HomeMy WebLinkAboutTruss Engineering:�'A
Am
4451 ST. LUCIE BLVD
FORT PIERCE, FL 34946
PH: 772-40010
FX: 772-4015
www.A1Tru &Lc,-,o m
TRUSS ENGINEERING
BUILDER: COASTAL C D
PROJECT: MEDINA RESIDENCE
COUNTY: ST LUCIE
LOT/BLK/MODEL: MEDINA RESIDENCE
JOB#: 69329
MASTER#: B50083
OPTIONS: NO OPTIONS
'=
RE: Job 69329
Site Information:
::;:Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
,,,,,These truss designs rely on lumber values established by others.
A-1 Roof Trusses
4451 St Lucie Blvd
Fort Pierce, FL 34946
Customer Info: COASTAL CONSTRUCTION AND DESIGN, INC. Project Name: MEDINA RESIDENCE
Lot/Block: Model:
Address: SITE 50 WATERSONG, ST. LUCIE COUNTYIbdivision:
City: County: St Lucie State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City:
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading
Conditions):
Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 8.0
Wind Code: ASCE 7-10 Wind Speed: 180 MPH
Roof Load: 46.0 psf Floor Load: 0.0 psf
This package includes 47 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
A0080012
A01
8/22/17
13
A0080024
B03
8/22/17
25
A0080036
D03
8/22/17
2
A0080013
A03
8/22/17
14
A0080025
C01
8/22/17
26
A0080037
FG01
8/22/17
3
A0080014
A04
8/22/17
15
A0080026
CO2
8/22/17
27
A0080038
FG02
8/22/17
4
A0080015
A05
8/22/17
16
A0080027
CO3
8/22/17
28
IAOOS0039
HA
8/22/17
5
A0080016
A06
8/22117
17
A0080028
CA
8/22117
29
A0080040
HJ4
8/22/17
6
A0080017
A07
8/22/17
18
A0080029
CJ16
8/22/17
30
A0080041
HJ5
8/22/17
7
A0080018
A08
8/22/17
1 19
A0080030
CAT
8/22/17
31
A0080042
HJ56
8/22/17
8
A0080019
A09
8/22/17
20
A0080031
CJ3
8/22/17
32
A0080043
HJ5T
8122/17
9
A0080020
A10
8/22/17
21
A0080032
CJ36
8/22/17
33
A0080044
HJ7
8/22/17
10
A0080021
All
8/22/17
22
A0080033
CJ5
8/22/17
34
A0080045
J2
8/22/17
11
A0080022
I B01
8/22117
23
A0080034
D01
8/22/17
35
A0080046
AA
8122117
12
IA0080023
I B02
8/22/17
124 IA0080035
D02
8/22/17
36
A0080047
J4
8/22/17
The truss drawing(s) referenced have been prepared byMTek Industries, Inc. under mydirect supervision based on the parameters provided byPr1 RoofTrusses, 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 forthe truss components shown.
The suitability and use of components forany particular building is the responsibility of the building
designer, perANSIrrPt•1 Sec. 2.
The Truss Design Drawing(s)(TDD[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 characterof thework.
The design criteria therein have been transferred to Anthony Tombo III PE by [Al Roof Trusses orspecific
location]. These TDDs (also referred to at times as'Structural Delegated
Engineering Documents) are specialty structural component designs and maybe part ofthe projects
deferred or phased submittals. Asa Truss Design Engineer (Le, Specially
Anthony T.
Engineer), the seal hereand on the TDD represents an acceptance of professional engineering
responsibirdyforthe design ofthesingle Truss depicted on the TDD only. The Building Designeris
responsible forand shall coordinate and review the TDDs for
compatibirdywith theirwritten engineering requirements. Please review aIITDDs and all related notes.
Page 1 of 2
4- A a ROOF
'TRUSSES
A FLORIDA CORPORATION
RE: Job 69329
No.
Seal #
Truss Name
Date
37
A0080048
J5
8/22/17
38
A0080049
J56
8/22/17
39
A0080050
J7
8/22/17
40
A0080051
HP
8/22/17
41
A0080052
MG01
8/22/17
42
A0080053
T01
8/22/17
43
A0080054
T02
8/22/17
44
A0080055
T03
8/22/17
45
IAOOBO056
T04
8/22/17
46
A0080057
T05
8/22/17
47
A0080058
VM2
8/22/17
48
STDL01
STD. DETAIL
8/22/17
49
STDL02
STD. DETAIL
8/22/17
50
STDL03
STD. DETAIL
8/22/17
51
STDL04
STD. DETAIL
8/22/17
52 1
STDL05
STD. DETAIL
8/22/17
53
STDL06
STD. DETAIL
8/22/17
54
STDL07
STD. DETAIL
8/22/17
55
STDL08
STD. DETAIL
8/22/17
56
STDL09
STD. DETAIL
8/22/17
57
STDL10
STD. DETAIL
8/22117
58
STDL11
STD. DETAIL
8/22/17
59
STDL12
STD. DETAIL
8122117
60
STDL13
STD. DETAIL
8/22/17
61
STDL14
STD. DETAIL
8/22117
62
STDL15
STD. DETAIL
8/22/17
63
STDL16 I
STD. DETAIL
8/22/17
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
These truss designs rely on lumber values established by others.
Page 2 of 2
Job
Truss
Truss Type
Qty
Ply
A0080012
69329
A01
Attic
12
1
Job Reference o tional
All Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue Aug 22 14:46:00 2017 Page 1
I D:G27o Ws H RMde6juvea bF W9 mymgG O-j nAmYQgrbh 5eMzaS B7sB4 KyMdOKPj m3zgPXH D lyl HAL
2-4-0 7-1-0 11-10-0 16-0-0 20-2-0 24-11-0 29-8-0 32-0-0
2.4-0 4 9-0 4-9-0 4-2-0 4-2-0 4-9-0 4-9-0 2-4-0
5x6 =
7.00 F12
6
2x4 11 2
28 2x4 II
4x6 i 5
3
7
46
4x4 r- 4
8 44
3 6x8 �i
20
2
9
6x6 i
5
1.5x4 11
s \ W
T
1
6x6
2
4
o
vt
10
W2
8-0-8
1
N
19
18 17 16
15 14
13
12
3x4 i3x6 11
3x8 - 5x6 =
2x4 11
3x8 =
3x6 113x4
2x4 II
2-0-0
x6
524-11-0
32-0-0
2-0-0
7-1-0 11-10-0
20-2-0
29-8-0
-0
30A-0
2-0-0rr
4-9-0
8-0-0
4-9-0
4.9-0
0
0-0-0
2-M
Dead Load Deft. = 1/8 in
Plate Offsets (X Y)— [2:0-2-12 0-3-12] [3 0-1-12 0-2-0] [9'0-1-12 0-2-0] [10'0-2-12
0-3-12] [12:0-4-4 0-1-8] [19:0-4-4 0-1-8] [21:0-3-0,0-3-0] [22:0-3-0,0-3-0]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES 'GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.33
Vert(LL) 0.31 16-18 >999 240
MT20 2441190
TCDL 16.0
Lumber DOL 1.25
BC 0.90
Vert(TL) -0.36 16-18 >921 180
BCLL 0.0
Rep Stress Incr YES
WB 0.96
Horz(TL) 0.04 12 n/a n/a
BCDL 10.0
Code FBC2014/TPI2007
Matrix -MS
Attic -0.12 15-16 804 360
Weight: 262 Ito FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 `Except`
W1: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-7-8 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
JOINTS
1 Brace at Jt(s): 20
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
12 =
1589/0-8-0 (min. 0-2-2)
19 =
1589/0-8-0 (min. 0-2-2)
Max Horz
19 =
-590(LC 10)
Max Uplift
12 =
-797(LC 13)
19 =
-797(LC 12)
Max Grav
12 =
1800(LC 21)
19 =
1800(LC 20)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-255/76, 2-3=-2467/1308,
3-4=-700/141, 4-5=-603/157,
5-27=-925/450, 6-27=-857/506,
6-28=-857/506, 7-28=-925/450,
7-8=-603/157, B-9=-705/141,
9-10=-2467/1308, 10-11=-255/76
BOT CHORD
18-19=-474/602, 17-18=-838/2076,
16-17=-838/2076,15-16=-841/2079,
14-15=-838/2076,13-14=-838/2076
WEBS
20-21=-2077/1377, 20-22=-2077/1377,
15-22=-206/681, 7-22=-746/600,
9-13=-280/353, 10-13=-1090/1897,
WEBS
20-21=-2077/1377, 20-22=-2077/1377,
15-22=-206/681, 7-22= 746/600,
9-13=-2801353, 10-13=-1090/1897,
10-12=-2249/1549, 6-20=-114/269,
16-21=-208/682, 5-21=-746/600,
3-18=-288/361,2-18=-1090/1897,
2-19=-2249/1549, 3-21 =-1 92611374,
18-211=-950/468, 9-22=-1926/1374,
13-22=-944/459
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=T.60 plate grip DOL=1.60 -
3) 150.01b AC unit load placed on the top chord,
16-0-0 from left end, supported at two points, 5-0-0
apart.
