HomeMy WebLinkAboutTruss4451 ST. LUCIE BLVD
FORT PIERCE, FL 34946
PH: 772-409-1010
FX: 772-409-1015
www.AlTruss.com
I TRUSS,. ENGINEERING I
BUILDER:
PROJECT -
COUNTY:
LOT/BLK/MODEL:
JOB#:
INTEG-CRETE CONST
%J
�m6
PERCY BARN
0
m
0FRO:E
0
rn
ST LUCIE
®�
PERCY BARN
z
z
tn
m
73155
MASTER#: B51713
OPTIONS: NO OPTIONS
�lljr uRAWING /SUBMITTAL RE
AP OVED El APPROVEDAS NOTED
REVISE AND RESUBMIT EJREJECTED
IBMITTAL WAS REVIEWED FOR DESIGN CONFORM
NERAL CONFORMANCE TO CONTRnrr nnri
INK
Architectonic fnc.
Fort Pierce, FL 34950
MASTER#: B51713
OPTIONS: NO OPTIONS
�lljr uRAWING /SUBMITTAL RE
AP OVED El APPROVEDAS NOTED
REVISE AND RESUBMIT EJREJECTED
IBMITTAL WAS REVIEWED FOR DESIGN CONFORM
NERAL CONFORMANCE TO CONTRnrr nnri
INK
Architectonic fnc.
Fort Pierce, FL 34950
A-1 ROOF
-TRUSSES
AFLORIDACORPORATION
RE: Job 73155
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
These truss designs rely on lumber values established by others.
Site Information:
Customer Info: INTEG-CRETE CONSTRUCTION, LLC Project Name: PERCY BARN
Lot/Block: Model: PERCY BARN
Address: 11298 MULLER RD FORT PIERCE, FL 34945Ddivision:
City: County: St Lucie
A-1 Roof Trusses
4451 St Lucie Blvd
Fort Pierce, FL 34946
State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City:
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Cade: FBC2017/TPI2014 Design Program: MiTek 20/20 8.1
Wind Code: ASCE 7-10 Wind Speed: 160
Roof Load: 55.0 psf Floor Load: 0.0 psf
This package Includes -124 individual, dated Truss Design Drawings and 16 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
No.
Seal #
Truss Name
Date
No.
Seal #
Truss Name
Date
No.
Seal #
Truss Name
Date
1
A0157096
A01
IOh1/18
13
STDL03
STD. DETAIL
10111/18
25
STDL15
STD. DETAIL
10/11118
2
A0157097
A02
10111118
14
STDL04
STD. DETAIL
10/11/18
26
STDL16
STD. DETAIL
10111/18
3
A0157100
A05G
10/11/18
15
STDL05
STD. DETAIL
10/11/18
4
A0157098
A03
10111/18
16
STDL06
STD. DETAIL
10/11/18
5
A0157099
A04
10111118
17
STDL07
STD. DETAIL
10/11/18
6
A0157101
CA
10111118
18
STDL08
STD. DETAIL
10/11118
7
A0157102
CJ3
10/11/18
19
STDL09
STD. DETAIL
10/11/18
8
A0157103
CJ5
10/11/18
20
STDL10
STD. DETAIL
10/11/18
9
A0157104
HJ7
10/11/18
21
STDL11
STD. DETAIL
10/11/18
10
A0157105
J7
10/11/18
22
STDL12
STD. DETAIL
10/11/18
11
STDL01
STD. DETAIL
10/11/18
23
STDL13
STD. DETAIL
10/11/18
12
STDL02
STD. DETAIL
10/11/18
124
1 STDL14
I STD. DETAIL
10/11/18
The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct
supervision based on the oammelers Drovided by A-1 RoofTmsses. Ltd.
Truss Design Engineer's Name: Anthony Tombo III
My license renewal date for the state of Florida is February 28,2019.
NOTE -.The seal on these drawings indicate acceptance of professional
engineering responsibility solelyfor the truss components shown.
The suitability and use of components for any particular building Is the responsibility of the
building designer, perANSIITPI4 Sec. 2.
The Truss Design Drawing(s)(T)DIs]) referenced have been prepared based on the
construction documents (also referred to at times as 'Structural Engineering Documental
provided by the Building Designer indicating the nature and character of the work.
The design criteria therein have been transferred to Anthony Tombo III PE by [At Roof
Trusses or specific location]. These TDDs (also referred to at times as 'Structural
Engineering Documental are specialty structural component designs and may be part of the
project's deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty
Engineer), the seal here and on the TDD represents an acceptance of professional Anthony
engineering responsibility for the design ofthe single Truss depicted on the TDD only. The
Building Designer Is responsible for and shall coordinate and review the TODs for
compatibility with their written engineering requirements. Please review all TDDs and all
related notes.
This item has been electronically signed and sealed by Mlhony combo Ill. P.E.
on 10111118 using a digital signaWre.
Printed ooples of thlsdocument are not considered signed and sealed. The
signaWre must be vented on any electronic copies.
Ito
P.E. SERIAL #-.
4d36b989999e20a51b6cde8e
Page 1 of 1
Job
Truss
Truss Type
Oty
Ply
,
AO157096
73155
A01
Common
8
1
Joh Reference(ootionah
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
0
Run: 8.210s May 182018 Print: 8.210 s May 182018 MIek
4.00 12 US II
Inc. Thu Oct 11 13:59:07 2018
Dead Load Dee. =1/41n
3x4 = 416 = 3x4 = 3xe =
3z8 =
LOADING(psf)
SPACING-
2-M
TCLL
30.0
Plate Grp DOL
1.25
TCDL
15.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress [nor
YES
BCDL
10.0
Code FBC2017/rP12014
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 6-0-12 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be Installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1834/0-8-0 (min. 0-2-3)
8 =
1834/0-8-0 (min. 0-2-3)
Max Horz
2 =
-85(LC 17)
Max Uplift
2 =
401(LC 8)
8 =
401(LC 9)
Max Grav
2 =
1834(LC 1)
8 =
1834(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-3932/1663, 34=3416/1450,
4-5=-3302/1468, 5-6=3302/1468,
6-7=-3416/1450, 7-8=3932/1663
BOT CHORD
2-12=-141913646, 12-19=-831/2429,
11-19=-831/2429, 10-11=-831/2429,
8-10=1444/3646
WEBS
5-10=-384/1057, 7-10=-772/510,
5-12=384/1057. 3-12=-772/510
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
CSI.
