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4190�A ROOF
==TRUSSES
A•FLORIDA CORPORATION
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
These truss designs rely on lumber values established by others.
RE: Job 68444 A-1 Roof Trusses
b 4451 St Lucie'Blvd
Fort Pierce, FL 34946
Site Information:
e'Gstomer Info: HABITAT ST. LUCIE COUNTY Project Name: 7508 COQUINA
"Lot/Block: Model:
Address: 7508 COQUINA AVE, LAKEWOOD PARK, FLbdivision:
City: County: EXEMPT State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City:
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 8.0
Wind Code: ASCE 7-10 Wind Speed: 160 MPH
Roof Load: 37.0 psf Floor Load: 0.0 psf
This package includes 13 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
A0243054
A01
4/25/17
13
A0243066
J7P
4/25/17
25
STDL12
STD. DETAIL
4/25/17
2
A0243055
A02
4/25/17
14
STDL01
STD. DETAIL
4/25/17
26
STDL13
STD. DETAIL
4/25/17
3
A0243056
A03
4/25/17
15
STDL02
STD. DETAIL
4/25/17
27
STDL14
STD. DETAIL
4/25/17
4
A0243057
A04
4/25/17
16
STDL03
STD. DETAIL
4125/17
28
STDL15
STD. DETAIL
4/25/17
5
A0243058
A05G
4/25/17
17
STDL04
STD. DETAIL
4125/17
129
1 STDL16
I STD. DETAIL
4/25/17
6
A0243059
A06
4/25/17
18
STDL05
STD. DETAIL
4/25/17
7
A0243060
A07G
4/25/17
19
STDL06
STD. DETAIL
4/25/17
8
A0243061
CA
4/25/17
20
STDL07
STD. DETAIL
4/25/17
9
A0243062
CJ3
4/25/17
21
STDL08
STD. DETAIL
4/25/17
10
A0243063
CJ5
4/25/17
22
STDL09
STD. DETAIL
4/25117
11
A0243064
HJ7
4/25117
23
STDL10
STD. DETAIL
4/25/17
12
A0243065
J7
4/25/17
24
STDL11
STD. DETAIL
4/25/17
The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on.tne. parameters proviged,DyH-i mor i russes,
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 solely for the truss components shown.
The suitability and use of components for any particular building is the responsibility of the
building designer, perANSI(TPI-1 Sec. 2.
The Truss Design Drawing(s)(MD[s]) referenced have been prepared based on the
construction documents (also referred to at times as 'Structural Engineering Documents)
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 [Al Roof
Trusses or specific location]. These TDDs (also referred to at times as 'Structural
Engineering Documents) are specialty structural component designs and may be part of the
projects 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 T.
engineering responsibility for the design of the single Truss depicted on the TDD only. The
Building Designer is responsible for and shall coordinate and review the TDDs for
compatibility with their written engineering requirements. Please review all TDDs and all
related notes.,
Page 1 of 1
P.E.
Z QO;QO,OD 00:4C1Z87 DF`
ILE
0u
f,
Job
Truss
Truss Type
t
qy
Ply
68444
A01
Common
1
1
A0243054
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. Tue Apr 25 11:21:22 2017 Page 1
ID:15evE3m?mEmN ESygOUyQA7zPDq?-?RHCZSd6zgLw6chY2tGnc1 gRdv7?P7DYmtl0lgzNCWB
4x6 =
Dead Load Dell. = 5/16 in
11
4x4 = 3x4 = 3x6 = 3x4 = 4x4 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.68
Vert(LL)
-0.20 10-13
>999
360
TCDL
7.0
Lumber DOL
1.25
BC 0.92
Vert(TL)
-0.55 10-13
>571
240
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.18
Horz(TL)
0.09 6
n/a
n/a
.BCDL
10.0
Code FBC2014/TP12007
Matrix -MS
Wind(LL)
0.19 8-10
>999
240
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-9-0 oc
pudins. -
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
2 =
1028/0-8-0 (min.0-1-8)
6 =
1028/0-8-0 (min. 0-1-8)
Max Horz
2 =
86(LC 16)
Max Uplift
2 =
-428(LC 8)
6 =
-428(LC 9)
Max Grav
2 =
1028(LC 1)
6 =
1028(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=2129/1846,3-4=-1767/1494,
4-5=-1767/1494,5-6=-2129/1846
BOT CHORD
2-1 0=-1 620/1973, 9-10=-948/1375,
8-9=-948/1375, 6-8=-1622/1973
WEBS
4-8=-317/471, 5-8=-443/607,
4-10=-317/471, 3-10=-443/607
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=S.Opsf; h=15ft;
Cat. II; Exp C; 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
3) Plates checked for a plus or minus 0 degree
rotation about its center.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
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 lb uplift at
joint 2 and 428 lb uplift at joint 6.
LOAD CASE(S)
Standard
26-4-0
PLATES GRIP
MT20 244/190
Weight: 111 lb FT = 0%
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III, P.E.
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Copyright�y016AdRoo(Lassos-AnlhooyLlamhalll,P.F. Repradu,siaeaphisdeiraber,inany form, isplohihilelwahout[be afienpemissionlmmA-IRadhusses-AnhonyMmahalll,p.F.
4r
I
Job
Truss
Truss Type
Qty
Ply
A0243055
68444
A02
Hip
2
1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
Run: 8.920 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue Apr 25 11:21:22 2017
46 =
Dead Load DeB. = 5/16 in
3x4 = 3x6 = 4x4 =
4x4 = 3x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.68
Vert(LL)
-0.20
8-16
>999
360
TCDL
7.0
Lumber DOL
1.25
BC 0.92
Vert(TL)
-0.55
8-16
>572
240
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.18
Horz(TL)
0.09
6
n/a
n/a
BCDL
10.0
Code FBC2014lrP12007
Matrix -MS
Wind(LL)
0.19
8-10
>999
240
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-9-0 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
2 =
102810-8-0 (min. 0-1-8)
6 =
1028/0-8-0 (min. 0-1-8)
Max Horz
2 =
85(LC 12)
Max Uplift
2 =
-428(LC 8)
6 =
-428(LC 9)
Max Grav
2 =
1028(LC 1)
6 =
1028(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2129/1846, 3-4=177211497,
4-5=-1772/1497. 5-6=-2129/1846
BOT CHORD
2-10=-1619/1973, 9-10=-956/1384,
8-9=-956/1384, 6-8=-1621/1973
WEBS
4-10=-313/468, 3-10=-436/599,
4-8=-313/468, 5-8=-436/599
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft;
Cat. Il; Exp C; 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
3) Plates checked for a plus or minus 0 degree
rotation about its center.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
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 lb uplift at
joint 2 and 428 lb uplift at joint 6.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 111 lb FT = 0%
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MAX—,"
ann!1DDdir.nenlnLratAnthony T.Tomho1I1,P.E.
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Ceppight dj ti1166.19aa1lmssts-hthocy E. Eomholll, P.L Rtptodarlan alibis dotoment,in any form, is ptohibiied witboottbe"itlee permission. from A -I AaalLasses-Aat6aayLlamhe lll, P.E.
IN
t
Job
Truss
Truss Type
Qty
ply
68444
A03
Hip
2
1
A0243056
�J.bR.ference(optional)
7-10-13
V�V VID:15evE3m?mEmNESva01
44 = 4x4 =
4 S
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Y7zPDq?-Tdrbnoe kk8Tn kmFkca n09 EMb3JZf8awh?XUZI GzNCWA
Dead Load Dell. = 3/8 in
A
4x4 = 3x4 = 46 = 3x4 =
4x4 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.76
Vert(LL)
-0.23 9-17
>999
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.57
Vert(TL)
-0.62 9-17
>511
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.15
Horz(TL)
0.07 7
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
Matrix -MS
Wind(LL)
0.19 11-14
>999
240
Weight: 106 lb FT = 0%
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 or 3-5-3 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 6-0-2 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
2 =
1028/0-8-0 (min.0-1-8)
7 =
1028/0-8-0 (min.0-1-8)
Max Horz
2 =
-73(LC 13)
Max Uplift
2 =
-445(LC 8)
7 =
-445(LC 9)
Max Grav
2 =
1028(LC 1)
7 =
1028(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2012/1684, 3-4=-1693/1410,
4-5=-1581/1368, 5-6=-1693/1410.
6-7=2012/1684
BOTCHORD
2-11=-1449/1851, 10-11=-1057/1581,
9-10=-1057/1581,7-9=-1450/1851
WEBS
3-11=-395/509, 4-11=-246/361,
5-9=246/361, 6-9=-395/508
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; 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
3) Provide adequate drainage to prevent water
ponding.