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) Ceiling dead load (5.0 psf) on member(s). 20-21,
20-22
8) Bottom chord live load (40.0 psf) and additional
bottom chord dead load (0.0 psf) applied only to room.
15-16
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 12=797, 19=797.
10) ATTIC SPACE SHOWN IS DESIGNED AS
UNINHABITABLE.
LOAD CASE(S)
Standard
acti!r-il:!s!tl!nq!¢— u:'FE IO:f DussOt's'.�0' nlram !!7Hs 5 eWo!nCS msmu'IGF,Y)1fe6cn'tr[aulkrlun tnCphdp pvruhn nd:e;l o�'el;e3i! lnn EesipeEneu9{I�; mlm 4minrcnzG!2,rf.leiuea;s Sin!Edre nv. L'r!!u mtnalu rctN m Re IEO.:Jt
Nit!Er�tt's:!!ehss�l!!sIt" W. Cult;d:t Of, Tm:1rya2td!ah:sOUu!r.nin iFl-L if:taryo nuaien+.lxirzpud4nsu umsuef Anthony T. Tombo ill, P.E.
N nl ti l;rnss far�ltitlxl lsCe rtspusiklmddrt Cnet,PnOrn+s una¢t!!ystinn:kigap Oa:�er,o3e uAedalt@!�ftt R(WlsUxip:l(irg!dtulirlL Os eg,:raldutnU e!®dfi!NntEN!rr,!;kdelighuTay!Isge,ictc:enani knm dil!h4n!pmuairyel ai 80083
' ntu�wsige a OYMn.ERtsttsuitd'nlulDOnlixpweeinlnu!hesd ele0tn(tepenlS£elrlAnxewll5¢rd6:klhlRM 6Llenesn::lExrrrdttilaxttFFideS: @titsrnua7 e:glhneiAlklnS;o-sp ,rnssMrin atn!:nn!sumtNu,n!m gg515t. Lucie Blvd.mEevutitiasdWs;xnMegedory!iew;,rs iyul patiesmAa!!.1'minalh!!a[apsn is FgrBe EliugDesllmt.auas 4:t:s 6iGn ofegM!IIbr. Ellajcde!lL zsmndeM1nlrciRl. Fort Pierce, FL 34946
(opyligM-02016A-IRoatflnssas-Aethonyf.1-mba!%P.E. Rgeduriamalibis donmoniAnanyhim, isplobibifedsrilbousthesnitfenpelmissian[Tom A-IRoof flusus-AnhonyLlombeIII, P.E.
Job
Truss
Truss Type
Qty
Ply
69329
A03
Roof Special
5
1
A0080013
Al o,.,.a•T-..,...,.,.�__v__._._.._.__
._ _ ___
Job Reference o tional
63-U— a i n uaa.wr I (curt o.02u s Aug a 12u I o rnnc a.u2u s Aug 31 2u16 MI I ek industries, Inc. Tue Aug 22 14:46:01 2017 Pagel
ID:G27oWsHRMde6juveabFW9mymgGO-Bzk8imhTM_EVz69ekgNQcYU UAojzSDp6v3HglkylHAK
2-4-0 4-7-8 10-3-12 16-0-0 18-0-8 23-10-4 29-8-0 32-0-0
2-4-0 2-3-8 5-8-4 5-8-4 2-0-8 5-9-12 5-9-12 2-4-0
5x6 =
7.00 12
21 20 3x8 = i5 14 13 12
3x4 :�- 2x4 11 2x4 11 48 = 3x6 113x4
21 �_9_18 — 19-00 — 32-"
2-. 16-0-01
18-0-8 23.10-0 29-8-8 340-0
2i -0�r3-& 11.4-8 ' 2.0.8 i-0-8 4.9-12 5-9-12 0
Dead Load Defl. = 114 in
LOADING(psf)
SPACING-
2-0-0
CS1.
DEFL.
in (loc)
I/dell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.54
Vert(LL)
-0.17 17-18
>999
360
MT20 244/190
TCDL 16.0
Lumber DOL
1.25
BC 0.68
Vert(TL)
-0.45 17-18
>727
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.86
Horz(TL)
0.10 12
n/a
n/a
BCDL 10.0
Code FBC2014ffP12007
Matrix -MS
Wind(LL)
0.09 15
>999
240
Weight: 261 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2 *Except*
B2,85: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
W1: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-11-10 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
6-0-0 oc bracing: 18-20
10-0-0 oc bracing: 14-16
WEBS
1 Row at midpt
5-18, 5-17, 6-17
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
21 =
1503/0-8-0 (min. 0-1-12)
12 =
1487/0-M (min.0-1-12)
Max Horz
21 =
-590(LC 10)
Max Uplift
21 =
-881(LC 12)
12 =
-889(LC 13)
Max Grav
21 =
1509(LC 19)
12 =
1487(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-304/145, 2-3=-2249/1067,
3-4=-2787/1476, 4-5=-2688/1494,
5-6=-2318/1534, 6-7=-2331/1589,
7-8=-2553/1699, 8-9=-2596/1678,
9-10=-2402/1482
BOT CHORD
1-21=-181/348, 3-18=-833/806,
18-26=-1071/1986, 26-27=-1071/1986,
17-27=-1071/1986, 16-17=-725/1589,
BOT CHORD
1-21=-181/348, 3-18=-833/806,
18-26=-1071/1986, 26-27=-1071/1986,
17-27=-1071/1986, 16-17=-725/1589„
7-16=-353/502
WEBS
2-21=-1888/1049,18-21=-611/760,
2-18=-1251/2143,5-18=-578f742,
5-17=-1039/884,6-17=-1113/1755,
7-17=-908f743, 13-16=-827/1533,
9-16=-225/304, 9-13=-698/552,
10-13=-1083/1654, 10-12=-2201/1706
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
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, with BCDL =
10.0psf.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 21=881, 12=889.
LOAD CASE(S)
Standard
9etiey Flnuthnrgt¢rteev Gu9I IDDF st4;56!SPlEi,ON T.0 dmsDmCsiNS;ONt"In )U0161[D151.Inn lndplefryrp7y8ur.1.1eahuwtnsC.q. DrsvirsRDC,oaltlrem.y1.M.M,P.F.E!IemxffaslAnenn. L'elrn aYav4"Vd. Re TED,alt
ILTrksoavnuyhtrs!4111:ueffarle iDCakN.f. ssalnss6es.m firmer{ee,SFrnq[rplenln!sMnosylD9rgmxehuscapnmedtl=rrss;siudastller®yrnya:il�W; Se tayodf7e sny'!tm;ie3faalnii!IDDatt,uin iF4l. ISehsipeumrrcet, iaiier urFBieas, w7eL:d( --
' ut es:Nsys inns Sr mp4iE4uisCr menu:IDrddOnr.,t Unds aArrndeyemnpeLilfar D:agn,aDr whmdtir Di,@elx ulrie CrelkelsigreG.ntlril.Esteipone',IirID6nlnyfi!8nenilrEms;adHiyEenl�,chy!.ustE:r6nntk!!sioD Eerie n!ye!sli3R♦d Anthony T. Tombo Ill, P.E.
nero3fo'WugnndLeatln. stlemn ss!ravPclDOn/Dzynninsnl piteli!uNt#rN:tiryG eslSahhldaxrkaQtSliyrlk.4tIEIRnISIG mentcer.!etarE!a�Enfr:e.1FFI eaSeesDeeegns„iltin us(etiesNo!LnsD.KiEar,inn er!iC6FneeutnseVmhmre6nlns .' 180083
atsnvise feFmssiya ( nonsge:drynC vntmlydl ernes inrh!d Iir rn;tDrr;pe [span is [DI Be 6a 6ierDnl}ar,wLasssttlen6puw o!apknli!y. LI alndRe! Inns near d¢fin1rt841. 4451 5t. Lucie Blvd.