DEFL.
in (loc)
I/defl
Ud
TC 0.71
Vert(LL)
-0.3010-12
>999
360
BC 0.70
Vert(CT)
-0.5410-12
>666
240
WB 0.40
Horz(CT)
0.12 8
n/a
n/a
Matrix -MS
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=24ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
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-M wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 401 lb uplift at
joint 2 and 401 lb uplift at joint 8.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight:1291b FT=10%
arcl�n,eaao.�h,,,..m•1.1 mula�m¢(soartcmulnush[aamu6rmmM<'wm'lum�n[IIuaP� Imrytr�w.pmd.tam.m,tm.msa,+gla[Immtrmrt.Imnr:rirm,m,uxlr:„m ww�mpnmr3ee,me..y
dnnmarlhxmdmmdmbmma�m[.eau.�wp�..N.Lm.AIq„Kmva.nmrmrameapnprpamdgsmq„ymtegmmlmppmuplmssq�emlaoat.rmtnt.ueePemgrahpgoma,vmmq
Anthony T.Tomholll,P.E.
Am,ddhtmvYmlWblhbmlmmnidb On,,.trdmYrbPd,glemkYapMip.ahuapdb V.L4C.ib W b4b'm WML%'g db mdmbenrdYlmtt�Sgbfgpup.bn^F..dhaly piYbmpai8tl
t8DO83
mMd¢pau¢mudlm9M. mmmamhbmhmlbPmasmlptldvnpbbNgeepafpolfbm.§aDODPmdagamlatlnenmml0pm,Npdan 1m16Re[bnfPm01mma1tlmdbLmvGVpe.lm,In�PFgmmNlmsYad®qub[
4451 St. WCIe Blvd.
,Oumul,NdlPha4vEged,ph M4,11(dlµglindrtL hinu[Vlly Fghm6101hlddapbgm,uM,rl9aeibedmlmA84Ih,gAlmlaa,mmWml Y11N.
�
con Pierce,R 34946
0ppIBEI®70111�1Ioo11mm��IlvtlogLiamSem,P.E tepmdrdl000hlisbmmem,uoglmm.irpmh3AlCviaeNtlrnmrapr,mitiorhom A -I ta9Lnso-Avmonri.iamkplA,PL
Job
Truss
Truss Type
pty Ply
73155
A02
Hip
2 1
A0157097
Jore b Refence o tional
n , nwi uu55c5, ruu rlcl .warn, ae51yr1Lwa mu55.W[[1
t
0
MUn; O.GIU 5 May to LU 10 V nnc O.<Iu a May io zwo M11 eK
4x6 =
4
46 =
inc. Inu uct ii l3:owur zuiu
Dead Load DeB. = 3116In
3x8 = i.Fut4 11 3x4 = 4x6 = V 1.5x4 II 3x8 =
3x4 =
Ig
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Weft
L/d
PLATES GRIP
TCLL 30.0
Plate Gdp DOL
1.25
TC 0.94
Vert(LL)
-0.39 12-13
>929
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.72
Vert(CT)
-0.6012-13
>597
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.92
Horz(CT)
0.13 7
n/a
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix -MS
Weight: 135 Ib FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 6-1-15 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with! Installation vide.
REACTIONS. (lb/size)
2 =
183410-8-0 (min. 0-2-3)
7 =
1834/0-8-0 (min. 0-2-3)
Max Horz
2 =
75(LC 12)
Max Uplift
2 =
-411(LC 8)
7 =
-411(LC 9)
Max Grav
2 =
1834(LC 1)
7 =
1834(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-3989/1618, 3-4=-296511258,
4-5=-2741/1245, 5-6=-2965/1258,
6-7=-3989/1618
BOTCHORD
2-13=-1372/3697,12-13=-1372/3697,
11-12>926/2741, 10-11=926/2741,
9-10=-1404/3697, 7-9=-1404/3697
WEBS
3-13=01272, 3-12=11861526,
4-12=-1601511, 5-10=-160/511,
6A 0=1 186/526, 6-9=0/272
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=24ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument 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, with BCDL =
10.Opsf.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 411 lb uplift at
joint 2 and 411 Ib uplift at Joint 7.
LOAD CASE(S)
Standard
t.,q.rewm�,prmmmttmurlrms(w�muunaotlmamcmtmioo(fna)uncr✓mun•m,a vnryeonro,wmdatlanmwimroum6�wllw,ae.lentl,xmrtrtrm,a5sxu�n.. nanlme.mswl.e,loo..y
mnm.core,srmNnnmmtoonN,x4.rlauruN<ro[V5u0,.L..rrWS�rnm,wnnmonP,emavwa+dmvtlnnmrw',Mupownunmminpamlmmm�eyrus.n,monlr.atlnl.mi,pe„anuwnmmler.,,msob
Anthony T. TwIto 111, P.E.
d,utl6r/mSkelrJGihbrtlWiWa!ON N mOmtxeetl ,aq4.b wo, ¢e..mM14tlb81.mL' W,v,W htT'c,,¢i V.1.IDWmItld, or n!'m dblutL+Y91mf4 m9,.hA0Snefxl� d�bhtt'01ld
380083
bbYghryvd(eONo. N�xsulwl�6WtlbFrtn,tl(•ddrldm6ligfura941ry. MavGe'W"Vae M maw mMvmllo rmtl Peet. on
44515t. Lucie Blvd.
Ix..lurdmk.usmgmav1MTNrrrer.N,m.1 or. It, 4 mhOUNtaegNT'.1.nsm.It,.do,bret lLytl.dMnwOidatl5lltl.
Fort Pierce, FL 34946
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Job
Truss
Truss Type
Oty
Ply
,
73155
A03
Hip
2
1
A015i098
Job Reference (optional)
A-1 Root Trusses, Fort Pierce, FL 34946, design@a1bussAom
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 Mil
6x6 = 6x8 =
Inc. Thu Oct 11 13:59:08 2018
Dead Load Defl. = 5116 in
3x8 =
3x8 = 4x6 _ 3x4 = 3.8 =
LOADING(psf)
SPACING-
2-"
CSI.