4) Plates checked for a plus or minus 0 degree
rotaltion about its center.
5) This truss has been designed for a 10.0 psf bottom,
chord live load nonconcurrent with any other live
loads.
6) ` 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.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 445 lb uplift at
joint 2 and 445 lb uplift at joint 7.
LOAD CASE(S)
Standard
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(epydgh197016blRodTwsses•AathooyLlomhoili,P.E. Reptaloolonafthisdoromeet,inany form, isprohibited w*whemirtinpermission from A•IRoof frusses•Anthonyf.lamhofli,P.I.
:J
R
Job
Truss
Truss Type
Qty
Ply
68444
A04
Hip
1
1
A0243057
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.920 s Aug 312016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue Apr 25 11:21:23 2017 Page 1
ID:15evE3m?m EmN ESyg O UyQA7zP Dq?-Tdrbnoe kk8Tnkm Fkcan09 EMX_JVK8bJ h?XUZ IGzNC WA
1-0-0 9-0-0 17-4-0 26-4-0 27 4-q
1-0-0 9-0-0 B 4-0 9-0-0 1-0-0
4x6 =
4.00 F12
4x6 =
Dead Load Defl. = 1/4 in
4x4 =
1.5x4 11 3x6 = 1.5x4 11 4x4 =
9-M
17-4-0
26-4-0
9-M
8-4-0
9-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.96
Vert(LL)
-0.39
7-15
>802
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.79
Vert(TL)
-0.59
7-15
>539
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.13
Horz(TL)
0.09
5
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
Matrix -MS
Wind(LL)
0.26
9-12
>999
240
Weight: 91 lb FT = O%
LUMBER -
TOP CHORD 2x4 SP No.2 `Except*
T2: 2x4 SP M 30
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 5-1-10 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide-
REACTIONS. (lb/size)
2 =
1028/0-8-0 (min. 0-1-8)
5 =
1028/0-8-0 (min. 0-1-8)
Max Horz
2 =
61(LC 12)
Max Uplift
2 =
-459(LC 8)
5 =
-459(LC 9)
Max Grav
2 =
1028(LC 1)
5 =
1028(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1976/1456,3-4=-1812/1466,
4-5=-1976/1456
BOT CHORD
2-9=-1211/1804, 8-9=-1208/1812,
7-8=-1208/1812, 5-7=-1211/1804
WEBS
3-9=0/331, 4-7=0/331
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; 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 8: MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6)' 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.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 459 lb uplift at
joint 2 and 459 lb uplift at joint 5.
LOAD CASE(S)
Standard
wn6R•nxlnwreSklJMr.Yre'id iggf tiL5S3('s'.illi').5fr3r1I,7YstG7tMICR(71Tau-rerX?urecnulwu;lr� inJr6rip pR:prnMrul u'ernftis frnree9JlUnrur(N:'JwltN knaJLrulem,Pf.lfurn sic!td¢e nl. iekue]erbe afNn¢e1Cfl,erlr
IsrT.kr rpwssSmkeselUr!< n4rdt nlJrnsO:s Fq w(u,5iemlh rgi> 0lsolosoJiM+grouuwrcgawlddrfr�.:sindumnrigrapn:rtft¢N;ftlnndhsuy'rTm:IgNNutkJggedJ,ut¢IIFL ruemp nunrens,IMhrmlout:rdsfE%. Anthony T. Tombo 1I1, P.E.
neluAhsimstm mJ6i�:sJ is ae inpn-vLryA6sOnq S+Cm'slAwuei esednhe ta7fmlgage,oRe nAerizlGlO4Re lIX¢/raLad�:7Gryoh nlJnl. rlx gpnddfirfl0.et vJfiMrud6r loss,(rdlC�gluilny+lage,vslr"eun¢Iknns sid;k4rnslnsn9dfd. �80083
Ztd laentt!.0r.IDCrdrt'1 cn nlpx:f rr el nelriSq G:}arlSishlsfiizdrn{16U1e16.1N IJIflNSiG errdeerei ixpasd pgsu. Inl defimftrngnu38Ns alhersdlL•1nnUeipn,Tnss Critr fq nn uilnuVmfiarreynlsn- 4451 St. Lucie Blvd.
In¢wnldehedlJltNaRlgrldlplalnn:glJrlp;mlilydlellM6nDn:nGai¢silsE7rftrkimgOngx+,nLnsssntzErsimr.ofnrh:ldlq.la¢Jatlndlwasmrslr8rdsnn' Fort Pierce, FL 34946
(oppighe020166-iRaal6ossas-WasyLTomb III, P.E. Repioduuianaphisdomment;inany form, isprohiEitedwithouffhow1hrenparminiaafrom 6dRoalbosses-AnshonyLTanboIII, P.L
Truss
Truss Type
qty
ply
;684�44
A05G
Hip Girder
1
1
A0243058
Al P—f 7r.— a r:,,.e oto.,.-
=t gdonc .,,...:.......,..,......_
___
___
Job Reference (optional)
3x8 =
a .- .•.--�•w•• ,...�,. �.aw a ..ug a u iu ruu!. o.ucu s
ID:15evE3m?mEmNESvc
3x4 = 5x10 MT20HS=
J-E Gu i u mi I eK Inousmes, inc. I ue Apr 25 11:21:24 2017
3x4 =
Dead Load Dell. = 112 in
3x8 =
LOADING(psf)
SPACING-
2-0-0
CS'.
DEFL.
in
(loc)
I/deft
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.76
Vert(LL)
-0.37
9
>853
360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.79
Vert(TL)
-0.87
9-10
>363
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr
NO
WB 0.44
Horz(TL)
0.21
6
n/a
n/a
BCDL 10.0
Code FBC2014frP12007
Matrix -MS
Wind(LL)
0.52
9
>610
240
Weight: 110 lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30 *Except'
T2:2x4SIDM31
BOT CHORD 2x4 SP M 31
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-8-3 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 4 4 4 oc bracing.
WEBS
1 Row at midpt 4-10, 4-8
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
2050/0-8-0 (min.0-1-11)
6 =
2050/0-8-0 (min.0-1-11)
Max Horz
2 =
49(LC 8)
Max Uplift
2 =
-1098(LC 4)
6 =
-1099(LC 5)
Max Grav
2 =
2050(LC 1)
6 =
2050(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-5266/2760, 3-17=-5003/2682,
17-18=-5003/2682, 4-18=-5003/2682,
4-19=-5003/2683, 19-20=-5003/2683,
5-20=-5003/2683, 5-6=-5266/2761
BOT CHORD
2-10=-2560/4934, 10-21=-3181/6459,
21-22=-3181/6459, 9-22=-3181/6459,
9-23=-3181 /6459, 23-24=-3181 /6459,
8-24=-3181 /6459, 6-8=-2518/4934
WEBS
3-10=-463/1138, 4-10=1645/683,
4-9=0/531, 4-8=-1 645/682, 5-8=-462/1138
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=S.Opsf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18;'MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
7) • 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.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 1098 lb uplift
at joint 2 and 1099 lb uplift at joint 6.
9) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 201
lb down and 241 lb up at 7-0-0, 121 lb down and 139
lb up at 9-0-12, 121 lb down and 139 lb up at 11-0-12
, 121 lb down and 139 lb up at 13-2-0, 121 lb down
and 139 lb up at 15-3-4, and 121 lb down and 139 lb
up at 17-3-4, and 201 lb down and 241 lb up at
19-4-0 on top chord, and 398 lb down and 352 lb up at
7-0-0, 85 lb down at 9-0-12, 85 lb down at 11-0-12,
85 lb down at 13-2-0, 85 lb down at 15-3-4, and 85 lb
down at 17-3-4, and 398 lb down and 352 lb up at
19-3-4 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
10) 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=-54, 3-5=-54, 5-7=-54, 11-14=-20
Standard
Concentrated Loads (lb)
Vert: 3=-153(B) 5=153(B) 10=398(13) 9=67(B)
8=-398(B) 4=-121(B) 17=-121(B) 18=-121(B)
19=-121(B) 20=-121(B) 21=-67(B) 22=-67(B)
23=-67(B)24=-67(B)
e!,�E-renea fEEI!Emr;EnrEsruuONrErauEEmrrrmomersEosro@ rcrryiEerasmsutrmaEama,y.�,wnnne vm!na,tRnr,:r!ca�pevW@el@erE.lutem,rirhnnik!tdeew.Cdruft.mcddnee.M.It
IBLksmxV*.I sSAkosdUr@ePR'p4str. lsolmsenee Eqn!sL,fyrntifiry,r:@!sednagiGurgnsuss®ovreaedhep0aniril egn�!igrnpn4i�lo,trl!!god@esny!im;tq�.dtth:E�Dedl.W.M. Nit pnvy6ks, t�fnim4iue,sNilt'At Anthony � [II, P.E.
ndned R!Lnsa.gE.��tE!mraru!c�.jdtra„a,ac.!d!en.ddq!xn@!&Jfal Um.;ee,h3e udeddhe�@!IG nI@rinei�!Ifm3olzMRtl. hx!p:nddfie tODae ®tkll.ud@!L s!: hdstigkuiw, ss..1"a fdxtiu»d al Fny,t. 1 ".ward T.