Foi!r r9ht02016 A-1 Aootfrosses-AmhonyT.Tom-6niff,F.F.&tRodurion of this dommem,inonyform, isprohi6'tled whhoutrhe wrineoptrmission from A4 poefTross=.s-AmhonyL Tom4o HI, P.F. Fort Pierce, FL 34946
Job
Job
Truss
Truss Type
Qty
Ply
A0080014
A04
Hip
1
1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 312016 MiTek Industries, Inc. Tue Aug 22 14:46:02 2017 Page 1
ID:G27oWsHRMde6juveabFW9mymgGO-fAl Wy6i571 MMbGjrlYuf9il geC4QBeRG8j0OHAylHAJ
2d-0 4-7-8 i 9-12 i 15-0-0 17-0-01&0-13 2340-4 i _ 29-8-0 , 32-0-0 i
2-3-8 9-5-2-4 2-0-0 -0- 5-9-12 5-9-12 ' 2-0-0 '
7.00 12 5x6 ::� 5x8
12" C9
Io
22 21 'u 3x8 = 16 15 14 13
3x4 i
� 2x4 115x8 = 2x4 11 4x8 = 3x6 11 x�
24g(6 =4-7-8 19-0-8 32-M
i 2-M i 3-7-8 15-0-0 17-0-01W 23-10.4 29-8-03q-0 0
2-M 1.3-8 104-8 2-N -0-0 4-9-12 5-9-12 ow•-u
Dead Load Defl. = 1/4 in
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 0.49
Vert(LL)
-0.13 18-19
>999
360
MT20 244/190
TCDL 16.0
Lumber DOL
1.25
BC 0.60
Vert(TL)
-0.36 18-19
>914
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.96
Horz(TL)
0.09 13
n/a
n/a
BCDL 10.0
Code FBC2014ffP12007
Matrix -MS
Wind(LL)
0.08 16
>999
240
Weight: 270 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2 `Except'
B2,B5: 2x4 SP No.3
WEBS 2x4 SP No.3 `Except'
W1: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-2-5 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing. Except
6-0-0 oc bracing: 19-21
10-0-0 oc bracing: 15-17
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
22 =
1503/0-8-0 (min. 0-1-12)
13 =
1487/0-8-0 (min.0-1-12)
Max Horz
22 =
-555(LC 8)
Max Uplift
22 =
-871(LC 12)
13 =
-878(LC 13)
Max Grav
22 =
1503(LC 1)
13 =
1487(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-303/144, 2-3=-2141/1051,
3-4=-2616/1420, 4-5=-2525/1436,
5-6=-2289/1598, 6-7=-2068/1529,
7-8=-2647/1948, 8-9=-2419/1704,
9-10=-2462/1684, 10-11=-2347/1520
BOT CHORD
1-22=-181/346, 3-19=-735/718,
18-19=-111511940, 17-18=-499/1179,
8-17=-527/474
WEBS
2-22=-1839/1073,19-22=-583/718,
2-19=-1209/2020, 5-19=-532/720,
5-18=-965/808, 6-18=-404/731,
WEBS
2-22=-1839/1073, 19-22=-583/718,
2-19=-1209/2020, 5-19=-532/720,
5-18=-965/808, 6-18=-4041731,
14-17=-813/1449,10-17=-260/281,
10-14=-638/541, 11-14=-1114/1600,
11-13=-2138/1721, 7-17=-815/1067,
7-18=-268/404
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. Il; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 8s 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 100 lb uplift at
joint(s) except (jt=lb) 22=871, 13=878.
LOAD CASE(S)
Standard
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at Heel b:aimstxmtleilfellstle:nPnsiTla(dea O.sr.,DeC+elroAlui:degrCn R:IaHup Onpn,h4e udedd6e�tle 8tulhe loulbifignksetfitl Qe epmddtie fC¢utgfi:Limdtleims; tdeGgf¢selul, dege,uskeecanlEmnstdlhtlersspmrdd(d. s80083
' tleBr,Irug¢!sigermeha^enlallledessdrdielklDCnl¢ePscSnseelrr•eefnellvte¢felkrpeedSde¢Iduxen,aQOQpdE:&1111PIrdSiUeriAremeixinadpikxe.lPFlid'ms@engns lonnikttesdlt:loss¢:s:zs,lnn¢rm(wxnnnilnssu�e:k¢nss,n(ns 4451 St. Lucie Blvd.
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(opyrig51 � 1014 Fd Ruol trusses-Ilrahos'y l.lumha lll, P.E. Repradodiaa d this dommeA in my form, is prohMad whbou ibe mfien permissiea fsam A I Reaf Lossas-Arabooy i.lamhdll, P.F.
Job
Truss
Truss Type
Qty
Ply
69329
A05
Hip
1
A0080015
�JobReferenccr
(optional)
..I Kom -fusses, ruu Pierce, rc ovevo, oesign@ajiruss.com Run: 8.020 s Aug 31 2u1b Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue Aug 22 14:46:03 2017 Page 1
ID:G27oWsHRMde6juveabFW9mymgGO-7MsvASikucUDDQl1 sFPuhzarmcRQwCiPMNmxgdylHAI
7-1-11 13-0-0 19-0-0 24-10.5 32-M
7-1-11 5-10-5 6-0-0 5-1IS 7-1-11
5x6 :—� 5x6 zz
Dead Load Defl. = 1/8 in
3x4 i 6x6 = 3x4 = 4x6 = 3x4 = 6x6 = 3x4
32-M
( 2-0-0 214f0 13-0-0 19-0-0 2"-0
• [-u-u uww 10-8-0 a-tsn
Plate Offsets (X,Y)—[2:0-0-2,0-1-01,[3:0-1-12,0-2-01 [6:0-1-12 0-2-01 [7:0-0-2 0-1-01
[9:0-3-0 0-4-8] [13.0-3-0 0-4-8]
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 0.47
Vert(LL) 0.28 12-13 >999 240
MT20 2441190
TCDL 16.0
Lumber DOL 1,.25
BC 0.49
Vert(TL) -0.37 12-13 >881 180
BCLL 0.0 '
Rep Stress Incr, YES
WB 0.52
Horz(TL) 0.04 9 n/a n/a
BCDL 10.0
Code FBC2014/TPI2007
Matrix -MS
Weight: 223 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
W1: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-6-11 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 7-3-8 oc bracing.
WEBS
1 Row at micipt 3-13, 6-9
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
13 =
147210-8-0 (min.0-1-12)
9 =
1472/0-M (min.0-1-12)
Max Horz
13 =
-482(LC 10)
Max Uplift
13 =
-861(LC 12)
9 =
-861(LC 13)
Max Grav
13 =
1472(LC 1)
9 =
1472(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-351/36, 2-3=-404/175,
3-4=-2001/1579, 4-5=-1846/1548,
5-6=-2001/1579, 6-7=-404/175,
7-8=-351/38
BOT CHORD
1-13=0/298, 12-13=-1002/1509,
11-12=-660/1126, 10-11=-660/1126,
9-10=-1002/1509,8-9=0/298
WEBS
3-12=-490/462, 4-12=-139/422,
5-10=-139/422, 6-10=-490/463,
3-13=-1922/1731,2-13=-622/695,
6-9=-1922/1731, 7-9=-622/695
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf-, BCDL=5.Opsf; h=30ft;
Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
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, with BCDL =
10.Opsf.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 Ito uplift at
joint(s) except Qt=lb) 13=861, 9=861.
LOAD CASE(S)
Standard
I
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1ATitortoremit$!t4dlkHlfiX'k¢j@CY1lIt'vl.d5.rR1SOC:3Fq�Yi12.SrttRhr'FFruC''j$et�eagra;rgmmsmtctrdas�urrsdetkudCriimlylCraldThh'$trL�tllktbrleUeS:terildn$er@@edr,luniiFl.fsialpmtbraet,i�t�radorle,maaor j Anthony T.iomboIII, P.E.
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$st+ilgg!upxtrt6�alAn.111utesstiMulelD@tdD:xr:fiasedpaelnaerfxteiWiiGcpslicehldnxel"ca¢(fQrdfi!lellrrAnlS(Gntekeref$! sdQidare.ISFledna$trtsrna3ih5ernitrsietAt�Lar.@:s. s,ibn�:ip6rieaMrrrss@sremn;nim
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(opyright0201AA-1Roolfrones-Anthonyf.TerhoIII, P.LRtarodurtionaphisdoramem.inany form,isprohibited wirbouribewritten phrmisianfrom A -I Roof busses-Anthony1.lemba111,pl. FortPlerce,FL 34046
Job
Truss
Truss Type
Qty
Ply
A0080016
69329
A06
Hip
1
1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue Aug 22 14:46:03 2017 Page 1
ID:G27oWsH RMde6juveabF W9mymgGO-7MsvASikucUDDQl l sFPuhzamCcRCw9TPMNmxgdylHAl
2-4-0 i 11-0-0 19-a-0 21-0-0 29$-0 i 32-9 0 e
' 2-4-0 8-8-0 8-8-0 1-4-0 8-8-0 2-0-0
5x8 =
3x6 II 5x6 =
Dead Load DeO. = 1/16 in
3x4 i 3x6 II
4x4 —_
46 =
6x6 =
3x6 II 3x4
44 =
32-0-0
i 2-0-0 2
11.0.0
19-0-0
21-0.0
29.8.0
3U-0 i
2 -0-0 0%
8-8-0
8.8-0
1-0-0
'8A-0
0 2-0-0
Plate Offsets (X,Y)— [1:0-0-12,Edge], [2:0-2-12,0-4-8], [3:0-5-0,0-3-0], [4:0-4-0,0-1-8],
[5:0-3-0,0-3-4], [6:0-2-12,0-4-8], [7:0-4-0,0-4-12],
[8:0-3-12,0-1-8], [10:0-3-0,0-4-8),
[13:0-4-4,0-1-8]
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TIC 0.82
Vert(LL)
0.13 12-13
>999
240
MT20 244/190
TCDL 16.0
Lumber DOL
1.25
BC 0.51
Vert(TL)
-0.12 8-9
>991
180
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.72
Horz(TL)
0.01 8
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
Matrix -MS
Weight: 230 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
W1: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-9-9 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 7-0-3 oc bracing.