DEFL.
in
(loc)
Well
L/d
TCLL
30.0
Plate Grip DOL
1.25
TC
0.90
Vert(LL)
-0.30
9-17
>999
360
TCOL
15.0
Lumber DOL
1.25
BC
0.74
Vert(CT)
-0.68
9-17
>526
240
BCLL
0.0 •
Rep Stress Incr
YES
WB
0.36
Horz(CT)
0.13
7
n/a
n/a
BCDL
10.0
Code FBC2017frP12014
Matrix
-MS
LUMBER -
TOP CHORD 2x4 SP No.2 *Except'
T2: 2x6 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 1-10-4 oc
puriins.
BOTCHORD
Rigid ceiling directly applied or 6-1-2 oc bracing.
WEBS
1 Row at midpt 5-11
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, In
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1834/0-8-0 (min. 0-2-3)
7 =
1834/0-8-0 (min. 0-2-3)
Max Horz
2 =
65(LC 16)
Max Uplift
2 =
421(LC 8)
7 =
421(LC 9)
Max Gram
2 =
1834(LC 1)
7 =
1834(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-3973/1648, 34=3321/1344,
4-5=-3104/1322, 5-6=-3319/1344,
6-7=-397211648
BOTCHORD
2-11=-1405/3695, 10-11=-1047/3102,
9-10=-104713102, 7-9=-1436/3695
WEBS
3-11=-681/433,4-11=-90/501,
5-11=-282/285, 5-9=-95/501,
6-9=-682/433
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psh, BCDL=5.Opsf; h=24ft;
Cat. 11; Exp B; Encl., GCpl=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 pat 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.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 421 lb uplift at
joint 2 and 421 lb uplift at joint 7.
LOAD CASE(S)
Standard
PLATES
MT20
GRIP
244/190
Weight:141lb FT=10%
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St. Lucie
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Fort
FOR Pierce,R 3494 34946
Job
Truss
Truss Type
pry
Ply
73155
A04
Hip
2
1
A0157099
Job Reference o tional
n , nwi uuma un nenz, rL Orsvv, uesiyn�w,a iwss.com
4.8 =
Run:mzius May is zuiu vrinn a.ziu a May 3a Zulu MIIeK industries, Inc. Inuuctll
1.5x4 II
4x8 =
Dead Load Defl. = 114 In
3x8 = 3x4 = US 3x4 = 3x8 =
3x8 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(roc)
Vdefl
Ud
TCLL
30.0
Plate Grip DOL
1.25
TC
0.59
Vert(LL)
-0.30
12
>999
360
TCDL
15.0
Lumber DOL
1.25
BC
0.65
Vert(CT)
-0.55
12
>655
240
BCLL
0.0 '
Rep Stress Incr
YES
WB
0.36
Horz(CT)
0.13
8
We
n/a
BCDL
10.0
Code FBC20171TP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP N0.2 *Except*
T2: 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-5-15 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 6-1-8 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (ID/Size)
2 = 183410-8-0 (min. 0-2-3)
8 = 1834/0-8-0 (min. 0-2-3)
Max Horz
2 = -57(LC 9)
Max Uplift
2 =-428(LC 8)
8 =-428(LC 9)
Max Grav
2 = 1834(LC 1)
8 = 1834(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-4067/1643, 3-4=-3588/1420,
4-5=4059/1677, 5-6=4059/1677,
6-7=3588/1420, 7-8=406711643
BOTCHORD
2-13=141113790, 12-13=1 135/337 1.
11-12=1152/3371, 10-11=115213371,
8-10=-1442/3790
WEBS
3-13=492/326, 4-13=59/415,
4-12=-3471947, 5-12=-617/349,
6-12=-347/947, 6-10=59/415,
7-10=492/325
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=24ft;
Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ;C-C for members and forces 8 MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4) This truss has been designed for a 10.0 pat bottom
chord live load nonconcument 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.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 428 Ib uplift at
joint 2 and 428 lb uplift at joint 8.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 140 lb FT=10%
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Anthony T. Tornbe 111, P.E.
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380083
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Job
Truss
Truss Type
Oty
Ply
73155
A05G
HIP GIRDER
2
A01527100
Job Reference o tlonal
A-1 Hoot Trusses, Fort Plerce, FL 34946, deslgnLaltnAss.com
052
8.210 s May 18 2018 MITek Industries, Inc. Thu Oct 11 14:44:27 2018
Dead Lead Deal. = 51161n
a l�
" 25 26 " 27 28 11 29 30 31 '
3.8 = 2x4 II 48 = 5x10 MT20HS= 2x4 II 3x8 =
4x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (too)
I/deb
L/d
TCLL
30.0
Plate Grip DOL
1.25
TC
0.84
Vert(LL)
-0.38 10-12
>958
360
TCDL
15.0
Lumber DOL
1.25
BC
0.40
Vert(CT)
-0.70 10-12
>514
240
BCLL
0.0 '
Rep Stress Incr
NO
WB
0.62
Horz(CT)
0.10 7
n/a
n/a
BCDL
10.0
Code FBC2017ITP12014
Matdx-MS
LUMBER -
TOP CHORD 2x4 SP M 30
SOT CHORD 2x6 SP 240OF 2.0E
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-7-11 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing
REACTIONS. (lb/size)
2 =
3371/0-8-0 (min. 0-1-8)
7 =
3371/0-8-0 (min. 0-1-8)
Max Horz
2 =
50(LC 4)
Max Uplift
2 =
-685(LC 4)
7 =
-685(LC 5)
Max Gray
2 =
3371(LC 1)
7 =
3371(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
23=-8932/1554, 3-1 8=-1 1190/2026,
18-19=11190/2026, 4-19=-11190/2026,
4-20=1119012026, 20-21=-11190/2026.
21-22=-11190/2026, 5-22=1119012026,
5-23=-1126812042, 23-24=1126812042,
6-24=1126812042. 6-7=8918/1551
BOTCHORD
2-13=-1419/8392, 13-25=-1411/8428,
25-26=1411/8428, 12-26=1411/8428,
12-27=1949/11268, 27-28=-1949/11268,
11 -28=-1 949/11268, 11-29=-1949111268,
10-29=1949/11268. 10-30=138018412,
30-31=1380/8412, 931=1380/8412,
7-9=-1388/8378
WEBS
3-13=0/676, 3-12=59913157,
4-12=-9701363, 5-10=-9751363,
6-10=-620/3257, 6-9=0/652
NOTES-
1) 2-ply truss to be connected together with IOd
(0.131"x3") nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-7-0
Do.
Bottomchords connected as follows: 2x6 - 2 rows
staggered at 0-9-0 oc.
