' Mean Roof Height
and Exposure D up to 30' Mean Roof Height.
A-1 ROOF TRUSSES
4451 ST_LUCIE BLVD.
FORT PIERCE,FL 34946 Attach King Jack w/ (3) 16d Toe
772-409-1010 Nails @ TIC & 24" Strap w/(6)
10d 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 @ TIC &
& (3) 16d Toe Nails @ BC 2i BC (Typ)
0
ti
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
and Exposure D up to 30' Mean Roof Height.
A-1 ROOF TRUSSES
4451 ST.LUCIE BLVD.
FORT PIERCE,FL 34946
772-409-1010 Attach King and End Jack
w/ (1) HJC26 Hanger on BC.
Attach King and End Jack's
w/(1) LSTA12 Twist Strap @ TC w/(10)
10d Nails Min. Per Strap and (3) 16d
Toe Nails Attach Corner Jacks
w/ (1) LSTA12 Twist Strap @
Q TC and BC (Typ)w/ (10) 10d
NOTE: IN ADDITION TO STRAPPING Nails Min. Per Strap
TOENAIL BOTH CHORDS OF CORNER o
JACKS TO CARRYING MEMBER PER THE E
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
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FEBRUARY 17,2017 ALTERNATE GABLE END BRACING DETAIL STDTL03
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
HORIZONTAL BRACE 2XG DIAGONAL BRACE SPACED 48'
(SEE SECTION A-A) O.C. ATTACHED TO VERTICAL WITH
(4) - 16d NAILS, AND ATTACHED TO
TRUSSSES @ 24' O.C. BLOCKING WITH (5) - 10d COMMONS.
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
3' MAX. \ EA H21 FA TEN- 16dNAILS I M NJ BLOCKING
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 �.: ;. ' �•s, ,
THE BRACING OF THE GABLE ENOS.
END 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
OF THE STRUCTURAL GABLE AND FASTEN PER THE STRUCTURAL
FOLLOWING NAIL SCHEDULE. GABLE 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 WIN❑ 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 7-9B, 02, 05), 150
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d
(.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM).
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL
BRACING METHODS SHOWN ON PAGE 1 ARE VALID
/ AND ARE TO BE FASTENED TO THE SCABS OR
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE. INLAYED STUD
STRUCTURAL / AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING
GABLE TRUSS / 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 INLAYED
STUDS ARE NOT ADDRESSED HERE.
STANDARD GABLE /
TRUSS
FEBRUARY 17,2017 STANDARD PIGGYBACK TRUSS STDTL04
CONNECTION DETAIL
THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS:
... -................=-----"""" ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WINO STANDARDS UNDER ALL
A-1 ROOF TRUSSES ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377
4451 ST.LUCIE BLVD. LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS.
FORT PIERCE,FL 34946
772-409-1010 NOTE: THIS ❑ETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24' D.C. OR LESS.
PIGGYBACK TRUSS ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 3' X
REFER TO ACTUAL TRUSS ❑ESIGN DRAWING FOR B' 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)
SPACE PURLINS ACCORDING TO THE MAXIMUM
SPACING ON THE TOP CHORD OF THE BASE BASE TRUSS
TRUSS (SPACING NOT TO EXCEED 24' D.C.)
A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. REFER TO ACTUAL TRUSS ❑ESIGN DRAWING
FOR ADDITIONAL BASE TRUSS INFORMATION.
J
FEBRUARY 17,2017 TRUSSED VALLEY SET DETAIL-SHEATHED STDTL05
sl
GENERAL SEPCIFICATIONS:
Jam;
1. NAIL SIZE = 3' X 0.131' = 10d
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
772409-1010 GIRDER TRUSS
II 11 II 11 II II 11
11 II II II 11
I 1 11 11 II 11 11 II
II 11 II II II 11 ,I 11
II 11 11 II 11 II II 11
11 Ij Ij 11 11 11 II
1 11 11 I I
II h �I jl
VALLEY TRUSS 11 ;I BASE TRUSSES
(TYPICAL)
L
GABLE ENO,
COMMON TRUSS, OR
p t2 VALLEY TRUSS GIRDER TRUSS
(TYPICAL)
'I
SEE DETAIL 'A'
BELOW (TYP.I
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
SECURE VALLEY ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12
TRUSS W/ ONE ROW CATERGORY II BUILDING
OF 10d NAILS G' D.C. EXPOSURE C
WIN❑ 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
r
1. NAIL SIZE = 3' X 0.131' = 10d
2. WOOD SCREW = 3' WS3 USP OR EQUIVALENT.
00 NOT USE DRYWALL OR DECKING TYPE SCREW.
3. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND SECURE
PER ❑ETAIL 'A'.