8008
@!p;IfgOlA�eralu�+ea!r.t@ede!s9Nue:iDOnllaruauesed rrid.!eltleleufai G�{erslSt!ryldusdeullSQldE.kl it E!;od SSGmuk!r.!fN. rvsdpilexe. Mlefim@e ngnsSlnet nEktiadk!in!e0!r,ea,Uns k!n Ey!eeeeilnss ru.67m!;nhst
!steirh!&Fadlro(uamsgndgnh x!csg tyd puns inoh!A IM Err! Rs�n hE1m,s I! E.reetrJligOripyrLns$dm Gsn!a ofuy h:liby. Naradad tees m os rdlsdk7F1. 4451 St. Lucie Blvd.
(oPyrfRhs sD 2R1b A-1 Raaf Trusses-AaEhoayL Iomba III, P.E. Repradudian olthis doromaat, in ony form, is probilited withantthe wrinenpemissiao from 114 Roof Cusses-Ardany L Jumbo III, P.E. Fort Pierce, FL 34946
Job
Truss
Truss Type
Qty
Ply
A0243059
68444
A06
Hip
I
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
4.00
Run: 8.920 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek industries, Inc. 1 ue Apr 25 11:21:25 2017 1
IDA 5evE3m?mEmNESygOUyQA7zPDq?-POyLCUfGljVz3P7j?gUEfSuv6FTcHQ_SrzgM9z
17-4-n - • 1 26-4-0 274-0
4x6 = 5xB =
Dead Load Dell. = 3/16 in
'. 1.5x4 it 4x4
4x4 = 3x4 = 9 8 7
3x6 =
10-8-0
26-4-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.93
Vert(LL)
-0.11 10-13
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.55
Vert(TL)
-0.33 10-13
>397
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.92
Horz(TL)
0.01 14
n/a
n/a
BCDL 10.0
Code FBC2014lrP12007
Matrix -MS
Wind(LL)
0.1310-13
>999
240
Weight: 104lb FT=0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing,
Except:
8-0-6 oc bracing: 2-10.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation ouide.
REACTIONS. All bearings 15-8-0 except at --length)
2=0-8-0, 9=0-3-8.
(lb) - Max Horz
2= -61(LC 13)
Max Uplift
All uplift 100 lb or less at joint(s)
9 except 2=335(1-C 8), 7=-340(LC 9),
5=-232(LC 9)
Max Grav
All reactions 250 lb or less at joint(s)
9 except 2=659(LC 1), 7=928(LC 1),
5=397(LC 24), 5=388(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-817/698, 3-4=-6971737
BOT CHORD
2-10=-486/706
WEBS
3-10=-215/316, 4-10=-659/873,
4-7=-761 /751
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft;
Cat. 11; Exp C; 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 8: MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) • 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.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 9 except (jt=1b) 2=335, 7=340, 5=232, 5=232.
LOAD CASE(S)
Standard
W=-"mm WA im. lit'AatxllMrsEur;enrlTRwrmOrars to-ssaeru!u'fxs f,;:¢wa1'n�, tandtc�t-rrns�t(rcerr.,nr innc:�ncr.�aiao- ranc:,na:.s.?(�soarf.um(a,sltatt4�e.sc r�r:a'..� tcet��emu,tcq
ui°dctex�r:ts.t hn:dtaAtlC2tehnFl.;:t6:ns:r„�5eaenytyt•FKSGt'xm(tAa:rs.ttmrlWnpnessna.:(t'c�zReac!risa3d.++,eedgrrpn:+�rkbei.utdsesiz�al(a»i!7br(matC6eth,,astrRtl.'.'nd:rysns rs;lnra�rr<e,sztrli, 3tnYoonyT.TomboIii.RE.
:dmdtltsGrl hrtnAid.. uarrr.FrEsi[e!r€d!Gst;�C'sst(ca6erudt;MahsAs3s;'� ,use! nod&t.It,te 4:rsiceMal is :t!�stl}tl. lrgpt(ddGtl teiu;§elt.0 d;t ifm..tim}k u},4an;;aH+xaedkrtatfkEl Cx(snagii:a;� 380083
atrzwsw;a�tt�mnr.:Z�rrntaaetro-etFar ,� �(rdecr��a rs tnauita�tctaq=.rltes�o((day!amrr�ete,tru csst(e!ra: tan�,cr�tm(rtr,,t ttia�r.� earrau�,m,(etx 4451St. LucieBlvd.
dvwufifi:01.(aa' V'dga 4"1!talm'swrtheili IIt LmsOlfl;1F[jzf�l:ial[k(i.It�1;:IfI;iYep r�35 SrSF!WF[SittHdN1FGSCj, A®LLr�V ltth!L^bl6ii dalPN. Fort Pierce, FL 34940
LopyrilkiQ2d16A-Iloollmses-Am6oeyl.lom6oIII, F.E raptodattienofttisdotnmeot.inany farm, isprabibited.isbeatThe nritltnpermissionhomVPool lrasses-Am6enyl.lombaIII, r.E
Job
Truss
Truss Type
City
ply
68444
A07G
Hip Girder
1
1
A0243060
Al Roof Trusses, Fort Pierce,
FL 34946. desian(o�altruss.rnm
a. i„• a oon � e,a, nn,c
o.:_.. a
�.,.. _ ..._
Job Referenceo tional..
,.......,...._ . .
3x4 =
• ..y .. , �.. w rvn , en muuau ros, nre. , ue Apr " l I:zl:zb zUI /
I D:15evE3m?mEmNESygOUy0A7zPDq?-tCWjPggcl3rMbD_JHjl-jnt_4lWXPLjIBhVJDvt
Dead Load Defl. = 3/8 in
bxlz = 4x6 = 3x6 II
3x4 =
LOADING (psf)
TCLL 20.0
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCDL 7.0
Plate Grip DOL 1.25
Lumber DOL 1.25
TC 0.86
BC
Vert(LL)
0.52
8-10
>353
240
MT20 2441190
BCLL 0.0
Rep Stress Incr NO
0.83
WB 0.98
Vert(TL)
Horz(TL)
-0.55
0.05
8-10
6
>336
n/a
240
n/a
BCDL 10.0
Code FBC2014frP12007
Matrix -MS
Weight: 113 Ib FT = O%
LUMBER -
TOP CHORD 2x4 SP No.2 `Except`
T2: 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
W3: 2x8 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-9-10 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 4-9-1 oc bracing.
WEBS
1 Row at midpt 5-10
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
524/0-8-0 (min. 0-1-8)
10 =
2544/0-M (min.0-3-0)
6 =
941/0-3-0 (min.0-1-8)
Max Horz
2 =
-49(LC 32)
Max Uplift
2 =
-268(LC 4)
10 =
-1977(LC 4)
6 =
-896(LC 5)
Max Grav
2 =
525(LC 19)
10 =
2544(LC 1)
6 =
944(LC 20)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-583/243, 3-18=-344/529,
4-18=-344/529,4-19=-344/529,
19-20=-344/529,20-21=-344/529,
5-21=-344/529, 5-6=-2055/1951
BOTCHORD
2-11 =-1 88/497, 11-22=-199/525,
10-22=-199/525, 9-1 0=-1 801 /1945,
9-23=-1801/1945, 23-24=-1801/1945,
8-24=-1801/1945, 6-8=-1754/1899
WEBS
3-11=-168/478, 3-1 0=-1 223/713,
WEBS
3-11=-168/478,3-10=-1223/713,
4-10=-833/664,5-10=-2565/2351,
5-8=-757/845
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=S.Opsf; h=15ft;
Cat, ll; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; porch right exposed; Lumber DOL=1.60
plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) • 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.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 2=268, 10=1977, 6=896.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 201
ib down and 241 lb up at 7-0-0, 121 lb down and 139
b up at 9-0-12, 121 lb down and 139 lb up at 11-0-12
85 lb down and 127 lb up at 13-3-4, 85 lb down and
127 lb up at 15-3-4, and 85 lb down and 127 lb up at
17-3-4, and 165 lb down and 229 lb up at 19-4-0 on
top chord, and 398 lb down and 352 lb up at 7-0-0, 85
lb down at 9-0-12, 104 lb down and 146 lb up at
13-3-4, 104 lb down and 146 lb up at 15-3-4, and 104
lb down and 146 lb up at 17-3-4, and 428 lb down and
511 lb up at 19-3-4 on bottom chord. The
design/selection of such connection device(s) is the
responsibility of others.