Webs connected as follows: 2x4 -1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies,
except if noted as front (F) or back (B) face in the
LOAD CASE(S) section. Ply to ply connections have
been provided to distribute only loads noted as (F) or
(B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered
for this design.
4) Wind; ASCE 7-10; Vult-160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=24ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; Lumber DOL=1.60
plate grip DOL=1.60
5) Provide adequate drainage to prevent water
pending.
6) All plates are MT20 plates unless otherwise
indicated.
7) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
8) • 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-M wide will fit between the
bottom chord and any other members.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 685 lb uplift at
joint 2 and 685 lb uplift at joint 7.
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight:315lb FT=10%
10) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 489
lb down and 289lb up at 7-0-0, 169 Ib down and 118
lb up at 9-0-12, 169 lb down and 118 lb up at 11-0-12
, 169 lb down and 118 lb up at 13-0-12, 1691b down
and 118 lb up at 15-0-0, 169 Ile down and 118 lb up at
16-11-4, 169 lb down and 118 lb up at 18-11-4, and
169 lb down and 118 lb up at 20-11-4, and 489 lb
down and 289 lb up at 23-0-0 on top chord, and 281
Ib down at 7-0-0, 90 lb down at 9-0-12, 90 lb down at
11-0-12, 90 lb down at 13-0-12, 90 Ib down at 15-0-0,
90 lb down at 16-11-4. 90 lb down at 18-11-4, and 90
lb down at 20-11-4, and 281 Ib down at 22.11-4 on
bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-90, 3-6=-90, 6-8=90, 2-7=20
Concentrated Loads (lb)
Vert: 3=-419(B) 6=-419(B) 13=-263(B) 9=-263(B)
18=169(B) 19=169(B) 20=-169(B) 21=-169(B)
22=169(B) 23=169(13) 24=-169(B) 25=-75(B)
26=75(B) 27=-75(B) 28=-75(8) 29=75(B)
30=-75(B) 31=-75(B)
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AnthonyT. Tomho It[, P.E.
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4451r Lucie Blvd.
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Fort Piero, FL 34946
Job
Truss
Type
Qty
Ply
73155
CJ1
TrsnerJack
8
1
A0157101
Job Reference o tional
nmth.e.Zhum my t
1
18 2018 MiTek Industries, Inc. Thu Oct 11 13:59:102018 Page 1
LOADING(psf)
SPACING-
2-0-0
1 CSI.
DEFL. in
(too)
I/deg
L/d
TCLL 30.0
Plate Grip DOL
1.25
TC 0.40
Vert(LL) 0.00
5
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.06
Vert(CT) 0.00
5
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.00
2
n/a
n/a
BCDL 10.0
Code FBC2017/7P12014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 0-11-11 oc
puriins.
BOT CHORD
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 =
-52/Mechanical
2 =
43310-8-0 (min.0-1-8)
4 =
-91/Mechanical
Max Horz
2 =
54(LC 8)
Max Uplift
3 =
-52(LC 1)
2 =
-238(LC 8)
4 =
-91(LC 1)
Max Grav
3 =
42(LC 8)
2 =
433(LC 1)
4 =
68(LC 8)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; 13CDL=5.Opsf; h=24ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3)' 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 52 lb uplift at
joint 3, 238 Ito uplift at joint 2 and 91 lb uplift at joint 4.
LOAD CASE(S)
Standard
126
PLATES GRIP
MT20 244/190
Weight: 6lb FT = 10%
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Anthony T. Tom6o 111, P.E.
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44515t. Wde Blvd.
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Fort Pierce, 34946
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Job
Truss
Truss Type
Qty
Ply
A0157102
73155
CJ3
Corner Jack
8
1
Job Reference o 8onal
A-1 Roof Trusses, Fort Pierce, FL 34946, design@aitruss.com Run: 8.210 s May 182018 Print: 8.210 s May 18 2018MiTek Industries,
02018
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Well
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.25
TC 0.40
Ven(LL)
-0.00
4-7
>999
360
MT20 2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.08
Vert(CT)
-0.01
4-7
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
We 0.00
Horz(CT)
0.00
2
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MP
Weight: 12 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-11-11 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MITek recommends thattStabilizem and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
78/Mechanical
2 =
409/0-8-0 (min. 0-1-8)
4 =
17/Mechanical
Max Horz
2 =
81(LC 8)
Max Uplift
3 =
-31(LC 12)
2 =
-172(LC 8)
Max Grav
3 =
78(LC 1)
2 =
409(LC 1)
4 =
45(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=24ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3)' 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 31 lb uplift at
joint 3 and 1721b uplift at joint 2.
LOAD CASE(S)
Standard
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Job
Truss
Truss Type
city
Ply
73155
CJ5
Corner Jack
8
1
A0157103
Job Reference (optional)
A-1 Root Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Oct 11 13:59:11 2018
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
VdeB
Lid
TCLL 30.0
Plate Grip DOL
1.25
TC 0.40
Vert(L-)
0.03
4-7
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.24
Vert(CT)
-0.06
4-7
>999
240
BCLL 0.0
Rep Stress lncr
YES
WB 0.00
Horz(CT)
0.00
3
We
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or4-11-11 oc
pudins.
BOT CHORD
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 =
172/Mechanical
2 =
49310-8-0 (min. 0-1-8)
4 =
60/Mechanical
Max Horz
2 =
108(LC 8)
Max Uplift
3 =
-65(LC 12)
2 =
-173(LC 8)
Max Grav
3 =
172(LC 1)
2 =
493(LC 1)
4 =
88(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=24ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ;C-C for members and forces 8 MWFRS for
reactions shown; Lumber DOL=1.60 plate gdp
DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) • 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 tail by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 65 Ito uplift at
joint 3 and 173 lb uplift at joint 2.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 18 lb FT=10%
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Anthony T.T01nbo III, P.E.
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I
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Fort Pierce, FL 34946
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Job
Truss
Truss Type
Qty
Ply
,
A0157104
73155
HJ7
Diagonal Hip Girder
4
1
Job Reference o tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com
3x4 =
LOADING(psf)
SPACING-
2-0-0
TCLL
30.0
Plate Grip DOL
1.25
TCDL
15.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
NO
BCDL
10.0
Code FBC2017/rP12014
LUMBER -
TOP CHORD 2x4 SP 240OF 2.0E
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-7-10 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 5-3-12 oc bracing.