WEBS
1 Row at midpt 3-10, 6-9
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
13
1054/0-8-0 (min. 0-1-8)
10 =
1142/0-8-0 (min. 0-1-8)
8 =
748/0-8-0 (min. 0-1-8)
Max Horz'
13 =
408(LC 11)
Max Uplift ,
13 =
-760(LC 9)
10 =
-1555(LC 9)
8 =
-626(LC 13)
Max Grav
13 =
1054(LC 1)
10 =
1149(LC 23)
8 =
992(LC 20)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-259/512, 2-3=-1185/1612,
3-4=-926/527,4-5=-926/527,
5-6=-899/406, 6-7=-379/139
BOT CHORD
1-13=-562/447, 12-13=-716/556,
12-18=-913/607, 11-18=-913/607,
10-11=-913/607, 9-10=01486,
8-9=-245/523, 7-8=-245/523
WEBS
2-13=-1721/1578,2-12=-444/481,
WEBS
2-13=-1721/1578,2-12=-444/481,
3-12=-947/291, 3-10=649/1746,
4-10=-651/738, 5-9=-79/362,
6-9=-222/550, 6-8=-1430/1088
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch 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
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, with BCDL =
10.Opsf.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 13=760, 10=1555, 8=626.
LOAD CASE(S)
Standard
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feeMvixfixel;mtmmmfged1;nanma U di pmes1 W.of1—usislgmxfi,:,rnfk:mf;od;.e e7—S!fffs Ef(ma d."yWliq All MUM In; ffe fsao9e14,111.
Fort Pierce, FL 34946
(mppight 2416A-IReollfessus-AnthooyLiunholll,P.E Reptaduftionafthisdofmmeat,13anyfatm,ispfohaiiedrifhoutdowiittenpermissionfrom AdNanftmsses-�rahonyF.Faman'fI,P.F.
P,
4
69329
A07 l Hip
1 I 1
A0080017
usses, rur[ rlerce, rL 64a4b, aeslgnLaitruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 312016 MiTek Industries, Inc. Tue Aug 22 14:46:04 2017 Page 1
ID:G27oWsHRMde6juveabFW9mymgGO-cYQHNojMfvc4gatDQzx7EA6 X?kMfa8Zb1WM3ylHAH
2-4-0 9-0-0 14-4-14 19 8-0 23-0-0 29-8-0 32-0-0
2-4-0 6-8-0 5 4-14 5-3-2 3-4-0 6-8-0
5x6 7::� 3x4 2x4 11 5x8 — Dead Load Defl. =1/8 in
= —
3 4 5 s
N
cp
,l1
a
N
to
""' � 3x6 II 4x8 = 06 = 6x8 = 4x4 = 2x4 II 3x4
2-0-0
LOADING(psf) SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 16.0 Lumber DOL 1.25
BCLL 0.0 ' Rep Stress Incr YES
BCDL 10.0 Code FBC2014/TPl2007
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
WI: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 cc
puriins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 cc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
14 = 959/0-8-0 (min. 0-1-8)
11 = 1402/0-8-0 (min.0-1-10)
9 = 583/0-8-0 (min. 0-1-8)
Max Horz
14 = 334(LC 9)
Max Uplift
14 =-907(LC 9)
11 =-1434(LC 9)
9 =-460(LC 13)
Max Grav
14 = 961(LC 23)
11 = 1402(LC 1)
9 = 677(LC 20)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-828/1758, 3-4=-821/1716,
6-7=-412/223
BOT CHORD
13-14=-465/389, 13-19=-560/408,
19-20=-560/408, 12-20=-560/408,
11-12=-560/408,10-11=-34/504
WEBS
2-14=-1307/1814, 2-13=-1003/490,
3-13=-292/157, 4-13=-792/278,
4-11 =-792/1711, 5-11 =-328/478,
6-11=-603/289, 6-1 0=-1 0/322,
7-1 0=-1 88/405, 7-9=-988/753
CSI.
DEFL.
in (loc)
I/defl
L/d
TC 0.59
Vert(LL)
0.2711-13
>772
240
BC 0.70
Vert(TL)
-0.1611-13
>999
240
WB 0.89
Horz(TL)
-0.01 11
n/a
n/a
Matrix -MS
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch left
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
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, with BCDL =
10.Opsf.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 14=907, 11=1434, 9=460.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 231 lb FT = 0%
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wT,te�ar>tm,stidlmaNaraeTranlut.trseTnssD hFaupz,SFanepEy :reuSul"mjmnln:use,cgraedoep,eal,alnsn:vagr_pmaaryt stapxme,myeTm;lglNnoeFDDedNatnF.Thtrl�nu®fie cmFmrouuktisat AnthonyT.Tombo1I1,P.E.
Ntir it
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4451 St. Lucie Blvd.
I
Copyright � 2DI6 A�I Raarprassas-ACihany LTam5a III,P.E, Reprodoriian alibis darumeat, in toy farm, is psnhiEitzd xnhout iM1e vnittenpesmissieo from A -I daai frussCs-Act6ony T. i:m90 Ill; P.E. Fort Pierce, FL 34946
i
Job
Truss
Truss Type
Qty
Ply
A0080018
69329
A08
Hip Girder
1
1
Job Reference o tional
Al Roof Trusses, Fort Pierce, FL 34946, design@altmss.com
5x8 -
7.00 12
Run: 8.020 s Aug 312016 Print: 8.020 s Aug 31 2016 MITek Industries, Inc. Tue Aug 22 14.46.05 2017 F
I D:G27oWsHRMde6iuveabFW9mymgGO-41_fbBk_QDkxSkSQzgSMnOf9fPAcO3DighF2uV,
6x6 = 3x56 11
Sx8 =
4
5x6 G T
2
1
1 5x6
7
10
�W4
15 14 28 29 l3 30 31 12 32 33 11 34 35 10 9•
3x4 i 3x6 II 3x4 = 3x4 = 4x6 = 7x10 = 3x4 = 2x4 II 3x4
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/de0
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
125
TC 0.63
Vert(LL)
0.10 13-14
>999
240
MT20 244/190
TCDL 16.0
Lumber DOL
1.25
BC 0.32
Vert(TL)
-0.09 13-14
>999
180
BCLL 0.0 *
Rep Stress Incr
NO
WB 0.71
Horz(TL)
-0.02 9
n/a
n1a
BCDL 10.0
Code FBC2014/fP12007
Matrix -MS
Weight: 228lb FT= 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
W1.W5: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 5-10-4 oc bracing.
WEBS
1 Row at midpt 4-11
MITek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quicle.