C: 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
---.............---........--......"�" S. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING
A-1 ROOF TRUSSES EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY
4451 ST.LUCIE BLVD. GABLE ENO, 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.
__ ___T__
II 11 11 II II II II II ,, II
11 II II II 11 II II 11 ,I ,I
I I 11 II II II 11 II
1
I, I� Ij II II II jj I� I�
II 1, II II II II II 11
I I II 11 II 11 1 1
11 1, 1 II II I II
I, II 11 11 �I jl
II II 11 II 11 II
,I II II 1
II II II
I
VALLEY TRUSS 1j i� BASE TRUSSES
(TYPICAL) 'I
1
L
GABLE END,
COMMON TRUSS, OR
VALLEY TRUSS GIRDER TRUSS
F 12 (TYPICAL)
t
SEE DETAIL 'A'
BELOW (TYP.)
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
ROOF PITCH = MINIMUM 3/12 MAXIMUM G/12
SECURE VALLEY CATERGORY II BUILDING
EXPOSURE C
TRUSS W/ ONE ROW WINO DURATION
OF i0d NAILS 6' O.C. WIND 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 WS3 (1/4' X 3')
WOOD SCREWS INTO EACH BASE TRUSS.
DETAIL A
(NO SHEATHING) N.T.S.
TRUSSED VALLEY SET DETAIL
FEBRUARY17,2017 HIGH WIND VELOCITY STDTL07
NOTE: VALLEY STUD SPACING NOT
.+ TO EXCEED 48' O.C. SPACING.
w.i
.�..`
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: 14G MPH
WIND DESIGN PER ASCE 7-10: 160 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
CATERGORY II BUILDING
EXPOSURE 8 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 ❑IRECTLY UNDER VALLEY TRUSSES MUST
BE DESIGNED WITH A MAXIMUM UNBRACE❑ 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—BEVELED FACE UP TO A NON—BEVELEO
BOTTOM CHORD MAXIMUM 6/12 PITCH BOTTOM CHORD
o�
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE CLIP MUST BE APPLIED
APPLIED TO EITHER FACE. TO THIS FACE WHEN
PITCH EXCEEDS 6/12
(MAXIMUM 12/12 PITCH)
FEBRUARY 17,2017 STANDARD GABLE END DETAIL STDTL08
VERTICAL 2X6 SP OR SPF
STUD #2 DIAGONAL
a TYPICAL 2X4 L-BRACE BRACE
® NAILED TO 2X4 VERTICALS
mom=' W/lOd NAILS, 6' D.C. (4) - 16d
NAILS
16d NAILS
.�; VERTICAL
SPACED 6' O.C.
STUD (2) 10d NAILS
INTO 2X6 2X6 SP OR
SPF #2
SECTION B-8 2X4 SP OR
A-1 ROOF TRUSSES SPF #2 TYPICAL HORIZONTAL
4451 ST.LUCIE BLVD. BRACE NAILED TO
FORT PIERCE,FL 34946 2X4 VERTICALS
772ao9-1010 TRUSS GEOMETRY AND CONDITIONS SECTION A-A W/(4) - 10d NAILS
SHOWN ARE FOR ILLUSTRATION ONLY.
❑IAGONAL BRACE 4' - 0' D.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA.
12 PROVIDE 2X4 BLOCKING BETWEEN
FIRSTTRUSSES AS NOTED.
A Q VARIES TO COMMON TRUSS THE TOENAILWBLOCKING TO TRUSSES
* WITH (2) - 10d NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - 10d NAILS
A
(4) 8d NAILS MINIMUMNG , ROOF
6 3X4= PLY 2X4 STD SPF IBLOCK
SHEATHING
*DIAGONAL BRACING fit*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) - 10d
2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END 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' O.C. / TRUSSES @ 24' D.C.
5- DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF ❑IAPHRAGM
AT 4' - 0' D.C.
6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 2X6 ❑IAGONAL BRACE
WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT SPACED 48' O.C. ATTACHED
THE MIDSPAN OF THE LONGEST GABLE STUD. 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 ❑EFLECTION MEETS OR EXCEEEDS L/240. TO BLOCKING WITH (5) -
B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE lOd NAILS.