MITek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with,' Installation uide.
REACTIONS. (lb/size)
3 =
377/Mechanigl
2 =
801/0-10-15 (min. 0-1-8)
4 =
216/Mechanical
Max Horz
2 =
134(LC 4)
Max Uplift
3 =
-142(LC 8)
2 =
-306(LC 4)
Max Grav
3 =
377(LC 1)
2 =
801(LC 1)
4 =
248(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=24ft;
Cat. II; Exp B; Encl., GCpi=0.18: MWFRS (envelope);
cantilever left and right exposed ; Lumber DOL=1.60
plate grip DOL=1.60
2) This truss has been designed for a 10.0 psi bottom
chord live load nonconcurrent with any other live loads.
3) • 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.
4) Refer to girder(s) for truss to truss connections.
US
8.210 s Mav 18 2018 MITek Industries. Inc. Thu Oct 11 14:43:57 2018
2.83 12
Cat.
DEFL. in
(loc)
I/deft
Ud
TC 0.96
Vert(LL) -0.22
4-6
>628
360
BC 0.94
Vert(CT) -0.43
4-6
>270
240
WE 0.00
Horz(CT) -0.00
3
n/a
n/a
Matrix -MS
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 142 lb uplift at
Joint 3 and 306 lb uplift at joint 2.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 41
lb down and 281b up at 4-2-8, 41 It, down and 28 lb
up at 4-2-8, and 82 Ito down and 72 It, up at 7-0-7,
and 82 lb down and 721b up at 7-0-7 on top chord,
and 34 lb down and 80 Ito up at 1-4-8, 34 lb down and
80 lb up at 1-4-8, 23 lb down and 3 lb up at 4-2-8, 23
lb down and 3 It, up at 4-2-8, and 36 lb down at 7-0-7,
and 36 Ib down at 7-0-7 on bottom chord. The
design/selection of such connection devices) is the
responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-90,2-4=-20
Concentrated Loads (Ib)
Vert: 6=86(F=43, B=43) 8=-89(F=-44, B=-44)
9=6(F=3, B=3) 1 0=-64(F=-32, B=32)
10
Defl. = 3116 in
2.5-12
i 1
PLATES GRIP
MT20 244/190
Weight: 42lb FT=10%
eeQnM1=6�vNh�,m.m•rimnnmsarsw�AsnwuowAmump3mno�rPnoywmn[swrl.=,.Naarw,vam,a.da,s.m„n,ranpwvgAelmtlunw,.l.mviun,�eaMvm.,,. mmsem„mamA.ama„®}
Yllekaemlb,fl9NrulhM1,a.Y,tld rsrLni B,cpbpwp,.W�9nr�j,mWv,garnPo,mo®hntlbPl�rNdykvgn4,wY0EIbOrinPitl,Yj,M1urytluM1mA.p.obiM.M1bvpnoge,gYtlqmlv,t�1�
Anthony T. Tombo Ill, P.E.
dn,Qle,m.,kWr�IhN,nP>�1QM1Oem.hNm'rrbad49.6WGIM4P..bm9eQ0oCNad4WhC9o4tl0.1.Ib4Fl.lYWvr,tlmGJ n,QN,metl6l ka�MeYC0,6ne1bc4J9YbmryOtlfrQ
180083
'
M1dYgM{ndoam.Natims�tll[A rIM1P�mId�iMlMAgrwp25[�1[eom�Ptl,tltlhWdSllln�tivmf6ymtll�r-1e100ub,rymifa,NLisQbMelnirm.,mrbpapvel,nula'ne,ahv
4451 St. Lucie Blvd.
• rb�Nl,6tlhr,�v99WeA��n9heI M1Q�M1,mrduprga4nitllr�gdayv.uLmi,caapwim�d4 aq�r�maltel.lrN.
Fort Pierce,R. 30946
[vppirbOIDIEA4lvvfhesses-AmEmp6lae5vlll,LE.lepmdvmavvfmisdvmmm,avgfv�aispwilQed�ofvmelxdoevpamisdwhveil WT.... AmEvvpl.Ioedv Ill,Pi
Job
Truss
Truss Type
Oty
Ply
73155
J7
Jack -Open
18
1
A01571O5
Job Reference (optional)
A-3 Roor Trusses, Fort Fierce, FL s4 b, aesign(maltruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek Industries. Inc. Thu Oct 11 13:59:12 2018 Pace 1
Dead Load Deft. = 1/8In
m
V D1
- N
7-f1-0
LOADING(psf)
SPACING-
2-"
CSI.
OEFL. in
(loc)
I/deft
L/d
PLATES
GRIP
TCLL 30.0
Plate Grip DOL
1.25
TC
0.93
Vert(LL) 0.13
4-7
>617
360
MT20
2441190
TCDL 15.0
Lumber DOL
1.25
SC
0.59
Vert(CT) -0.26
4-7
>319
240
BCLL 0.0
Rep Stress Incr
YES
WB
0.00
Horz(CT) 0.01
3
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP
Weight: 25 lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING- LOAD CASE(S)
TOP CHORD Standard
Structural wood sheathing directly applied.
BOTCHORD
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 =
259/Mechanical
2 =
593/0-M (min. 0-1-8)
4 =
95/Mechanical
Max Horz
2 =
135(LC 8)
Max Uplift
3 =
-98(LC 12)
2 =
-184(LC 8)
Max Grav
3 =
259(LC 1)
2 =
593(LC 1)
4 =
130(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=24ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and G-C Exterior(2) zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
3) `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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 98 lb uplift at joint
3 and 184 lb uplift at joint 2.
Y¢p lYwla,�IrmY.m'H roof VgBrUfr6O91tIa0Y[[6GIIL6aSIkYY(IClellfa4tilnLiRMc rng4YppnYmm�eln.mlwMgmwq(R4�am41gt4+A4rtIMmeBenhien¢Otl¢eCewmia.blAl,wy
dlfumamnYY509m.u1Lm1]pYb.44lt.tmf W"Eq.im"tlrMOM, Nupmnmm,4C9¢ekbFnhl9ry
Anthony T. Tornbm ill• P.E.
.d.iede�Im�Y WNUkikmmru�l4lytlbmn¢,m Orvi�.:6Md.g9¢Relnlbppulyn,YbmM1ddm9C11[vIbYWMkolM, rdlRL ibginNdibIDfWn!O�Umdbimu.J,Ggtdfmy+mgr.ImMLmtlfnmpiltllbbngmedgtl
980083
otw'k>qndr
I
44515t. Lucie Blvd.