9) 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=-54, 3-5=-54, 5-7=-54, 12-15=20
Concentrated Loads (lb)
Vert: 3=-153(F) 5=-117(F) 9=-98(F) 11=398(F)
4=-1 21 (F) 8=-428(F) 1 8=-1 21 (F) 19=-85(F)
20=-85(F) 21=-85(F) 22=-67(F) 23=-98(F) 24=-98(F)
IrmnT-Hew nmy!¢rz..rtu'1d r0:F Pit
110Py D.Ipt l7@1841kPlluall7fi0Yy'{Crr)H[5neveeWrrme h:irywyrµc9«,ut«ds'iramern«ea+�na.uTpk:;a9fle 1:1lar 1. rrttla l7,rf.reM �nmma, es,, e,4«afte.�x rnetnsr 2m.«�r tLTFe f9IDeQ1 �!«ts�ktfelW; Se TCCNIe Ii:L IIITIafaa�6rtga{�.sr:,,.arrgla!fg ne 3alpffiTrai ltnarzif ma«glartdMTaltaiafl«�mulrapaJuriwSt lrsyad�esirT'eTte<:Iq�n6e16aeJr,ecla lTs4 rale:gex„arG«t, IxtrtiuNeetc,faTilGm ' wnedksiuu9:wtlriff*SI,ReiniraalatdPwano,aa0.xt,eAsradgr;«deb7FclCa.'a,o3eariedrt6ell4ftelS(alfahllxYq,dralRl.tkeepmddfieNAetorfieNaetlfiri:s:lodetnTkt«lin,,IxeJe,esb`ena«iLmsesidle�«gmieliryel Anthonys.Tornbo111,P.E.
mrxyeeura,error.ss«r«:dmheTodrdxtT«nmalp�.ier«rsdmwa.�e;��«eisc.pL�:am;nsl�Te::<ltrrrwsttt.rrrrarrtlx�,�s.sl,ee.tnt��nnermra«vwandas«dt�trs,;us�s,T«s:�:ryeryseawTa,sna«n,wm 80083
Mavtaid9NH t (rzhmepatgn h v,@[a 7mirnk, Yr,heA In lm he« Ora« «E7rftr iatligaeUTaeerLass<rnea 6lma ofaT krlfv7. tll«tdmr!'aa: m rs ad«,l6: W. 445i St. Lucie Blvd.
ru ht92016 Ad loolhusses• Anthony T. Pampa ill, P.F. Repmdwtim aphis doromsat,in ao form, is rohihited whhoutibe mfntnptimissiuo hom Ad Raol6usses- Aothonyl. Yamho III, P.E. Fort Pierce, FL 34946
PY�9 Y P
Job
Truss
Truss Type
Qty
Ply
A0243061
68444
CA
Comer Jack
g
1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.920 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MlTek Industries, Inc. Tue Apr 25 11:21:26 2017 Page 1
I D:15evE3m? mEmNESygO UyQA7zP Dq?-tCWj Pggc13 rM b D_J Hj Ljnt_Gj WJALy 18h Vj DvbzN CW 7
-1-0-0 0-11-11
1-M 0-11-11
LOADING (psf)
SPACING-
2-M
CS1.
DEFL. in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.10
Vert(LL) -0.00
5
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.01
Vert(TL) -0.00
5
>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 FBC2014rrP12007
Matrix -MP
Wind(LL) -0.00
5
>999
240
Weight: 5 lb FT = 0%
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 or 0-11-11 oc
purlins.
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 quide.
REACTIONS. (Ib/size)
3 =
8/Mechanical
2 = 11810-3-0 (min. 0-1-8)
Max Horz
2 =
40(LC 8)
Max Uplift
2 =
-113(LC 8)
Max Grav
3 =
19(LC 3)
2 =
118(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; 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) 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.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 2=113.
tm', j•nns+e .'P a -N%I aanre ssrs ta; �esu i eM1s a e�xoin n rniou rserlue4;rt[�urer mn a rtren>. j, = mene:nl wn n mt rnnrn;j.wc bjPe war ary i. r�k m,et rr n, sk:t aeni t4 ar>an.ee cA ee Re l�.nh
PTAmmra:rines odlknedtxM1e iCGbhedd.ls eimsO Eeib±n[u,'.itaelryterye,�M1efMnasj ih;rt}rtscds m.nybardtit jtehsu.»I ee migtnjanitttj6;Qt/tojeel2e Sbj4 rtns rej'1'd s1�IC0ulj,nin RFI. TxGvjf eivmines,le!@jtu45114`.e�1'-dj Anthony T. Tomb, ltt, P.E.
and nedh;T:nslxaq klNxjlsde ncpetlSLrydd Orin, eeCneeo>alsmri yrdu M1e Wrq On:µe h5tumd dtitlPbrlxml rrlertlbtfiyteh n/RFi. ik enmddfirfirMrykdnrdtlrims;bbiiyknibj, dneie,bsle'enn ue lrnrr Jdlle QrnfjnsirJfid 480083
Mk:IfarCesiperstOmedtr.11lMnftlrd'uM1e7UCnlSerrtCiasul(7:e�f fdtklvr7Ey0cytaelSlehl6:zetim;rlSfljd6;laelrlFlnlS3GmrdntHlxiwdpM1rae.itjli�uslkngn trnlAM1ttdmelm;0:f?,�n,ins,k:gehy><nnnnm,dmnonn,nbss. 4451 St. Lucie Blvd.
enrtmirr�zilrerxnm.�eaynunex,ryc7p:nrsbnh:tikinn[xonej�ntlsrmkku�goenpu,nitntsrens:ujbend.yh:uop.mtyednernta;ueua�tdumt Fort Pierce, FL 34946
topjright-D20166dRoofLumas-lkshooyI.tomb,ill,P.E. RCIndUdINOf1hisdommo-nt,innnyform,isprobihhad whhoutiM1esninenpermissienhom6dAaofLossn-aethonrf.iemboIII, P.L
Job
Truss
Truss Type
Qty
Ply
68444
CJ3
Comer Jack
g
A0243062
Al R—F T--- 17—t Pi—
F! 'iAQAR .1—;....u,.,,........
_,....
---
Job Reference o tional
Kull.
ur m ID•15evE3m?mEmNESygOUyQA7zPDq?-MO45dAhEoNzDDNZWrQsyJ4XQbwl44PHHw9SnR2zNCW6
-1-0-0 2-11-11
1-0-0 2-11-11
2-11-11
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.15
Vert(LL) 0.01
4-7
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.16
Vert(TL) -0.01
4-7
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL) -0.00
3
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
Matrix -MP
Weight: 11 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-11-11 oc
purlins.
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 quide.
REACTIONS. (lb/size)
3 =
63/Mechanical
2 =
171/0-3-0 (min. 0-1-8)
4 =
36/Mechanical
Max Horz
2 =
72(LC 8)
Max Uplift
3 =
-54(LC 8)
2 =
-163(LC 8)
4 =
-36(LC 8)
Max Grav
3 =
63(LC 1)
2 =
171(LC 1)
4 =
49(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=15ft;
Cat. II; Exp C; 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) 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.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 3,4 except Qt=lb) 2=163.
LOAD CASE(S)
Standard
Wertur�Flen mroyk¢re.serau'f�l EOl;lTMSO�tlE1)elr�ilTiL'gdtaemafds(�SrOY-t4Ttr)i(LG:atlRifgi('hc rergl teilnlrtrtMatredWntteissmslt!Ip Omurp�WgtlegorLttxlrly;rEltMtt,T lke!tdee roc. Cequ Cmise tnitlnGe R4nl( .