AT 1 POINTS
9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE
IF
TRUSSES. F NEEDED
10. IOd AND 16d NAILS ARE 0131'X3.0' AND 0131'X33' COMMON WIRE NAILS HORIZONTAL BRACE
RESPECTIVELY. (SEE SECTION A-A)
11. SOUTHERN PINE LUMBER ❑ESIGN VALUES ARE THOSE EFFECTIVE 06-01-12
BY SPIB/ALSC.
END WALL
MINIMUM STUD STUD WITHOUT 2X4 DIAGONAL (2) DIAGONAL
SIZE SPECIES SPACING BRACE L - BRACE BRACE BRACES AT
AND GRADE 1/3 POINTS
MAXIMUM STUD LENGTH
_ 2X4 SP#3/STUD 12'O.C. 3-8.10 5-6-11 6-6-11 11-1-13
2X4 SP#3/STUD 16'O.C. 3-3-10 4-9.12 6-6-11 9-10-15
2X4 SP#3/STUD 24'O.C. 2-8-6 3-11-3 54-12 B-1-2
2X4 SP#2 12'O.C. 3-10-15 5-6-11 6-6-11 11-8-14
2X4 SP 42 16'O.C. U-11 4-9-12 6-6-11 10-H
2X4 SP#2 24'O.C. 3-1-4 1 3-11-3 6-2-9 9-3-13
DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 12' - G' REQUIRE 2X4 I-BRACES ATTACHED TO
BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE
WITH IOd NAILS G' D.C., WITH 3' MINIMUM END ❑ISTANCE. BRACE MUST COVER
907 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.
7 T-BRACE I 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 907 OF WEB LENGTH.
THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I-BRACE WEBS TO
CONTINUOUS LATERAL BRACED WEBS.
..€
A-1 ROOF TRUSSES
4451 ST.LUCIE BLVD.
FORT PIERCE,FL 34946
772-409-1010
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 1-BRACE
BRACE SIZE FOR TWO-PLY TRUSS
NAILS SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE 1 2
2X3 OR 2X4 2X4 T-BRACE 2X4 I-BRACE
SPACING
� 2X6 2X6 7-BRACE 2X6 I-BRACE
k
2X8 2X8 T-BRACE 2X8 I-BRACE
k
WEB T-BRACE / I-BRACE MUST BE SAME SPECIES
-A AND GRADE (OR BETTER) AS WEB MEMBER.
k
}
T-BRACE
I
I
NAILS NAILS
WEB
NAILS WEB
I-BRACE T-BRACE
SECTION DETAILS
a
• 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.
MWAM
NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE
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 END, 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 (0.131' X 3') NAILS (0.131' X 3'). ATTACH TO VERTICAL
WEB WITH (3) - 10d
NAILS (0131' X 3')
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 (0.131' (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 3') EDGE OF STRONGBACK (DO NOT
USE DRYWALL TYPE SCREWS)
TRUSS 2X6 4' - 0' WALL BLOCKING
STRONGBACK (TYPICAL SPLICE) (BY OTHERS) (BY OTHERS)
• Via:' r.�.1 ✓ie�"�'t S` — -. 1: +Ll_•.44... -� ,.�- V,
ti�-
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 31)
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) -
10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY
WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL).
FEB RUARY 17,2017 LATERAL TOE-NAIL DETAIL STDTL11
NOTES:
1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45' WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE ❑RIVEN
THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER ENO AS
SHOWN).
2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL
Add, �..■
BE SUCH AS TO AVOI❑ 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 34N6
772.409-1010
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 VIEWS 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
.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
0 .131 75.9 69.5 60.3 59.0 51.1
J
NEAR SIDE
N .148 81.4 74.5 64.6 63.2 52.5
ri
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: NEAR SIDE NEAR SIDE
(3) - 16d NAILS (0162' OIA- X 3.5') WITH SPF SPECIES BOTTOM CHORD
NEAR SIDE NEAR SIDE
FOR LOAD DURATION INCREASE OF 1.15:
3 (NAILS) X 845 (LB/NAIL) X 1.15 (DOL) = 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°
a
1
L
FEBRUARY 17,2017 UPLIFT TOE-NAIL DETAIL STDTL12
TOE—NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL)
DIA. SP OF HF SPF SPF—S
Lo
Z .131 59 46 32 30 20
O
J .135 60 48 33 30 20
A-1 ROOF TRUSSES L
4451 ST.LUCIE BLVD. M .162 72 58 39 37 25
FORT PIERCE.FL 34946
772-409-1010
J
2 0 .128 54 42 28 27 19
F_ Z
LO z 0 .131 55 43 29 28 19
W
J .148 62 48 34 31 21
ul
J N
Q r7
Z
.120 51 39 27 26 17
C�
THIS ❑ETAIL SHALL BE USED FOR A CONNECTION Z .128 49 38 26 25 17
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER O
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 END AS SHOWN.