.Snk.IdW11.LffNgMgo6.2ghtlrvbvNtlrtt TulmebYpFgm�klpt6lY'lyWpvr,vlmslryR.feOuntlnfbbp NgM¢tlbm¢amltladh1141,
Fort Piuce, FL 34946
� fvppid6l®701641Ioaliques�Amdavp7.lvmidld/l4pmG4ivvolaisluvmvl,m4pkim,ispwl0tlediitdvnlhe.nrterpnmisslb6vmb11volinssmAvhev7i.ivmlvl14P1
JANUARY 17, 2017
TYPICAL HIP / KING JACK CONNECTION I STDTL01
A4 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
CORNERSET GENERAL SPECIFICATI
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.
Attach End Jack's
w/ (4) 16d Toe Nails b TC
& (3) 16d Toe Nails @ BC
CD
n
Attach King Jack w/ (3) 16d Toe
,Nails @ TC & 24" Strap w/ (6)
10d x 1.5" ea. end @ BC
3ch Corner Jack's
(2) 16d Toe Nails
) TC & BC (Typ)
Attach Corner Jack's
w/ (2) 16d Toe Nails @ TC &
BC (Typ)
,MtbwFTT=boM, 0X.
"BOOBS
44515t LWO BIr4;..
FbOle{Ce, FL 34946:
FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
7724MI010
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORO
1' - 3' MAX.
DIAG. BRACE
AT 1/3 POINTS
IF NEEDED
IT IS THE RESPONSIBILITY OF THE BLDG.
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
THE BRACING OF THE GABLE ENDS.
HORIZONTAL BRACE
(SEE SECTION A -A)
TRUSSSES 0
24' D.C.
2X6 DIAGONAL BRACE SPACED 48'
O.C. ATTACHED TO VERTICAL WITH
(4) - 16d NAILS, AND ATTACHED TO
BLOCKING WITH (5) - 10d COMMONS.
NAIL DIAGONAL BRACE TO
PURLIN WITH TWO 16d NAILS.
2X4 PURLIN FASTENED TO FOUR
TRUSSES WITH (2) - 16d NAILS
EACH. FASTEN PURLIN TO BLOCKING
W/ (2) - 16d NAILS (MIN.).
' PROVIDE 2X4 BLOCKING BETWEEN
THE TRUSSES SUPPORTING THE
\ BRACE AND THE TWO TRUSSES ON
\EITHER SIDE AS NOTED. TOENAIL
\ BLOCKING TO TRUSSES WITH (2) -
\ 10d NAILS AT EACH ENO. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
(5) - IOd COMMON WIRE NAILS.
ENO WALL
CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED:
METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE
OF THE STRUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAIL SCHEDULE.
METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING
NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG
SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL
NAILING SCHEDULE:
- FOR WINO SPEEDS 120 MPH (ASCE 7-98, 02, 05% 150 MPH (ASCE
7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131'
X 3') NAILS SPACED 6' O.C.
- FOR WINO SPEEDS GREATER 120 MPH (ASCE 7-98, 021 05), 150
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d
C131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM).
STRUCTURAL
GABLE TRUST
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI
BRACING METHODS SHOWN ON PAGE I 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.
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
URAL
TRUSS
oTUO
AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING
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.
JULY 17, 2017 STANDARD PIGGYBACK TRUSS STDTL04
CONNECTION DETAIL
C' THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS:
�I ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE
CI CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN
Ci DRAWING FOR UPLIFTS.
NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24' O.C. OR LESS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVO.
FORT PIERCE, FL 34946
772-409-1010
PIGGYBACK TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL PIGGYBACK TRUSS INFORMATION.
SPACE PURLINS ACCORDING TO THE MAXIMUM
SPACING ON THE TOP CHDRD OF THE BASE TRUSS
(SPACING NOT TO EXCEED 24' DL) A PURLIN
TO BE LOCATED AT EACH BASE TRUSS JOINT.
ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8'
TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48'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 LSS. AT EACH 2' 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)
BASE TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL BASE TRUSS INFORMATION.
Anft"Ti Tm bo III, F.E.
tom
4451;SL Lude BNd.
Fort metre; FL 349416.
JULY 17, 2017 I TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
VALLEY TRUSS
(TYPICAL)
SECURE VALLEY TRUSS
W/ ONE ROW OF iOd
NAILS 6' O.C.
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
DETAIL A
P 12
SEE DETAIL'A'
BELOW (T1'P.)
GENERAL SPECIFICATIONS:
1. NAIL SIZE =3"X0.131'=10d
2. WOOD SCREW = 4.5' 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.
7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C.
BASETRUSSES
VALLEYTRUSS
(TYPICAL)
GABLE END, COMMON
TRUSS, OR GIRDER TRUSS
TRUSS CRITERIA:
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD =50 PSF
ATTACH 2X4 CONTINUOUS## MAX SPACING =24- O.C. (BASE AND VALLEY)
SYP TO THE ROOF W/TWO USP MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
WS45 (1/4' X4.5') WOOD SCREWS
INTO EACH BASE TRUSS.
AnBwm/.Ti'Tombo M, P.E.
,780083
4451,SL Lode Blvd.
FOR Pia j FL ,34946,
FEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL I STDTL06
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT. PIERCE, FL 34946
772-409-1010
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
GENERAL SPECIFICATIONS:
1. NAIL SIZE=3'X 0.131'=100
2. WOOD SCREW =3' WS3 USP OR EQUIVALENT.
3. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE PER DETAIL
'A. i
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
DRAWINGS.
S. BASE TRUSS SHALL BE DESIGNED WITH A PURUN SPACING EQUIVALENT
TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
6. NAILING DONE PER NDS-01.
7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C.
1j
I
II
�I
I
i
1
I
11
ii
�1
1 11
1
1�
BASETRUSSES
VALLEY TRUSS
(TYPICAL)
L
11
VAII
2
SEE DETAIL'A'
BELOW (TVP.)
EV TRUSS
(TYPICAL)
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
WIND DESIGN PER ASCE 7-98, ASCE 7-02. ASCE 7-05: 146 MPH
NAILS 6' O.C.