REACTIONS. (lb/size)
15 =
1069/0-8-0 (min.0-1-8)
11 =
1843/0-8-0 (min. 0-3-0)
9 =
575/0-8-0 (min. 0-1-8)
Max Horz
15 =
261 (LC 7)
Max Uplift
15 =
-1504(LC 5)
11 =
-3037(LC 5)
9 =
-603(LC 9)
Max Grav
15 =
1281(LC 43)
11 =
2546(LC 43)
9 =
753(LC 41)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1333/1657, 3-20=-1122/1549,
20-21=-112211549, 21-22=-1122/1549,
4-22=-1122/1549, 4-23=-428/406,
23-24=-428/406, 24-25=-428/406,
5-25=428/406, 5-26=4281406,
26-27=428/406, 6-27=428/406,
6-7=-538/447
BOT CHORD
14-15=-355/307, 14-28=-1519/1226,
28-29=-1519/1226, 29-30=-1519/1226,
13-30=-1519/1226, 13-31 =-1 552/1270,
BOT CHORD
14-15=-355/307, 14-28=-1519/1226,
28-29=-1519/1226, 29-30=-1519/1226,
13-30=-1519/1226,13-31=-1552/1270,
12-31=-1552/1270, 12-32=-1552/1270,
32-33=-1552/1270, 11-33=-1552/1270,
11-34=-257/454, 34-35=-257/454,
10-35=-257/454
WEBS
2-15=-1250/1310, 2-14=-1408/1192,
4-13=-275/272, 4-11=-1832/2370,
5-11=-759/983, 6-11=-858/894,
6-1 0=-1 18/329, 7-10=-290/399,
7-9=-700/628
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. II; Exp D; 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
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) 15=1504, 11=3037, 9=603.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 369
lb down and 444 lb up at 7-0-0, 261 lb down and 235
lb up at 9-0-12, 261 lb down and 235 lb up at 11-0-12
, 261 lb down and 235 lb up at 13-0-12, 261 lb down
and 235 lb up at 15-0-12, 261 lb down and 235 lb up
at 16-11-4, 261 lb down and 235 lb up at 18-11-4,
261 lb down and 235 lb up at 20-11-4, and 261 lb
down and 235 lb up at 22-114, and 369 lb down and
444 lb up at 25-0-0 on top chord, and 435 lb down
and 224 lb up at 7-0-0, 122 lb down and 47 lb up at
9-0-12, 122 lb down and 47 lb up at 11-0-12, 122 lb
down and 47 lb up at 13-0-12, 122 lb down and 47 lb
up at 15-0-12, 122 lb down and 47 lb up at 16-11-4,
114 lb down and 47 lb up at 18-11-4, 63 lb down and
47 lb up at 20-11-4, and 63 lb down and 47 lb up at
22-11-4, and 294 lb down and 224 lb up at 24-11-4 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=-72, 3-6=-72, 6-8=-72, 1-8=-20
Concentrated Loads (lb)
Vert: 3=-101(B) 6=-101(B) 14=95(B) 10=95(B)
20=-56(B) 21 =-56(B) 22=-56(B) 23=-56(B)
24=-56(B)25=-56(B) 26=-56(B)27=-56(B)
28=-11(B)29=-11(B)30=-11(B)31=-11(B)
32=-11(B)33=-11(B)34=-11(B)35=-11(B)
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mnwvk:lrrrRlxmcxemepetgn�n yal µ+les l„ar>i to rm,Drrwrsex+urer6eun an ,,allarsFms•F,j6v�o!egkutr*F. of mjedW!.; o,ms 018d zml. Fort Pierce, FL 34946
(o h:02016A-IRodbusses-klhon l.tonba ill, P.L Re-todmlian al this domment, in ao him,is robithed witboutlbe mitten enoissiaalrnm A -I Reofbosses-Aot600 f.lamhaiil; P.E.
FYA9 � Y r Y P P Y
Job
Truss
Truss Type
Qty
Ply
69329
A09
Common
1
1
A0080019
Job Reference o tional
Ruue i russes, Pon Pierce, FL 34946, aesignCwaitruss.com Run: muzu s Aug 31 2u1ti Print: B.U20 s Aug 31 2016 MiTek Industries, Inc. Tue Aug 22 14:46:06 2017 Page 1
ID:G27oWsHRMde6juveabFW9mymgGO-YxY1 oUIcBXso4u1 cXNzbJbCFGpU27UTr2L—bQxylHAF
16-0-0 24-7-15 32-"
8-7-15 8-7-15 7-4-1
5x8 II
7.00 12
Dead Load Defl. = 1/8 in
2x4 II
2
N 1
4x6 i
7x6 i 4
3
4
3
4x6
6 7x6
7
2x4 11
8
9 N
I�
I
c
14
13 19
12 20
11
10
3x4 i,�- 6x6 =
3x4 =
4x6 =
3x4 =
3x4
6x6 =
32-M
f 2-0-02�4A
11-0-0
20-7-12
29-0-0
30-0-0
' 2-0-00�4'-0
9-0-0 �
9-3-8
9-:
0 -02-M
Plate Offsets (X,Y)—[2:0-3-14,0-1-0],[3:0-3-0,0-4-4]
[7:0-3-0 0-4-41 [8:0-3-14 0-1-0]
[10:0-3-0 0-4-81 [14:0-3-0 0-4-8]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.90
Vert(LL)
-0.11 11-13
>999
360
MT20 244/190
TCDL 16.0
Lumber DOL 1.25
BC 0.43
Vert(TL)
-0.21 11-13
>999
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.83
Horz(TL)
0.05 10
n/a
n/a
BCDL 10.0
Code FBC2014ITP12007
Matrix -MS
Wind(LL)
0.09 11-13
>999
240
Weight: 230 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
W1: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 7-0-15 oc bracing.
WEBS
1 Row at midpt 3-14, 7-10
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
14 =
1472/0-M (min. 0-1-13)
10 =
1472/0-8-0 (min. 0-1-13)
Max Horz
14 =
590(LC 9)
Max Uplift
14 =
-897(LC 12)
10 =
-897(LC 13)
Max Grav
14 =
1513(LC 19)
10 =
1513(LC 20)
FORCES. (lb) -
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-346/39, 2-3=-257/109,
3-4=-2427/1599, 4-5=-2353/1639,
5-6=-2353/1639, 6-7=-2427/1599,
7-8=-257/110, 8-9=-346/39
BOT CHORD
1-14=-21/336, 13-14=-1069/1835,
13-19=-417/1156, 12-19=-417/1156,
12-20=-417/1156, 11-20=-417/1156,
10-11=-1069/1835,9-10=-21/336
WEBS
5-11=-407/713, 7-11=-661/668,
5-13=-407/713, 3-13=-661/668,
3-14=-2457/1859, 2-14=-479/495,
7-10=-2457/1859,8-10=-479/495
WEBS
5-11=40W713,7-11=-661/668,
5-13=-407/713, 3-13=-661/668,
3-14=-2457/1859, 2-14=-479/495,
7-1 O= 2457/1859, 8-10=-479/495
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.0psf; BCDL=5.Opsf; h=30ft;
Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
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, with BCDL =
10.0psf.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 14=897, 10=897.
LOAD CASE(S)
Standard
a�1-nett atRt(eitlttY. nt as lo.: trm�s; s<uu ; s(E3u t:Eus s r�zumoes (rs!au-ESE:rluers;EesuElrrola tl,mietan�TlERtRa aEitnt ttc;I ERRct!I;tURYbl�ILk"j OSet lFhRr E.IKfi Ev; P �.Il12flLt SiNtEAL't t!L GIIEIt@iflxlft filtl tl Gt lL6,tiI(
17dtitGmtltrllmsfMllkt!et!o?S[TCCttlndt lslimsOtw-•s Egsee[,,Siritl7fEgL:.a!xluz7i[d,'rtsmukmtrgtmeitae{rtkssintlu(itrhlmpgBtpb:ltriptlLkfhy'eTrt:EefalMtt AelDDtdf,u(RIrF1.Cxe<sipnaRMrcs,ltetas:ttlltiwc Rihl�q Anthony T. Tombo III, P.E.
W tud th;T1-I.mgiei(4ts h nertlERliY:llyddt e.Rr,trtO.RisMtratfgtmndt iseftq De�ge,h3t ntteddiStOvhl lSaE orbRll:ntRlWtWml. iM ep:nddflr rJPRf RtfiditudtllEn:y hdNRg�tdh�Ilaeiah!h"albettl kaRe sid lele R!pnuiiyd =80083
44515t. Lucie Blvd.
t
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iflnalseieMtdly!(RhMsgetdtrnt[nnrg lydl rtNllindnd llain;fDn!strtghlR isk�Itle 6zflnremtsR,aUtn SEnntGlblR dnyl�iili>9. mlaiiadhre tern. of rsdditeAuiisl. (opyright 0 2016 A-1 Roof bunes• Anthony Limbo III, P.L Reprodunioe of this dommeuf, in unyform, is piobibited withounhe wrinen pusnissien hom A -I Rnof Losses•Aetbonyi.lemho lll; P.E. Fort Pierce, FL 34946
Job
Truss
Truss Type
Oty
Ply
A0080020
69329
A10
Hip
1
1
Job Reference o tional
•4 �07 2017 P
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue Aug 22 14. 6. age
ID:G27oWsHRMde6juveabFW9mymgGO-076POgmEyq_fh 1 co55UgspkU?Dt9svS?H?k9zOylHAE
2-4-0 9-7-10 15-4-8 6-7 22-4-6 29-8-0 32-0-0
7-3-10 5-0-14 -3- 5-8-14 7-3-10 2-4-0
7.00 12 5x6 :�: 5x6
V
1ON
I�
0
17 16 15 12 11
34 i 3x6 11 4x4 4x6 4x4 3x6 13x �
3x4 =
2-0-0 32-0-0
2-0-0 9-7-10 15-0$ 16-ire$1 = 22-4-6 29.8-0 3"-0
2-0-0 7-3-10 5-8-14 -3 5-8-14 7-3-10 0 '-0
2-0-0
Dead Load Defl. = 1/16 in
Plate Offsets (X Y)— [2:0-2-12 0-4-4) [4:0-3-0 0-4-4] [7:0-3-0 0-4-4]
[9:0-2-12 0-4-4]
[11:04-8 0-1-8] rl7:04-8 0-1-81
LOADING(psf)
SPACING- 2-0-0
CSI:
DEFL.
in (loc)-
I/deft`
L/d
PLATES -- GRIP --
TCLL 20.0
Plate Grip DOL 1.25
TC
0.58
Vert(LL)
-0.03 13
>999
360
MT20 244/190
TCDL 16.0
Lumber DOL 1.25
BC
0.25
Vert(TL)
-0.09 12-13
>999
240
BCLL 0.0 '
Rep Stress Incr YES
WB
0.98
Horz(TL)
0.03 11
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
Matrix -MS
Wind(LL)
0.06 15-16
>999
240
Weight: 250 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
Wl: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-3-11 oc
puriins.