WT!t=01Or' sokn'Wll TkBklt tit dsrTrnsbesrF hj=eQ.4ip,drhlsst?, ft rd nas Mnsrut.1, egbndgs{rfiessgatluSnntolrz:pmsitthfn xt/tnratlge W¢r1-i,;d!d.WTN"lf'W.tat.Nit;ql esvo(<tn ltr/nEud4ier4sahN!e[ Anthony T.T0r11b0III,P.E.
gull'erCssi�erolh#Jn,111.1sdriut4ID.1h PEimnlp'r-dtklnlly hcpeeelStthlhrzrtim(115�1si64sl It IN.1 SKlnrrlaedixf."pilaf. 1111 id-timsimbIri.Wdtod RlsnsOd'^Tnss rr..,nhrstnollrtssVmfiA.rn,Mns =80083
ramly lefsdltn Enaaagredgn W v!Cq 7dlrraa Indrti In Iro;sDrknh)mtr Is Etigrklliybtifatr,oLtnlydes h1Wen mn,•! tiul. NalMgs! L+a; rat rsdr5eel hTlFl. 4451 it. Lucie Blvd.
(a h1�7pldAdrool6assos-klhonClomboill,P.F.Itpodudiaaalibisdocument,inan form, is rohihited011001lEeWrittenpermissionfrom A-IpoafTiusses-AaabooyT.Tonbolfl,P.I. Fort Pierce, FL 34046
Pln9 Y r Y P
4"
Job
Truss
Truss Type
QtY
Ply
A0243063
68444
CJ5
Corner Jack
g
Job Reference o tional
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.920 s Aug 312016 Print: 8.020 is Aug 31 2016 MiTek Industries, Inc. Tue Apr 25 11:21:28 2017 Page 1
ID:15evE3m?mEmN ESygOUyQA7zPDq?-gbeUq WhsZg54gX8iP7NBsl4V DKG UpsWQBpCKzUzNCW5
1-0-0 4-11-11
1-0-0 4-11-11
M
0
"r
3x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.54
Vert(LL)
0.12
4-7
>476
240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.53
Vert(TL)
-0.07
4-7
>844
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2014frP12007
Matrix -MP
Weight: 17 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-11-11 oc
purlins.
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 quide.
REACTIONS. (lb/size)
3 =
114/Mechanical
2 = 241/0-8-0 (min. 0-1-8)
4 =
62/Mechanical
Max Horz
2 =
105(LC 8)
Max Uplift
3 =
-100(LC 8)
2 =
-217(LC 8)
4 =
-66(LC 8)
Max Grav
3 =
114(LC 1)
2 =
241(LC 1)
4 =
86(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=15ft;
Cat. II; Exp C; 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) 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.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 3, 4 except (jt=lb) 2=217.
LOAD CASE(S)
Standard
anbt-aesrnn�rmn ae �F Faz*lessis;5r:1Ft;�tau F!tasscuamans maou{uns'yuseoa:FeFwsrt�a F�nit:iy.prow,rw,ns re,n"s,F,<„a:�po�.��)nlmwytrub m,rt.Fr�:n,tsn,ea., w.cFrn asx=ive rndMme Feo.ny
wi.kca p,ltlr. �krseetx.x PCbk,dilselmsOs�htrseru,!Femt7(Ena tle:sFnaFb rgmmse,rgrye4n:lMry s n:b :yr-pw t t�uengn�m{ F :t au toonir,n nml Fkaspas,aren gtat rl�nx ��wt . AnthonyT. Tombo I11, P.E.
ntreel a.imsixeel4Mn isle eesrma6ryd0eCngNCnds eo@rrudr,ssnb:lw'rsy Cs.�a,b5e,erl,nsttisneM1e tt(dl"v lrllhifm!<deMlllF.Fleen:a�dhelCGntorfi:ll�adM1etrs; sdAigknLl.sbelais7.1!eanni knse s5tiletlensFmiuliYeJ r80083
' Ihbdf¢tMsig:rnl6z,an. tnntesuirnuer.7PrdSsrrttia;nerieeianAfsl:BSFrrgeal34hlinzefroo(ttSprdf:keelFFl;nlS7'Jernlaeraebrnsrdpitae.lit] 4451 St. Lucie Blvd.
rnRmri,ltre;wmrpneotnxricrsge�Fmzsmw:ttkFnssoecnUl�vess,Fnrtb�go<nqn,atimss!wmFrmaca'eqt:ttmr.m«Fednvlma;n:esat.nlsml. Fort Pierce, FL 34946
(oppigh -3 2616 A -I RaalBosses-AathucyT.limbo III, P.E Reprodurfin alibis document. is and tarm,is prohihicad whboutthe written ptrmissionfrom A -I Rooibosses-AethonyT. hobn'll, P.E.
Truss
Truss Type
Qty
ply
F68444
HR
Diagonal Hip Girder
4
A0243064
Al Roof Trusses. Fort Pierre-
PI a4ada rIn innrnl=1t.,,��
o.. . o _
Job Reference(optional)
- - -----•—••• S r ug o l cu eo r,,,,r. o.uze s Nug of zuib mi i eK inaustnes, Inc. Tue Apr 25 11:21:28 2017 Pagel
I D:15evE3m?mEmNESyg O UyQA7zPDq?-gbeUq WhsZg54gX8 iP7 N Bs l4YXKH M pmJ QBpCKzUzNCWS
'1'S 0 5-6-9 9-10-1
1-5
I 5-6-9
4-3-8
LOADING(psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
7.0
Lumber DOL
1.25
BCLL
0,0 '
Rep Stress Incr
NO
BCDL
10.0
Code FBC2014frPI2007
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-6-12 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 5-11-12 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
4 =
109/Mechanical
2 =
494/0-3-14 (min.0-1-8)
5 =
359/Mechanical
Max Horz
2 =
138(LC 4)
Max Uplift
4 =
-98(LC 4)
.2 =
-377(LC 4)
5 =
-333(LC 4)
Max Grav
4 =
109(LC 1)
2 =
494(LC 1)
5 =
359(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-11=-1032/824, 3-11=-987/819
BOT CHORD
2-13=-872/990, 7-13=-872/990,
7-14=-872/990, 6-14=-872/990
WEBS
3-7=-207/285, 3-6=-1044/920
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; porch left exposed; Lumber DOL=1.60 plate
grip DOL=1.60 ,
1.Sx4 II
5-6-9
9-1
3x4 =
CSI.
DEFL.
in
(loc)
Well
L/d
PLATES GRIP
TC 0.33
Vert(LL)
0.09
6-7
>999
240
MT20 244/190
BC 0.47
Vert(TL)
-0.09
6-7
>999
240
WB 0.40
Horz(TL)
0.02
5
n/a
n/a
Matrix -MS
Weight: 39 Ib FT = O%
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.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 Ib uplift at
joint(s) 4 except (jt=lb) 2=377, 5=333.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 36
Ib down and 54 Ib up at 4-2-8, 36 Ib down and 54 Ib
up at 4-2-8, and 61 Ib down and 106 Ib up at 7-0-7,
and 61 Ib down and 106 Ib up at 7-0-7 on top chord,
and 73 Ib down and 5 Its up at 1-4-9, 73 Ib down and 5
Ib up at 1-4-9, 16 Ib down and 53 Ib up at 4-2-8, 16 Ib
down and 53 Ib up at 4-2-8, and 37 Ib down and 91 Ib
up at 7-0-7, and 37 Ib down and 91 Ib up at 7-0-7 on
bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
8) 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: 1-4=-54, 5-8=-20
Concentrated Loads (lb)
Vert: 10=2(F=1, B=1) 11=-2(F=-1, B=-1)
12=-75(F=-37, B=-37) 13=-19(F=-10, B=-10)
14=-68(F=-34, B=-34)
antis-nneMey 11'*. Geva rue, rIF5S0rsa!a'o beau lub s tOcmncES tmrox{rur7}ar6751t�uEs1' mrn rnntmnp paaMrtue re,l ere, n�'srn,sh9pen.mrgp•J;admsmwr r. r„k m,u. rrt-err siersdu, m. Eel,n.ta.isr c,n[ n me t=o.rrir
fhieisxuAeslassisellksseesnd.,iadnksdtLeTr,;sdzetyn:fire.'.seml7rssim>esssinass@frynueiscia;estaasAar,,hs,i.n'a?+fief,e�asu'Islsd,/,ds,dSesbskr,n;[�n&IDPeAt,seelRl.Ikkdsssss,astse,,k2uswL9ess,saTseios'
.etssedfrrLnslumruifhsi,ae ere,7d6.0 .Q.mc.,ri,,A ini ssnste�ua,7,,,oa,,.n,ddii U A,Ixatikl,.Ir w.,h-ilrla. Tern-d0 itrye-r-q6:t[,,,r.0.rr,ss; �a,eigts.er�y v:r>r.ms,=etR,R[". rjrserx, , finf�A AnthonyT. Tombo ill, P.E.