2. THE ENO DISTANCE, EDGE ❑ISTANCE, 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 (0.162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE
FOR WIND DOL OF 1.33:
3 (NAILS) X 37 (LB/NAIL) X 1.33 COOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
FOR WIND OOL 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 ❑ESIGN DRAWING EXCEEDS 147 LEIS (177 LBS) BUILDING
❑ESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
*�* USE (3) TOE-NAILS ON 2X4 BEARING WALL
#* 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
1' FOR NAIL
1-1/1 .25' NAIL
FAR SIDE 1-3/16' FOR 3.5' NAIL
SIDE VIEW END VIEW
i
y
FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT STDTL13
2x2 NAILER ATTACHMENT
GENERAL SPECIFICATIONS
A-1 ROOF TRUSSES
4451 IE CE,FUCIE 349 MAX LOAD: 55 psf Roof Load, 170 mph, ASCE
FORT PIERCE,FL 34946
772-409-1010
7-10, 29'-0" Mean Height, Exp. B, C or D.
NO
N°'
z� , SQ 2x4 SP. No. 2 (Min)
o°
0
-1 .5 x 4
o°
2x2 SP No. 3
1 .5 x 4
r
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 2491 O.C. (4) 12d
MAX 3011 (21-611)
UPLIFT CONNECTION
(SEE ROOF TRUSS) 2x6 #2 SP (Both Faces)
2411 O.C.
EXTERIOR FLAT SIMPSON H5
GIRDER
-. UesrtgY tax�..e} nrrR IlhillSif:lx.3� aS LLtiiEdSl i"iF;KfG Fi4^E:°SJ KfX@rt:tS,fEq'.fi�u.ie'!Avpyr wA ieclad m7 h;'�&f }FIE ai1Si1�7f.4v.ILl,fi SlMide,a lm si .tti<*1 147.:wi}-
wj-d.r,1— .1 kir ;;tt,i bY,{d.{ 7. M- t } sFz'r cx.s rylLc.sF VW .�ssa;eYN u3.ws r?a.`°sn} }u star 5e&,q+dtar u,'iia tpcYS to€^.tWR 'li}e:� m.}sa:k'4},.&:,vssv3t4} Anth„�j'T.TG}nsJO M,P.E,
ed6 kt 4;sq to 'Lt�,dpeL mj" sheet d ahc[}k &imtmdseR R:.1=21IVu,ok ed li` 4Q'ddb'S eryLiits< L+el bldybxEp id aq b,Cq s>k'h4e R sm' d' =g$$93
d k;l�CrT S e`a.M.Da t y yl J fi,b-n}F>1 d".x t�'sa}Grasw+Sd.kirssaaf$"}krvShIIl t5! Wn}+a HnrdF i°It cA .nsdie :e,gs':liai:M pfree,+. `:;+s+Yia ..wtiu
• c'k iw[S q tea.:g t b r^.}}i teoe L N.ed T in t[t S ee is SD#e tcxe}. t SR ESnn dut kvb-1 elfte}'R NI El;:.w }Nt - - 453 St LU�tC.BEyd.
,. •, _. - -- Foi t Rieice,FL'34945
C`rfitE�1016 A•i.a6fti nos Amy-'-(ia ULp.E..g cd�i�ua o7flls du Tal ia'ne`XlsemEs prc6tieladom ifevE,naz�mss,ao4am lci Rncl4osus AafLbaiT(a 5eil p,E
I
J
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
772-409-1010 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 2XG) SPACED 4' D.C. AS SHOWN (.131' OIA- 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 END 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
tN
2
I BREAK
• 10d NAILS NEAR SIDE+10d NAILS FAR SIDE rt� TRUSS CONFIGURATION
y
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 ❑URING APPLICATION OF REPAIR.
3. THE END ❑ISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOI❑
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.