BOTCHORD
Rigid ceiling directly applied or 7-8-7 oc bracing.
WEBS
1 Row at midpt 4-15, 7-13
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
17 =
1472/0-8-0 (min. 0-1-12)
11 =
1472/0-8-0 (min. 0-1-12)
Max Horz
17 =
-569(LC 10)
Max Uplift
17 =
-890(LC 12)
11 =
-890(LC 13)
Max Grav
17 =
1472(LC 1)
11 =
1472(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2373/1528, 3-4=-2267/1546,
4-5=-2094/1532, 5-6=-1904/1479,
6-7=-2094/1532, 7-8=-2267/1546,
8-9=-2373/1528
BOT CHORD
1-17=-85/270, 16-17=-576/746,
15-16=-909/1658, 14-15=-430/1046,
13-14=-430/1046, 12-13=-909/1658,
11-12=-86/270, 10-11=-86/270
WEBS
2-17=-2207/1814, 2-16=-964/1413,
4-16=-157/278, 4-15=-881/673,
5-15=-447/686, 6-13=-447/686,
7-13=-881/673, 7-12=-157/278,
WEBS
2-17=-2207/1814,2-16=-964/1413,
4-16=-157/278, 4-15=-881/673,
5-15=447/686, 6-13=-447/686,
7-13=-881 /673, 7-12=-157/278,
9-12=-964/1413, 9-11=-2207/1814
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
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) 17=890, 11=890.
LOAD CASE(S)
Standard
to,ai,g-Flms @u,egmgree¢rISe-4 t logs nums({ "aa' 618311 I'm%6 [DOINNS (UST091 WiirltrrNO&IDS115rh. 101 M,il.Pza'!In W.1 aeh, ntis sress00j.D.6gfm)W0, 1steas1. lino Ill; P.E.lAr—swtdre ns. 114", 0-he mtel m@e 10.nit
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ut ned C.; ianhrmg d4trgis@,a:p,uriGgdMCnn,ta0evds me,mee,g,dnthWfwg Orleer,h@tad,ddtie n:,@e lIXaltielrel}alhegseia{Itld. Ik ep;nddfalOUnt nPfidsmd@,Tnn,ird,£ngks2l�.srage,hhe°dinnlMysla Nan}i8iryd . 180083
neroaf�goesPant6.an.mdn lsd�n:lantgxg,mash(r,dxdrra;rytcPnnlsakryh,,,e�;res¢gke4etMlnnass0es,dderstxpad�£:as.Esli�,s@ensre I�,ntane,dn:tuuonps,lano-:MEv,donnseunn�d,nP, 4451St.LucieBlvd.
enerahslehalys(reosa,pe,dynn d�r�u k;o!I go-�:es ln,hst ls�rassomn ht�s,herreel:u�gonlg:nlnsssrdea0glan e!nPem(ty. Olcornme,a lAzsd, ss adln(+ml. Fort Pierce, FL 34946
(apyright02016A4Boalhossas-Amhoayf.Tamhnill,p.E. 1it0todanimolthisdosomem,incoyfum,isprohibitadwiahoutthesairttnptsmissiaatro;andlb-M sses-MshonrLlam§a ill,p.E.
Job
Truss
Truss Type
Qty
Ply
69329
A11
Hip
1
1
A0080021
Al Rnnf Tms 17—t Pic
= PI zeoea .fo�l,...�.,n.......
_.....
Job Reference o tional
N
0
-• - - - -•---•••_••�•- • ••���•w .�r �.��� 5 say a i <u io reuse 6.020 s Aug ai dUlb rim iex Industries, Inc. Tue Aug 22 14:46:07 2017 Page 1
2--0 I D:G27oWsHRMde6juveabFW9mymgGO-076POgmEyq_fh 1 co55UgspkX9Dots03?H?k9zOylHAE2-44-0 134 1837-8 24 2-0-0
.14-14 7 '7-01 5-4-14 241
5x6 :::: 5x6
3x4 4 6x6 = 3x4 = 4x6 = 3x4 = 6x6 = 3x4
32-M
Dead Load DeB. = 1/8 in
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.44
Vert(LL)
0.25 12-13
>999
240
MT20 244/190
TCDL 16.0
Lumber DOL
1.25
BC 0.52
Vert(TL)
-0.36 12-13
>911
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.56
Horz(TL)
0.04 9
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
Matrix -MS
Weight: 226 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
WI: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-8-8 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 7-3-9 oc bracing.
WEBS
1 Row at midpt 3-13, 6-9
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
13 =
1472/0-8-0 (min.0-1-12)
9 =
1472/0-8-0 (min.0-1-12)
Max Horz
13 =
-495(LC 10)
Max Uplift
13 =
-866(LC 12)
9 =
-866(LC 13)
Max Grav
13 =
1472(LC 1)
9 =
1472(LC 1)
FORCES- (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-334/31, 2-3=-514/231,
3-4=-2021/1573,4-5=-1856/1533,
5-6=-2021/1573, 6-7=-514/231,
7-8=-335/32
BOT CHORD
1-13=0/254,12-13=-1000/1532,
11-12=-620/1118, 10-11=-620/1118,
9-10=-1000/1532, 8-9=0/254
WEBS
2-13=-736/797,3-13=-1833/1643,
3-12=-554/487, 4-12=-199/479,
5-1 0=-1 99/479, 6-10=-554/488,
6-9=-1833/1643, 7-9=-736/797
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces $ MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
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, with BCDL =
10.Opsf.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 13=866, 9=866.
LOAD CASE(S)
Standard
veis{� Flme@me}s¢rtrkv@e9l iCg(i1C5<.3; 5(L'ti'1,>[t3ll s(Llf a (0€NOc!IS (A(Cuj1U1E1 �t(M60F([Su:sT (uo. feifpl aippnnshrs ut:m(e�n n+SisGeuCnyn6axm{;t�}oaifleestlar(. Isola �; P.ElAern,� sSzskiue ru. Lklns nYn.lse rtie(w @e sCg,ed(
Ili@kmarcArplens shill k.sNtn@<iGC@k ed:t. es e(nn O:sg Es{a:p(Le,Siwulry (a{ice @:ssl nmpl(M n{rrnls mscrptacedtn{nh:sim(esS!sxryrc,xs;@tryW(@e lesysrl Axslep'e(m; lepeLMcs (klhSedp,aLn iin. r.f ,ipnrmitaees, IMrt{ndeins, %ftily
ul nesistsiins Wra{rsi�zsis@empniSlu(dd Oner,@e CadsMhmefgetn@e(w(fyUauge,u@e uaad d@s Cede lGsxlra lrelNilfi.{sdane Rtl. ikerysssld@e lg0ul eR•file.uABrrms, ndKiayenflm}.stage,ns@!nnasdF.ns{s5dih@ens{muaryd Anthony T. Tombo RI, P.E.
=80083
4451 St. Lucie Blvd.
'@sSrl(a{C.•si�rnflreafi.sgsslus@n16@elgCulrxpu5renlpsdiusAtalrill?(4a(aealSa4rylinaetiw1(SQ{•sF,u11.IRal4GcereMerelsx{sms'.pCaae.Ifsledivu@tns s3t�5mnshfiudRLassO� 8008.,
M pa,hen L�sip's�.uerMlrtss ikeefiu,rn, wins
s@mhshha�lre(mhmspedr{npnP�i!cl{run lnshrl.in(nn DeCzFa{ianl:Egl@e killin, Oq�rxr.nLnssrska G(naa otsgMilib}1Ctt{edCsl tas; nenEd!nAie ill�l.