Ise a,afos@dger¢l6Y fart. llirdes sA,aa&sDCN2eptt!iacn/sis'dur,Atkk7.Peso,wiutnlSxmlp,;itfijsdtefnesslq na s7Ur<rde,r.<sbrpr ds, lfsae. mliAm, 9,n ns�rm, nikeesd�hns0. rims M„ =80083
9 is.smndlmsd'ce,hdnu, ntm
,nevi„kradlrt tseeat,yedgni Henry Alsstiz,LLnSss. In ma De,:p Gs�a B rIAe rY:llus Pe,isxyaLrc kde¢ tg4u: Asssh:i/'ns, ylcged'ed'na; nsss Band ¢RFL 4451 St. Lucie Blvd.
(0 5s:974166d 9adLosses•AdhonyCTemho lll,P.F. Repmdodian ME$ document. in any form, is prohibited aithomAe mitten ptimissiea from A -I AaolTrasas-AethanyT. Tomho III, P.E. Fort Pierce, FL 34946
prr�9
ti
s'
Job
Truss
Truss Type
Qty
Ply
A0243065
68444
R
JACK -OPEN
10
1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@aitruss.com Run: 8.920 s Aug 31 2016 Print: 8.020 s Aug 312016 MiTek Industries, Inc. Tue Apr 25 11:21:29 2017 Page 1
I D:15evE3m?m Em N ESygOUyQA7zPD q?-InCs2siVJ_DxShjuyruQPVcfPjYgYJ ma NTxtVwzNCW4
-1-0-0 7-M
1-0-0 7-0-0
Dead Load Defl. = 3/16 in
30 =
7-M
7-0-0
LOADING (psf)
SPACING-
2-1-4
CSI. - .
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.58
Vert(LL)
-0.10
4-7
>843
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.78
Vert(TL)
-0.28
4-7
>301
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.00
Horz(TL)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2014frP12007
Matrix -MP
Wind(LL)
0.20
4-7
>424
240
Weight: 23 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
2-M oc puriins (6-0-0 max.)
(Switched from sheeted: Spacing > 2-0-0).
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
3 =
177/Mechanical
2 =
331/0-8-0 (min. 0-1-8)
4 =
88/Mechanical
Max Horz
2 =
146(LC 8)
Max Uplift
3 =
-136(LC 12)
2 =
-166(LC 8)
Max Grav
3 =
177(LC 1)
2 =
331(LC 1)
4 =
128(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=15ft;
Cat. II; Exp C; 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.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 3=136, 2=166.
7) Graphical purlin representation does not depict the
size or the orientation of the purlin along the top and/or
bottom chord.
LOAD CASE(S)
Standard
v.rthl-Flmu9nasll!mk. WA-1 lop! TIMSESIRLU 0311194.68 L Into In;If.Ift-Sh4d. res Ce6n axtt•Be Metw&e IGO,aIt
ihTtlwrdasxilkt<,Iwn<;Icultla.L lt�T�;on t :r(,.e,sl�,�er(�I� �Fa::�IM�m�ttyre:an.,n;ry tan�El nw,leE�:v��es:na tx tll�,dcesuPermcte� �netoD��ry.ntamI. r tnl,m.p.., �.ertln�t�incuw.sar Anthony T. Tombo llI, P.E.
ul nedn:sims6x sgh1lkrglsCe uspnLtlq Ab Onn,tra Onneuni.nnl ry,do nelulfvpOniae,h 5-4,0.t,i, ULN11C Ilk Irll7�kj,.h iTR�1. IQQ eirn.Idh.IDbnt.ryfsli.0 95, NtI' tali ilmg dsge,inh:elianlMna: sid'IeAx n:}rsshtlETd a 80063
' OeHOi�Cesipxrui DYt9n. IQulns91h ie ls:lp. nlBa PuStt;ed yaied'madtizhil6ryGc�eslSa4hKe,oetinl(S¢pl6:tetili"�.,lSdU e.,dnesldr7snd�itaxe.Iniiefnnfte ngrtu;�Tin nihtrcsei Inns Ompe,?ms h:ipigeeeeetinn8mfrtnu; pins. 445! St. Lucie Blvd.
.9m1vie6ssAlrlfxhaaryctgnhnuhrlietitthnhd.lieinaDeDnG7ar„hE7tlhirUiyaD�n,nLas;.ktleaL)xa�atgh!Ii4i.Nalede.i,se;mnail,dh�n. Fort Pierce, FL 34946
(opyri9ht�7�l6Adtoo(imss=s-IlrtfiocyLlanbolil,P.E. RznlodueiucalibisdommenT,inonyhtm,ispmhibitedwiThonTT6emirtenpe,missicehanAdFnalTmitzs-AnhonyMomboIII, P1,
Job
Truss
Truss Type
Qty
Ply
68444
RP
JACK -OPEN
4
1
A0243066
Al On,.i T., ....-.... C...� o:.......
yr o.�.� �--`--^—"---
-- ,. .. _"— —' ----
—' - —
Job Reference o tional
k(t
`i
'a v �ss.i-f f i Run: o.52rr s rug a s 20 ! o rnni: a.uzu s Aug 31 zu16 m 1 k Industries, Inc. Tue Apr 25 11:21:29 2017 Pagel
I D:15evE3m?mEmN ESygOUyQA7zPDq?-InCs2sVJ—DxShjuyruQPVcaPj2RYJmaNTxtVwzNCW4
-1-0-0 7-0-0
1-0-0 7-0-0
Dead Load De0. = 1/16 in
7-0-0
Plate Offsets (X,Y)— f2:0-10-14 0-1-41
LOADING(psf)
SPACING-
2-1-4
CS1.
DEFL. in (loc) I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.90
Vert(LL) 0.18 4-0 >453
240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.74
Vert(TL) -0.11 4-6 >753
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.00
Horz(TL) -0.00 4 n/a
n/a
BCDL 10.0
Code FBC2014ITP12007
Matrix -MP
Weight: 29 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SP No.2
6 Provide mechanical connection b others of truss
) (Y )
BRACING-
to bearing plate capable of withstanding 100 lb uplift at
TOP CHORD
joint(s) except Gt=lb) 3=123, 2=296, 4=122.
2-0-0 oc pur ins (6-0-0 max.)
7) Graphical purlin representation does not depict the
(Switched from sheeted: Spacing > 2-0-0).
size or the orientation of the purlin along the top and/or
BOT CHORD
bottom chord.
Rigid ceiling directly applied or 8-4-13 oc bracing
REACTIONS. (lb/size)
LOAD CASE(S)
3 =
141/Mechanical Standard
2 = 334/0-3-0 (min. 0-1-8)
4 =
119/Mechanical
Max Horz
2 =
147(LC 8)
Max Uplift
3 =
-123(LC 8)
2 =
-296(LC 8)
4 =
-122(LC 8)
Max Grav
3 =
141(LC 1)
2 =
334(LC 1)
4 =
146(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=15ft;
Cat. 11; Exp C; 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) 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.
Kraut-FI®sv Nnrytlrrer(er Cu'ili@Ci TI@iS3�SPd:E'}5EEIllliUlSEE@Ea;@@@sfafTUY laT3jt0:�atE@nY;Er lan.&:i�eesip pr_skrtutredm4rrs'w:fnrsCesip@rteusp@4;.vdRetstiaTLiuks fJ,P'_Eeseay lEettdrew. Ge4n aSmin rttela Ce ttD,n1/
Hlis"seemttsrrlehs thlikrseiln@tlppNkrd:t. lniros@:sip Ets�s{i.e,Sp:uF.pFFsiae::y heralnaryi6; ryrnauwsepto-vedll:irdmiraderSbnriyrefpaauEF.hbt M1x Nsfmd@tsieyh lrnt Eryitdvr MelU@nit,srlrtil41. I�1sdpm-srapisLlxtuiuW'ins, rw6Yw1 Anthony T. Tombo III, P.E.