FEBRUARY 17,2017 SCAB APPLIED OVERHANGS STDTL16
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
ENO BEARING CONDITION
NOTES:
1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148' DIA. 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
i
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
41
A-11 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 'SCSI 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
U
STRUCTURAL
(:ONNECTORS
f+,Maw coiipany
Hangers
Allowable Load(Ibs)
DF-L/SP LSL LVL PSL SPF I-JOIST
USP 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
LUs24 670 765 825 490 - - - - - (4)-10d(Header)
(2)-lad(Joist)
T2 JUS26 1881, 850 975 1060 1115 (4)-10d(Header)
FL821.42, (2)-10d(Joist)
11-
0510.01,
RR 25779
LU526 865 990 1070 1165 - - - - - (4)-10d(Header)
(2)-10d(foist)
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)-10d x 1-112 or 2-10d x 1-112(Carried Member)
(20)-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)
(20)-16d x 1-112(Carrying Member-Max Nailing) f
• a
1.
iu S P
RZ-41 STRUCTURAL
CONNECTORS'
A WOW 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)
HTU26-2 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 3920 4340 4580 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
HHUS29-2 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)
STRUCTURAL
r,.+NNIFc TORS"
A MjTbk'_Cfa__rnpany
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
T9 THD48 1781, 3950 4540 4935 2595 - - - - - (28)-16d(Face)
FL13285.35,
(16)-10d(Joist)
06-
0921.05,
RR 25843
13116-R
HHU548 4210 4770 5140 2000 - _ _ _ _ (21)-16d(Face)
(8)-16d(Joist)
T10 THDH26-2 1881, 3915 4505 4795 2235
FL821.75, - - (20)-16d(Face)
(8)-10d(Joist)
06-
0921.05,
RR 25779
13116-R
HGU526-2 4355 4875 5230 2155 - - _ _ _ (20)-16d(Face)
(8)-16d(Joist)
T11 THDH26-3 1881, 3915 4505 4795 2235 (20)-16d(Face)
FL821.75,
(8)-10d(Joist)
06-
0921.05,
RR 25779
HGUS26-3 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)
(12)-16d(Joist)
T13 THDH28-3 1881, 677D 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)
a.
US P
STRUCTURAL
CC)NNECTORT
A IV[iTek-Company
Fastener Comparison Table
Connector Schedule
Group Label LISP Stock No Required Fasteners Reference No Required Fasteners
(4)-lod(Header) (4)-10d(Header)
- T1 JUS24 LUS24
(2)-10d(Joist) (2)-lod(Joist)
(4)-10d(Header) (4)-10d(Header)
T2 JUS26 LUS26
(4)-10d(Joist) (4)-10d(Joist)
(22)-10d(Face-Face Max Nailing) (6)-16d(Carried Member-Face Mount)
(6)-lod(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)-30d(Top-Top Max Nailing) (4)-16d(Top-Top Flange)
(18)-16d(Face) (11)-10d x 1-112(Carried Member)
(12)-lod x 1-1/2(Joist) (20)-10d 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) (26)-lodx 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)-lod(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)
4-►
usp
Yzlk STRUCTURAL
CONNECTORS'
A M!Tek*Company
J J"
r i
JUS24 JUS26 MSH422
�s
if
b x 4
rr.' fir, t.
TH D26 TH D26-2 TH D28
t s' 11 t
""A
K;
THD2 -82
TH D 46 TH D H 26-2
f.
4",
NP i a �.
a3,
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.
ALTt MOVED BEARING-COf4DIT W 7"�"7
USS fOODIF.ICA71ON'
BREAKS Use a tt it'g r to Draar r new location cftca•ing,.and M
ISSING f DArrizBGED.PLATES If tru tnr l short tns 3nr r,P:
;..
the xa Ia ntEiu.rtthe_break Cime plat that neads 's d7 .
prLv do dtniE>asters asre d ddrrns asnebded.
4u6'11 ii3 II 3x3 ` FP= `3x3 1I 1.5x411 15x411
5x6
2 8 10. 11 12
"
1 jX X4
I.
B
r r ,
P r
22 21 20 19 i 18 17 16, 15. 14, i 1J2�'
T—� TOO LONG,
1.5x4 11 .3x6= 1.5x4.11 1.5x4 I I I".3x6= 3x6 FP-= 3x4:= 3x3= 4x6=
t
MEMBER SPLIT. �
Deftete exac bcr tion 7f spirt eh B EAI{S i se rtn c3 nuts
-pro,nde.an nppro&nate[engt[i: the exact Iccati.cr�of the t�Yeak::
FAISSIt G PIECE":If;friore,arip -
multlp[e breaks,resulting:in a 3x4 3x4:o
soctton nl"s ln�• MIMING t DAMAGED PLATES I
_ 3x6
5; 7 �'irdte p te.that needs addressed
3x6.
8
6x.4 a�
3 W3 W
2