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6112
CATERGORY II BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
ATTACH 2X4 CONTINUOUS N2 MAX TOP CHORD TOTAL LOAD = 50 PSF
SYP TO THE ROOF W/TWO USP MAX SPACING= 24'O.C.(BASE AND VALLEY)
WS3(1/4' X 3') WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
INTO EACH BASE TRUSS.
DETAIL A
(NO SHEATHING) N.T.S.
Anthwq T,Tombo.IB;P.E
9 90083
4151St. Lucie 81v&
Fmt.Plerce R. 34945
DULY 17, 2017 1 I` (HIGH WIND VELOCITY) ^(L STDTL07
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772.409-1010
ATTA(
WIND DESIGN PER ASCE 7-98, ASCE 7-
WIND DESIGN PERASCE 7-10: 170 MPI
MAX MEAN ROOF HEIGHT = 30 FEET
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE:'
MAX TOP CHORD TOTAL LOAD = SO PSI
MAX SPACING = 24' O.C. (BASE AND VA
SUPPORTING TRUSSES DIRECTLY UNC_.....___ . ...-------------
DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' -10° ON AFFECTED
TOP CHORDS.
NOTES:
1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES.
2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER.
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
NON -BEVELED
BOTTOM CHORD
CLIP MAY BE APPLIED
TO THIS FACE UP TO A
MAXIMUM 6/12 PITCH
NON -BEVELED
BOTTOM CHORD
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6112 (MAXIMUM
12M2 PITCH)
i..". or.
Y{
AMiwny T`Tombo 111, D,E:
9 80083,
4451:SL.Lude Blvd.
rod Rene, R 34946'
FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL 1 STDTL08
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34W
7724094010
* DIAGONAL BRACING
REFER TO SECTION A -A
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
W/IOd NAILS, 6' O.C.
VERT
STUD
SECTION S-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
DIAGONAL BRACE 4' - 0' O.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA.
V
Q VARIES TO COMMON TRUSS
k*
3X4=
v
** L - BRACING REFER
TO SECTION B-B 24' MAX.
NOTE:
1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO
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.
5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
AT 4'-0. O.C.
6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT
THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE
STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A)
7 GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240
VERTICAL
2X6 SP OR SPF
STUDVBRACE
#2 DIAGONAL
BRACE
(4) - 16d
NAILS16d
NAILS
SPACED 6' D.C.
(2) lOd NAILS
INTO 2X62X6
SP OR
SPF #2
2X4 SP OR
SPF #2L
HORIZONTAL
NAILED TO
RTICALS
SECTION A -A
W/(4) - 10d NAILS
PRDVIOE 2X4 BLOCKING BETWEEN
THE FIRST TWO TRUSSES AS NOTED.
TOENAIL BLOCKING TO TRUSSES
WITH (2) - 10d NAILS AT EACH ENO.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - U]d NAILS
(4) Bd NAILS MINIMUM,
PLYWOOD SHEATHING TO
2X4 STD SPF BLOCK
B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE
9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS
TRUSSES. IF NEEDED
10. 10d AND 16d NAILS ARE 0.131'X3.0' AND 0131'X35' COMMON WIRE NAILS
RESPECTIVELY.
11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-DI-12
BY SPIB/ALSO.
MINIMUM STUD
SIZE SPECIES
AND GRADE
STUD
SPACING
WITHOUT
BRACE
2X4
L - BRACE
DIAGONAL
BRACE
(2) DIAGONAL
BRACES AT
1/3 POINTS
MAXIMUM STUD LENGTH
2X4 SP 431STUD
12'O.C.
3-8.10
5.6-11
6-6-11
11-1-13
2X4SP#3/STUD
16'0.C.
3-3-10
4-9.12
6-6.11
9.10-15
2X4 SP#31STUO
24'0.C.
2-8-6
3.11-3
54-12
8.1-2
2X4SP#2
12'0.C.
3.10.15
5-6-11
6.6-11
11-8-14,
2X4SP#2
16'O.C.
3.6.11
4-9-12
6-&ll
10-8-0
47
24'0.C.
3-14
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' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO
BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE
WITH Uld NAILS 6' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER
SOX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
rom
ROOF
SHEATHING
(2) - 10d
NAILS
"TRUSSES @ 24' OZ.
'2X6 DIAGONAL BRACE
SPACED 4B' O.C. ATTACHED
TO VERTICAL WITH (4) -
ISd NAILS, AND ATTACHED
TO BLOCKING WITH IS) -
19d NAILS.
HORIZONTAL BRACE
(SEE SECTION A -A)
END WALL
MAX MEAN ROOF HEIGHT= 30 FEET
EXPOSURE B OR C
ASCE 7-10 19D MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.
DURATION OF LOAD INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS.
FEBRUARY17,2017 I WITH 2X BRACE ONLY I STDTL09
NOTES:
T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING
IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER BOX 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
T-BRACE SIZE
NAIL SIZE
NAIL SPACING
20 OR 2X6 OR 2XB
10d
6' O.C.
NOTE. NAIL ALONG ENTIRE LENGTH OF T-BRACE / ]-BRACE (ON
TWO-PLY TRUSSES NAIL TO BOTHPLIES)
BRACE
SIZE FOR ONE -PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
20 T-BRACE
2X4 I -BRACE
2X6
2X6 T-BRACE
2X6 I -BRACE
2X8
2XB T-BRACE
2X8 I -BRACE
BRACE
SIZE FOR TWO-PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T-BRACE
2X4 I -BRACE
2X6
2X6 T-BRACE
2X6 I -BRACE
2XB
2XB T-BRACE,
2XB I -BRACE
T-BRACE / I -BRACE MUST BE .SAME SPECIES
AND GRADE (OR BETTER) AS WEB MEMBER.
NAILS
WEB
NAILS
I -BRACE
NAILS
WEB
T-BRACE
SECTION DETAILS
FEBRUARY 17, 2017
LATERAL BRACING RECOMMENDATIONS I STDTL10
h1 ROOF TRUSSES
4451 ST. WCIE BLVD.
FORT PIERCE, FL 34945
7724D9-1010
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET
ALONG A FLOOR TRUSS:
NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE
TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY
OF THE METHODS ILLUSTRATED BELOW.
NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS
FROM ENO TO ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY
CONNECTED, BY OTHERS, AT THE ENDS.