Morel Ees Lrss lar Wsea3x;6Ileagnsu:liyd8e@ne,Ea Cnnre�austgrCer 4etallegb::pe,iale udeAAnr�Rr7xdlirlaulSrlGgnhullnI. IIeemsrd ttirID@uE�fielinrtltleinn; hdKm; kseltry slaye,unrferaal hn isMlEe 9e rtslmfgl@td 80083
' mt,ar�Wsigerxelra@rgr. NMss sd rNuneibC nllle srtC'resnlEakelesdnekidiy0cpes17ahirlderxelaeyE0f1Ee1Bstellr iRMSKl cardesrsl@rFaYdpisrn. iPFlidixsrk reryns3il3n Mharsdl>rLrs@ri7s,Tray R:yrEyaeaerlinrt6mh8nu, nhn 4451 St. Lucie Blvd.
d1rMlsutaNErs(Wrootpcdynunmrg ETo;llmoo hrrhsl. ik ina@esip Gganrh E@TBreriliy Ossipr,srLnssincahsbeadsryl�iling. ill:ryudnsluranu sse¢@redmmL Copyright91Q16A-0AeefTmsses-Arthocyi.iemhotil,P.F. Repiodurfianaphisdomment,inany form, isprohibited-4houtthemittenpermission from A-IRzOrusses-AmhonyT.TombaIll,P.E. Fort Pierce, FL 34946
r
JANUARY 17, 2017
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
TYPICAL HIP / KING JACK CONNECTION I 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.
Attach End Jack's
w/ (4) 16d Toe Nails "@ TC
& (3) 16d Toe Nails @ BC
Attach King Jack w/ (3) 16d Toe
,Nails @ TC & 24" Strap w/ (6)
1 Od x 1.5" ea. end @ BC
0
ti
ttach Corner Jack's
d (2) 16d Toe Nails
@ TC & BC (Typ)
isatar,�E�s�i<d;��: ��:etaoe�l�ia�;��a�r<rQaasr►ar�v,�s�,.i�;tvx;p+�'�wa�trdsur�r�+�����,Pdy�sa:,: to
',afssisiifzeit; iEitt�,c7 igwmdiTc'�,:jd,A etaidii TvTs,u(ey (rse�r.6b16rGtdu,3esyaraL�nt ha:rq�+d�lttjittia{ lJay?�sei�asri:ii t?::dn
;(dpju,di Ci.701b A�I Cidliicstiri %A:tkaey.T:lenS¢lld p,C: Rrptcderlue cil'ais daamtss, inae,hrm,is pr�:btddubm+ih rimm pemrssiac Siia kl Rcc
Attach Corner Jack's
w/ (2) 16d Toe Nails @ TC &
BC (Typ)
V,
January 17, 2017 I TYPICAL HIP / KING JACK CONNECTION I 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
772409-1010
Attach King and End Jack's
w/ (1) LSTA12 Twist Strap @ TC w/ (10)
10d Nails Min. Per Strap and (3) 16d
Toe Nails
NOTE: IN ADDITION TO STRAPPING
TOENAIL BOTH CHORDS OF CORNER
JACKS TO CARRYING MEMBER PER THE
FOLLOWING SCHEDULE:
2X4: (2) 16d.Toe Nails
2X6: (3) 16d ToeJNails
LSTA12 TWIST STRAP W/ MIN. (10:
MANUFACTURER'S RECOMMENDE
JACK/CORNER 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
HVHZ
L\
i
0
ti
Attach King and End Jack
w/ (1) HJC26 Hanger on BC.
Attach Cornea Jacks
w/ (1) LSTA12 Twist Strap @
\C and BC (Typ) w/ (10) 10d
Nails Min. Per Strap
�e m; sa uas w.gss aaus7ias t�igWs�paa imstfha Ell=dR14ft itlq114dW.,m dalat?li: ::
agLF,i._ 9epciot� sll4is daememi ino�ksa, ispaci6rteie8hovt d: rrnra peanissice heaA•[ 6ed�Goivi �RaNuryLTes.�i Cl; P.F.; �: i::
HIP OR KING JACK (TYP.)
FEBRUARY 17, 2017
r �
Joel.�;
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
ALTERNATE GABLE END BRACING DETAIL
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
Y-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
r 24' O.C.
STDTL03
2XG 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 (MIND.
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 END. ATTACH
\ DIAGONAL BRACE TO BLOCKING WITH
(5) - 10d 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 WIND 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' D.C.
- FOR WINO SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150
MPH CASCE 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.
UKAL
TRUSS
Amom
STRUCTURAL / AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING
'N
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 ❑ETAIL IS TO BE USED ONLY FOR/
STRUCTURAL GABLES WITH INLAYED
STUDS. TRUSSES WITHOUT INLAYED
STUDS ARE NOT ADDRESSED HERE.
jj� TRUSSSTANDARD GABLE /
v
FEBRUARY 17, 2017 STANDARD PIGGYBACK TRUSS STDTL04
CONNECTION DETAIL
THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WINO CONDITIONS:
ASCE 7-9B, 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
4451ST.LUCIE BLVD. LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS.
FORT PIERCE, FL 34946
772-409-1010 NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACEO 24' O.C. OR LESS.
PIGGYBACK TRUSS -
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL PIGGYBACK TRUSS INFORMATION.
SPACE PURLINS ACCORDING TO THE MAXIMUM
SPACING ON THE TOP CHORD OF THE BASE
TRUSS (SPACING NOT TO EXCEED 24' O.CJ
A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT.
ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 3' 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 LBS. AT EACH 3' X B' 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.
y
r
FEBRUARY 17, 2017
.ram
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
T72AO9-1010
SE
TRUSS
OF 10d
VALLEY TRUSS
(TYPICAL)
DETAIL A
TRUSSED VALLEY SET DETAIL - SHEATHED
GABLE END,
COMMON TRUSS, OR
GIRDER TRUSS
GENERAL SEPCI_FICATIONS:
STDTL05
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' D.C. MAXIMUM) AND SECURE
TO BASE TRUSSES AS PER ❑ETAIL '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.
BASE TRUSSES
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05:146 MPH
WIND ❑ESIGN PER ASCE 7-10: 160 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSURE C
WIND ❑URATION OF LOAD INCREASE:1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24' O.C. (BASE AND VALLEY)
MINIMUM REDUCED DEAD LOA❑ 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.
FEBRUARY 17, 2017
A-1 ROOF TRUSSES
4451 ST.LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TRUSSED VALLEY SET DETAIL
GABLE END,
COMMON TRUSS, OR
GIRDER TRUSS
STDTL06
GENERAL P CIFI ATIONS
I. NAIL SIZE = 3' X 0.131' = 10d
2. W000 SCREW = 3' WS3 USP OR EQUIVALENT.
DO NOT USE DRYWALL OR DECKING TYPE SCREW.
3. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND SECURE
PER DETAIL 'A'.
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING
EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY
TRUSS SPACING.
S. NAILING DONE PER NOS - 01.
7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C.
tl
11
11
11
11
11
II
II
11
11
-__T__
II
11
Ii
II
I---
,1
jj
__
II 11
11 11
___
11
11
II
11
1
11
II
II
11
II
11
11
11
II
11
11
11 11
11 �I
11
Ij
11
Ij
11
11
II
II
11
11
11
II
11
tl
11
1
11
1j
VALLEY
TRUSS
BASE TRUSSES
li
(TYPICAL)
CO
p I2 VALLEY TRUSS
(TYPICAL)
SEE DETAIL 'A'
BELOW (TYP.)
SE
TRUSS
OF 10d
GABLE ENO,
1MON TRUSS, OR
GIRDER TRUSS
WINO 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 6/12
CATERGORY II BUILDING
EXPOSURE C
WINO 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 WS3 (1/4' X 3')
WOOD §CREWS INTO EACH BASE TRUSS.
(NO SHEATHING) N.T.S.
I
FEBRUARY17,2017 I TRUSSED
(HIGH WIND VELOCITY) AIL I STDTL07
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD,
FORT PIERCE, FL 34946
772-409-1010
ATTACH 'v
TRUSSES WITIF
WIN❑ DESIGN PER ASCE 7-98,/
WIND DESIGN PER ASCE 7-10:
MAX MEAN ROOF HEIGHT = 30 FI
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREi
MAX TOP CHORD TOTAL LOAD =
MAX SPACING = 24' O.C. (BASE AND VALLEY)
SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST
BE DESIGNED WITH A MAXIMUM UNBRACEO 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.
NON -BEVELED
BOTTOM CHORD
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE
APPLIED TO EITHER FACE.
CLIP MAY BE
APPLIED TO THIS
FACE UP TO A NON -BEVELED
MAXIMUM 6/12 PITCH BOTTOM CHORO
CLIP MUST BE APPLIED
TO THIS FACE WHEN
PITCH EXCEEDS 6/12
(MAXIMUM 12/12 PITCH)
FEBRUARY 17, 2017
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
STANDARD GABLE END DETAIL
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
W/IOd NAILS, 6' O.C.
VERI
STUD
SECTION 9-8
T72-409-1010 I TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
DIAGONAL BRACE 4' - 0' O.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA.