USE METAL FRAMING
ANCHOR TO ATTACH
TO TOP CHORD
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRONGBACK
USE METAL FRAMING
ANCHOR TO ATTACH
TO BOTTOM CHORD
INSERT WOOD SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (DO NOT
ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
WEB WITH (3) - 10d SCAB WITH (3)- 10d
NAILS (0.131' X 3.7 NAILS (0.131' X 3'). ATTACH TO VERTICAL
WEB WITH (3) - 10d
NAILS (0131' X 3')
/ATTACH TO VERTICAL
WEB WITH (3) - 10d
NAILS (0131' X 3')
ATTACH 2X4 VERTICAL
TO FACE OF TRUSS. ATTACH TO CHORD
FASTEN TO TOP AND WITH (2) N12 X 3'
BOTTOM CHORD WITH WOOD SCREWS
(2) - 10d NAILS (0.131' (0.216' OIA.)
X 3') IN EACH CHORD
ATTACH TO VERTICAL
SCAB WITH (3) - IOd
NAILS (0.131' X 3')
/INSERT SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (00 NOT
USE DRYWALL TYPE SCREWS)
TRUSS 2X6 4' - O' WALL
STRONGBACK r (TYPICAL SPLICE) (BY OTHERS)
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).
BLOCKING
(BY OTHERS)
FEBRUARY17,2017 I 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 DRIVEN
THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER ENO AS
SHOWN).
C, 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL
BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
A-1 ROOF TRUSSES 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO
4451 ST. LUCIE BLVD. SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
FORT PIERCE, FL 34946
772-409-1010
TOE -NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
DIA
SP
OF
HF
SPF
SPF-S
.131
80.0
80.6
69.9
68.4
59.7
U
o
.135
93.5
85.6
74.2
72.6
63.4
J
.162
108.8
99.6
86.4
84.5
73.8
Ni
.128
74.2
67.9
5B.9
57.6
50.3
co
p
.131
75.9
69.5
- "6D.3
59.0
51.1
J
n
.148
81.4
74.5
64.6
63.2
52.5
ri
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 1.15:
3 (NAILS) X 845 (LB/NAIL) X 115 (DOL) = 2915 LB MAXIMUM CAPACITY
ANGLE MAY
VARY FROM
30° TO 60•
45.00`
ANGLE MAY
VARY FROM
30' TO ED*
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW.
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
SIDE VIEW
(2X4) 3 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
45.00°
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
ANGLE MAY
VARY FROM
30' TO 60'
45.00'
FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL I STDTL12
A-1 ROOF TRUSSES
4461 ST. LUCIE BLVD.
FORT PIERCE, FL 34948
772-0094010
THIS DETAIL SHALL BE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
NUTES:
TOE -NAIL WITHDRAWAL VALUES
PER NOS R005 (LB/NAIL)
DIA.
SP
OF
HF
SPF
SPF-S
LD
.131
59
46
32
30
20
0
.135
60
48
33
30
20
Ill
m
.162
72
58
39
37
25
J
2
C.0
.128
54
42
28
27
19
I—
Z
Z
.131
55
43
29
28
19
LU
.148
62
E
48
34
31
21
J
in
J
N
_
Q
M
Z
.120
51
39
27
26
17
(�
Z
.128
49
38
26
25
17
O
.131
51
39
27
26
17
0
.148
57
44
31
28
20
M
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE
MEMBER ENO AS SHOWN.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION.
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES TOP PLATE
FOR WIND DOL OF 1.33:
3 (NAILS) X 37 (LB/NAIL) X 133 (DOL FOR WINO) = 14B LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
FOR WINO DOL OF LED:
3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING
DESIGNER 15 RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
ire USE (3) TOE -NAILS ON 2X4 BEARING WALL
as* USE (4) TOE -NAILS ON 2X6 BEARING WALL
NEAR SIDE
FAR S.
lE
TOP PLATE
OF WALL
4AIL
IAIL
SIDE VIEW
END VIEW
FtBRUARY 5, 2016
TYP 2x2 NAILER ATTACHMENT I STDTLI3
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
1.5 x 4
2x2 NAILER ATTACHMENT
GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 170 mph, ASCE
7-10, 29'-0" Mean Height, Exp. B, C or D.
April 11, 2016
!I
TYPICAL ALTERNATE BRACING DETAIL
FO EXTERIOR FLAT GIRDER TRUSS
STDTL14
A-1 ROOF TRUSSES
4451 ST..LUCIE:BLVD.
FORT PIERCE, FL 34948
n2409-1010
(4) 12d
TRUSS 2411 O.C.
UPLIFT CONNECTION
(SEE ROOF TRUSS)
EXTERIOR FLAT
GIRDER
12
VARIES
(4) 12d
MAX 3011 (21-611)
2x6 #2 SP (Both Faces)
2411 O.C.
SIMPSON H5
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m
F�Plerte, FL 34946
(apP�eb10401i1,IIwiLwbl•lupkYYl.leu6plilpi llPNmtwdM1ilLwawetianrylmgbWod3n:Ivademi6Y�,wpe�umievhw411atlmsnhLLe.p14m6n W,ft
I4 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND
FEB6RY 17STDTLI5
DAMAGED OR MISSING CHORD SPLICE PLATES
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK +
X
(INCHES)
MAXIMUM FORCE (LBS) 15% LOAD DURATION
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
26
39
30'
2194
3291
2007
3011
1697
2546
1738
2608
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
1 243
2B98
4347
DIVIDE EQUALLY FRONT AND BACK
ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF
THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' 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
• 10d NAILS NEAR SIDE
+ 10d NAILS FAR SIDE
BREAK
6' MIN
THE LOCATION OF THE BREAK MUST BE GREATER
THE REQUIRED X DIMENSION FROM ANY PERIMETER
AND A MINIMUM OF S' FROM ANY INTERIOR JOINT
00 NOT USE REPAIR FOR JOINT SPLICES
NOTES:
1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR
DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE
TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN
THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF
SUPPORTING THE LOADS INDICATED.
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR
AND HELD IN PLACE DURING APPLICATION OF REPAIR.
3. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID
UNUSUAL SPLITTING OF THE WOOD.
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY.
6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
TRUSS CONFIGURATION
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
THAN OR EQUAL TO
BREAK OR HEEL JOINT
(SEE SKETCH ABOVE).
FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS I STDTL16
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34045
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 I9d COMMON WIRE NAILS (14B' 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 SC
NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TD BE USED
WHEN OVERHANG HAS BEEN BROKEN OFF.
ViNwaam
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.