STDTL08
VERTICAL
2X6 SP OR SPF
STUDW2X4
#2 DIAGONAL
BRACE
(4) - 16d
NAILS16d
NAILS
SPACED 6' O.C.
(2) IOd NAILS
INTO 2X62X6
SP OR
SPF #2
2X4 SP OR
SPF #2
HORIZONTAL
NAILED TO
RTICALS
SECTION A -A
W/(4) - IOd NAILS
12 PROVIDE 2X4 BLOCKING BETWEEN
QTHE FIRST TWO TRUSSES AS NOTED.
VARIES TO COMMON TRUSS
* TOENAIL BLOCKING TO TRUSSES
WITH (2) - IOd NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - IDd NAILS
(4) 8d NAILS MINIMUM, ROOF
3X4= PLYWOOD SHEATHING I SHEATHING
2X4 STO SPF BLOCK
9c
v
DIAGONAL BRACING L - BRACING REFER
REFER TO SECTION A -A TO SECTION B-8 24' MAX.
/
NOTE:
/
1.
MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
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' 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
2X6 DIAGONAL 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. OIAG. BRACE
IOd NAILS.
9.
DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1 /3 POINTS
TRUSSES. IF NEEDED
10.10d
AND 16d NAILS ARE 0131'X3.0' AND 0131'X3.5' COMMON WIRE NAILS
HORIZONTAL BRACE
11.
RESPECTIVELY.
SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12
(SEE SECTION A -A)
BY SPIB/ALSC.
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 #31 STUD
12' O.C.
3-8-10
5-6-11
6.6-11
11-1-13
2X4 SP #31 STUD
16' O.C.
3-3-10
4-9-12
6.6-11
9-10-15
2X4 SP #31 STUD
24' O.C.
2-8.6
3-11-3
5-4-12
8-1-2
2X4 SP 42
12' O.C.
3-10-15
5-6-11
6-6-11
11-8-14
2X4 SP #2
16' O.C.
3-6-11
4-9-12
6-6-11
10-H
2X4 SP #2
24" O.C.
34A
3-11-3
6-2-9
9-3-13
DIAGONAL BRACES OVER G' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. ❑IAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO
BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE
WITH IOd NAILS G' O.C., WITH 3' MINIMUM END DISTANCE. 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.
END WALL
,7
y
I
FEBRUARY 17, 2017 T-BRACE / I -BRACE DETAIL I STDTL09
WITH 2X BRACE ONLY
..............:
NOTES:
T—BRACING / I —BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING
IS IMPRACTICAL. T—BRACE / I —BRACE MUST COVER 90% OF WEB LENGTH.
w!
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
2X4 OR 2X6 OR 2X8
10d
6" O.C.
NOTE: NAIL ALONG ENTIRE LENGTH OF T—BRACE / I —BRACE (ON
TWO—PLY TRUSSES NAIL TO BOTH PLIES)
\\ \ NAILS
BRACE SIZE FOR ONE -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
2X8
2X8 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
2X8
2X8 T—BRACE
2X8 I —BRACE
T—BRACE / I —BRACE MUST BE SAME SPECIES
AND GRAOE (OR BETTER) AS WEB MEMBER.
NAILS
WEB
NAILS
I -BRACE
1( NAILS
WEB
T-BRACE
SECTION DETAILS
FEBRUARY 17, 2017
LATERAL BRACING RECOMMENDATIONS
` r
STDTL10
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2X6 '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
--- ....-...--....... *e! 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, FL 34946 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 (2) - 10d SCAB WITH (3) - 10d r
TO TOP CHORD NAILS (0.131' X 3') NAILS (0.131' X 3'). I ATTACH TICS TO VERTICAL 10d WEB WITH 3)
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRONGBACK
USE METAL FRAMING
ANCHOR TO ATTACH
TO BOTTOM CHORD
TRUSS
ATTACH TO VERTICAL
WEB WITH (3) - 10d
NAILS (0131' X 3')
ATTACH 2X4 VERTICAL
TO FACE OF TRUSS.
FASTEN TO TOP AND
BOTTOM CHORD WITH
(2) - 10d NAILS (0.131'
X 3') IN EACH CHORD
ATTACH TO VERTICAL
SCAB WITH (3) - 10d
NAILS (0.131' X 3')
Gfal➢
DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' -u0' LONG SCAB
CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0131' X 3')
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) -
10d NAILS (0.131' X 3') STAGGERED AND _EQUALLY SPACED (TO BE USED ONLY
WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL).
ATTACH TO CHORD
WITH (2) #12 X 3'
WOOD SCREWS
(0.216' DIA.)
INSERT SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (DO NOT
USE DRYWALL TYPE SCREWS)
.00KING
Y OTHERS)
tp
a _{
FEBRUARY 17, 2017
A-1 ROOF TRUSSES
4461 ST. LUCIE BLVD.
FORT PIERCE. FL 34946
772-409-1010
LATERAL TOE -NAIL DETAIL
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 END 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 THE LESSER VALUE OF THE TWO
SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
TOE -NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
DIA
SP
OF
HF
SPF
SPF-S
.131
88.0
80.6
69.9
68.4
59.7
z
.135
93.5
85.6
74.2
72.6
63.4
0
J
.162
108.8
99.6
86.4
84.5
73.8
Ni
128
74.2
67.9
58.9
57.6
50.3
0
Z
O
J
.131
75.9
69.5
60.3
59.0
51.1
to
.148
81.4
74.5
64.6
63.2
52.5
N
h
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 1.15:
3 (NAILS) X 845 (LB/NAIL) X 1.15 (DOL) = 291.5 LB MAXIMUM CAPACITY
ANGLE MAY
VARY FROM
30' TO 60'
45.00'
ANGLE MAY
VARY FROM
30' TO 60'
STDTL11
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW.
VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY.
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°
:.s
FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL I STDTL12
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
THIS DETAIL SHALL BE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
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 END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE BASEO ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION.
TOE -NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL)
DIA.
SP
DF
HF
SPF
SPF-S
0
.131
59
46
32
30
20
z
O
J
.135
60
48
33
30
20
Lfl
.162
72 -
58
39
37
25
J
2
F_
0
.128
54
42
28
27
19
z
Z
O
J
.131
55
43
29
28
19
W
.148
62
48
34
31
21
J
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
J
M
.148
57
44
31
28
20
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE
FOR WIND OOL OF 1.33:
3 (NAILS) X 37 (LB/NAIL) X 133 (OOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
FOR WIND DOL OF 1.60:
3 (NAILS) X 37 (LB/NAIL) X 1.60 (OOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LEIS (177 LBS) BUILDING
DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
*** USE (3) TOE -NAILS ON 2X4 BEARING WALL
*** USE (4) TOE -NAILS ON 2X6 BEARING WALL
NEAR SIDE
FAR Sl
SIDE VIEW
IE
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
END VIEW
L
NAIL
NAIL
I
FEBRUARY 5, 2016
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
I.0x4
TYP 2x2 NAILER ATTACHMENT I STDTL13
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
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TYPICAL ALTERNATE BRACING DETAIL
FO EXTERIOR FLAT GIRDER TRUSS
(4) 12d
TRUSS 2411 O.C.
UPLIFT CONNECTION
(SEE ROOF TRUSS)
EXTERIOR FLAT
GIRDER
12
VARIES
STDTLI4
(4) 12d
MAX 30" (2'-6")
2x6 #2 SP (Both Faces)
24" O.C.
SIMPSON HS
n
FEBRUARY 17, 2017
■■.�..
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15
DAMAGED OR MISSING CHORD SPLICE PLATES
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK
X
(INCHES)
MAXIMUM FORCE (LBS) 157 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"
r3657
5485
3346
5019
2829
4243
2898
4347
* DIVIDE EQUALLY FRONT AND BACK
ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF
THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (.131' DIA. X 3')_
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN
THE MAIN MEMBER. USE A MIN. 3' MEMBER 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
s
TRUSS CONFIGURATION
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO
THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT
AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE).
DO NOT USE REPAIR FOR JOINT SPLICES
NOTES:
1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR
DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE
TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN
THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF
SUPPORTING THE LOADS INDICATED.
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR
AND HELD IN PLACE DURING APPLICATION OF REPAIR.
3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID
UNUSUAL SPLITTING OF THE WOOD.
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY.
G. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
FEBRUARY 11, 2017 1 SCAB APPLIED OVERHANGS I STDTL16
...................
I
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
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
11111r*5
1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF 10d COMMON WIRE NAILS 048' OIA. X 3') SPACED G' 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 TO BE USED
WHEN OVERHANG HAS BEEN BROKEN OFF.
IMPORTANT
THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 409 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