Copyright 2l16 A•l iiauf tsussas•AnihanyLTumholiiA.E. iepsndustimallhis dorumaet, in any form, is prohihitel•xithoutihe vsintn purnissionfromA.l AaolLossas• Anshoap•L tombM, F.E. Fort Pierre, FL 34946
Job
Truss
Truss Type
Qty
Ply
A0080022
69329
B01
Half Hip
1
1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MITek Industries, Inc. Tue Aug 22 14:46:08 2017 Page i
ID:G27oWsHRMde6juveabFW9mymgGO-UKfoDAmsj86WJ BB?fo?30OHdAdCGbOT8WfTiVgylHAD
2-4-0 11-0-0 15.8-12
2-4-0 8-8-0 4-8-12
5x6 = 4x4 =
3x4 4 3x6 11 4x8 = 3x6 II
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
I PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.74
Vert(LL)
-0.03
6-7
>999
360
MT20 244/190
TCDL 16.0
Lumber DOL
1.25
BC 0.26
Vert(TL)
-0.09
6-7
>999
240
BCLL 0.0 *
Rep Stress Incr
YES
WB 0.87
Horz(TL)
0.01
5
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
Matrix -MS
Wind(LL)
0.03
6-7
>999
240
Weight: 121 Ito FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
WI: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
puriins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 8-2-5 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
5 =
591/Mechanical
7 =
843/0-8-0 (min.0-1-8)
Max Horz
7 =
555(LC 12)
Max Uplift
5 =
-450(LC 9)
7 =
-442(LC 12)
Max Grav
5 =
591(LC 1)
7 =
843(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-271/79, 2-3=-536/245, 3-4=-544/440,
4-5=-877/843
BOT CHORD
1-7=-196/442, 6-7=-796/1072
WEBS
2-7=-1235/1303, 2-6=-515/466,
3-6=-554/669, 4-6=-781/972
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 8s 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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 5=450, 7=442.
LOAD CASE(S)
Standard
T't�i•Ntnst^.u�St!ilrir.d<'41t0ir.-TILiS:>(5yll?t'g EXI6!•;t4y6(QRti�y5lE11LN}�![r�.lii�7k'u"r:1:rl'tti6. rEft!rIVFF}T.Y.th'SQ11Mff:i;Cl�li1[59EtEl}9:'{3*PjilE`{1{YEI}l ifYJiAE.tt^..I6�.t:.11ifltBtt ykdytritt flL �fffBS!I41NFfiHp�t!E�,ttl[
Ohl, =.sx}ressaaya a�r«1ruist�E.s;tinsx:,uw. eyrea[ NDa:Nxnr�yeiNneNxme ,act>a�d panE:s[ eyustas��dE s}xlrnseylaaautEa�[,rterltH.itCsg9n.Ea ,l i tdat Anthony T.ToRbo111,P.E.
W.I. Oft Imfrnuywf,4HIS rr, Utd#80083
Sa Fai.ruy_esipxcd(Wistyc,9sr35 Nttrtmftti'.AcLtas[rrv0.(g:rlanasraetwN4VW'MI. [llWWAVNtetmdrgg .1;41". rr410,* 5jsn;.9ims whdattrWos 44515t, Lucie Blvd.
ibsa�u�%rsaa er�;ra a�xtgNanaEsyty O'jrhs4WnC;}tE:,ssonrptqur w *31 a:dsjvtpaa[. taty4eaix<mm aa:Ad i'Mi. Fort Pierce, FL 34946
�[opyrigEt�:i018A-IRooiLasses-Am:aryl.IemSnElI,P.Eitpmdndono115ysdaramenE,inuay[=ra,ispm6tizrd.itboryl6errirropermizsiaafiomA-Epeoilnnet-dmbaepi.ln>;6al1y;P.E
Job
Truss
Truss Type
qty
ply
69329
B02
Half Hip
1
1
A0080023
Job Reference optional
Run: o.ucu s Aug 3 i 20 to Print: 8.026 s Aug ;ti zui a rim I ek Industries, Inc. Tue Aug 22 14:46:08 2017 Pagel
I D:G27oWsHRMde6juveabFW9mymgGO-UKfoDAmsj86WJBB?fo?3OOHhvdEtbOJBWf riVgyIHAD
2 4-0 9-0-0 15-8-12
2-4-0 6-8-0 i 6-8-12
5x6
4x4 =
3x4 r- 3x6 11 4x8 = 3.6 11
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.51
Vert(LL)
-0.01
5-6
>999
360
MT20 244/190
TCDL 16.0
Lumber DOL
1.25
BC 0.15
Vert(TL)
-0.04
5-6
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.88
Horz(TL)
-0.00
5
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
Matrix -MS
Wind(LL)
0.01
6
>999
240
Weight: 115 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 `Except'
- W1: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
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)
5 =
591/Mechanical
7 =
843/0-8-0 (min. 0-1-8)
Max Horz
7 =
455(LC 12)
Max Uplift
5 =
-448(LC 9)
7 =
-460(LC 12)
Max Grav
5 =
591(LC 1)
7 =
843(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-318/34, 2-3=-617/432, 3-4=-636/547,
4-5=-720/807
BOTCHORD
6-7=-496/650
WEBS
2-7=-1132/1179, 2-6=-222/370,
3-6=-376/564, 4-6=-691/815
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf,, BCDL=5.Opsf,, h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 5=448, 7=460.
LOAD CASE(S)
Standard
Ifaxs;-Noe r ya!ir.4'. AI r05r1tBSS:inElip'yP,ttEratlEt4Si(OM:4iq#SliSrOtl.P(115;[54AiED6u:@I'hm, tot 4eenpm: us elrzdc:.«aRsinr,L;;ynExaampjl64; RtiBSii7�fF±1.If4lpelQrf.tillP'.fiU1DlllStrRtlSl. Lif3t fK..SfN:"C^Ti ItlSt ITA,tth
'piletaaHxptMs ssz'.!t?sHW6.IL4bhaEtR eCala:y.(epirec::a,FyenGy ietafayksldt. crlGOrr:ns nzuptoanthtieht:iW>t raup:fgpy:A.ytx 6rfnipdfnsnp4Lesrep+:tdrp!(:3�pr,alnlFN.:uksr}+n zlfias.,lstsp ^z;4^a:-uL3�1; Anthony T.Tomboll:, P.E.
rew�axr,,nos=utpamml wa �:..r.aevr:een agm�aet 3 ga,r,n ma�u,teem69r�deki�p h d91trryp„ddrvl;aWa?.9f..19. rWps�m.ye, ,mar ,srtfar> !&41 #80033 9ekaPiieg"e.r^»m!(.sAaer.t3massdeg4t41; �b2pan[esaetralt9fsfftxrs (esrrn4Shc7Mwdiaw'ptii* ir"dSN.naneh�cttf3imprs!nlp�ilvicetYlVollhngma°danaitfif0gTM1alfipl,b!Dn#Trt�,,w¢iT.jni h.ftff,.1!n 44S1.St.lucieBlvd. eleta is �nfaq.( rrapfesge.q.iiroph�pne drehrt;tetesftfsrl. tepn,snaa ae t�.eLp ecyey,ar6 nstsnn(ey re,daybnnp. (: cepn;�aef;n�;mnps,,:aalrtl. Fart PlStLcierce, FL 3lvd.
[npyrig4i(2r iil16A-1 taofltasses-An@zapl.lambo lll, P.E iepmdud'an ollhh dowmeor.inanyFm,is pra4SbRod.irboallhenr0;enptrmizsian boaA-I tool hasses-Aalbeayl. Tomh III, P,E.
Job
Truss
Truss Type
Qty,
Ply
A0080024
69329
B03
Half Hip Girder
1
1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 312016 M1Tek Industries, Inc. Tue Aug 22 14:46:09 2017 Page i
ID:G27oWsHRMde6juveabFW 9mymgGO-yWDAQVnUTSENxLmBCW W IxEquEOWvKu7IIJDG 1 GyIHAC
7-0-0 114-6 15-8-12
2-4-0 4-8-0 44-6 4-4-6
Dead Load Defl. = 1/16 in
2-0-0 0
15-8-12
........- ............. i
2-0-0 -4-0
4-8-0
8-8-12
Plate Offsets (X Y)— [2:0-2-12 0-2-12] [6:0-3-0 0-4-8] [8:0-3-8 0-1-8]
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc) I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.34
Vert(LL)
-0.06
6-7 >999
360
MT20 244/190
TCDL 16.0
Lumber DOL 1.25
BC 0.42
Vert(TL)
-0.15
6-7 >999
240
BCLL 0.0 '
Rep Stress Incr NO
WB 0.65
Horz(TL)
-0.01
6 n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
Matrix -MS
Wind(LL)
0.07
6-7 >999
240
Weight: 113 Ito FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
W11: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
puriins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
8 = 934/0-8-0 (min. 0-1-8)
6 =
815/Mechanical
Max Horz
8 =
355(LC 8)
Max Uplift
8 =
-1011(LC 8)
6 =
-1214(LC 5)
Max Grav
8 =
1158(LC 40)
6 =
1127(LC 43)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1117/1020,3-11=-924/953,
11-12=-924/953,4-12=-924/953,
5-6=-253/320
BOT CHORD
7-8=-320/189, 7-15=-874/743,
15-16=-874f743,16-17=-874f743,
17-18=-8747743,6-18=-874/743
WEBS
2-8=-1181/1056, 2-7=-882/993,
4-7=-166/343, 4-6=-1008/1204
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=S.Opsf; BCDL=5.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 Ito uplift at
joint(s) except (jt=lb) 8=1011, 6=1214.
9) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 486
lb down and 501 lb up at 7-0-0, 261 lb down and 235
lb up at 9-0-12, 261 lb down and 235 lb up at 11-0-12
, and 261 Ito down and 235 lb up at 13-0-12, and 243
lb down and 239 lb up at 15-0-12 on top chord, and
217 Ito down and 169 lb up at 7-0-0, 63 lb down and
47 lb up at 9-0-12, 63 lb down and 47 lb up at
11-0-12, and 63 lb down and 47 lb up at 13-0-12, and
65 lb down and 45 lb up at 15-0-12 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=-72, 3-5=-72, 1-6=-20
Concentrated Loads (lb)
Vert: 3=-116(B)7=87(B)11=-56(B) 12=-56(8)
13=-56(B)14=-73(B) 15=-1 1 (B) 16=-1 1 (B)
17=-11(B)18=-15(B)
1. h g
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Job
Truss
Truss Type
Qty
Ply
69329
C01
Hip Girder
1
1
A0080025
Al R—IFT.m rt Piurrn
R
Fi anona .,ems:,..,u,.,,......_
......•,
Job Reference o tional
- - ---, - - •- •-• ---•y •� xL . u. u � .,ug o i 4u so rant: o.uzu s Hug ai zuib Mi I ex Industries, Inc. Tue Aug 22 14:46:10 2017 Page 1
I D:G27oWsHRMde6juveabFW9mymgGO-QinYero7EIMEYVLNmD 1 XURM3HQoP3HFRzzypZjyIHAB
24
-0 5-0-0 10-6-6 16-0-0 19 8-0 22-4-0 24-8-0
2-4-0 2-8-0 5-6-6 5-5-10 3-8-0 2-8-0 1 2 4-0
5XB =
6.00 12
3x4 =
2x4 II
Dead Load Defl. =1116 in
4X4 i
4x4
2 T
17
VI
ME
6
WA
8
r , r r : 14 13 3x4
15 22 23 12 11r 24 10 r9
3x4 3x6 II 3x4 = 3x4 = 4x6 — 6x10 = 3x4 = 2x4 II
LOADING
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
UdellL/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.32
Vert(LL)
0.09 13-14
>999
240
MT20 244/190
TCDL 16,0
Lumber DOL
1.25
BC 0.60
Vert(TL)
-0.10 13-14
>999
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.91
Horz(TL)
0.01 9
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
Matrix -MS
Weight: 166 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 `Except`
W1,W5: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing,
Except:
7-4-1 oc bracing: 13-14
7-7-6 oc bracing: 11-13.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
15 =
82910-8-0 (min. 0-1-8)
11 =
1120/0-8-0 (min. 0-1-8)
9 =
240/0-8-0 (min. 0-1-8)
Max Horz
15 =
87(LC 5)
Max Uplift
15 =
-858(LC 8)
11 =
-1169(LC 5)
9 =
-380(LC 9)
Max Grav
15 =
913(LC 43)
11 =
1122(LC 19)
9 =
364(LC 42)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-869/929, 3-20=-957/987,
4-20=-957/987, 4-5=-222/302,
5-21=-222/302, 6-21=-222/302,
6-7=-304/315
BOT CHORD
14-22=-796/816,22-23=-796/816,
13-23=-796/816,12-13=-917/962,
11-12=-917/962, 11-24=-263/367,
10-24=-263/367
WEBS
2-15=-918/920, 2-14=-908/911,
WEBS
2-15=-918/920, 2-14=-908/911,
3-14=-266/310, 3-13=-378/468,
4-13=-235/431, 4-11 =-1 385/1333,
5-11=-392/440, 6-11=-346/401,
7-10=-172/256, 7-9=-301/357
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
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) 15=858, 11=1169, 9=380.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 261
lb down and 240 lb up at 5-0-0, 64 lb down and 120 lb
up at 7-0-12, and 64 lb down and 120 Ib up at 17-7-4,
and 261 lb down and 240 lb up at 19-8-0 on top chord
, and 184 lb down and 327 lb up at 5-0-0, 23 lb down
and 27 lb up at 7-0-12, 439 lb down and 390 lb up at
8-3-4, and 23 lb down and 27 lb up at 17-7-4, and 184
lb down and 327 lb up at 19-7-4 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
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-72, 3-6=-72, 6-8=-72, 1-8=-20
Concentrated Loads (lb)
Vert: 3=59(B) 6=59(B) 14=196(B) 10=196(B)
22=5(B) 23=-439(B) 24=5(B)
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Zt
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(apyiight02016AdReeffrussas•Aelhonyi.Tambeill,P.E. Reprahniaealibis domment,inany farm,ispmhihixdnnhaut6emfienpemissionhemAdRoalimsses•AmbanyT,TamboIll;P.E.
Job
Truss
Truss Type
Qty
Ply
A0080026
69329
CO2
Half Hip
1
1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue Aug 22 14:46:11 2017 Page 1
I D:G27oWsHRMde6juveabFW9mymgGO-uuLwrBpl?3U4AfvZKxZmOfv6WgEXouybCdiM69yIHAA
2 4-0 7-0-0 15-5-0
2-4-0 4-8-0 8-5-0
5x6
ir-
5x6 =
2-0-0 2 4 p
7-M
15-5-0
2-0-0 4
4-8-0
8-5-0
---_----{
Plate Offsets (X,Y)- r2:0-2-12,0-4-01, 14:0-3-0,0-2-121, f5:0-4-4,0-1-81,
r7:0-3-12,0-1-81
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.87
Vert(LL)
-0.03
5-6
>999
360
MT20 244/190
TCDL 16.0
Lumber DOL 1.25
BC
0.22
Vert(TL)
-0.09
5-6
>999
240
BCLL 0.0 '
Rep Stress Incr YES
WB
0.31
Horz(TL)
-0.00
5
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
Matrix -MS
Wind(LL)
0.02
5-6
>999
240
Weight: 104 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
Wl: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS
1 Row at midpt 4-6
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
5 =
576/Mechanical
7 =
829/0-8-0 (min.0-1-8)
Max Horz
7 =
304(LC 12)
Max Uplift
5 =
-426(LC 9)
7 =
467(LC 12)
Max Grav
5 =
576(LC 1)
7 =
829(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-439/123, 2-3=-676/654,
3-4=-596/696,4-5=-524/767
BOT CHORD
1-7=-61/417
WEBS
2-7=-731/1199, 2-6=-688/622,
3-6=-228/572, 4-6=-693/602
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 5=426, 7=467.
LOAD CASE(S)
Standard
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Job
Truss
Truss Type
Qty
Ply
69329b
CO3
Half Hip
A0O8O027
Al RnnfT.-- P.. D;o.,.e
cr 7AOAa ,,�Jo-
Reference o tional
Run: 8.020 s Aug 312016 rant: 8.020 s Aug 31 2016 Mi tek Industries, Inc. Tue Aug 22 14:46:11 2017 Page 1
I D:G27oWsHR Mde6j uveabF W9mymgGO-uu LwrB pl?3 U4AfvZKxZmOfvB9gFnol H b Cdi M69y[HAA
21
-0 8-6-0 15-5-0
2 4-0 6-2-0 6-11-0
5x6
5x6 =
ax'. v 4x8 = o
3x6 11 3x6 l
i 2-0-0 2 410 8-6-0 15-5-0
02 —0 004-0 6-2-0_--
Plate Offsets (X,Y)— [2:0-2-12,0-4-41 [4:0-3-0 0-2-121 [5:0-4-4 0-1-81
[7 0-4-0 0-1-81
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
0.57
Vert(LL)
-0.01
5-6
>999
360
MT20 244/190
TCDL 16.0
Lumber DOL 1.25
BC
0.14
Vert(TL)
-0.04
5-6
>999
240
BCLL 0.0 '
Rep Stress Incr YES
WB
0.86
Horz(TL)
-0.00
5
n/a
n/a
BCDL 10.0
Code FBC2014frP12007
Matrix -MS
Wind(LL)
0.02
6
>999
240
Weight: 108 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
W1: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
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)
5 =
576/Mechanical
7 =
829/0-8-0 (min.0-1-8)
Max Horz
7 =
368(LC 12)
Max Uplift
5 =
-425(LC 9)
7 =
-475(LC 12)
Max Grav
5 =
576(LC 1)
7 =
829(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-357/36, 2-3=-631/564, 3-4=-533/658,
4-5=-560/800
BOT CHORD
1-7=-12/262, 6-7=-380/284
WEBS
2-7=-751/1339, 2-6=-359/428,
3-6=-253/580,4-6=-756/616
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces $ MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
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
20.0psf 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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 5=425, 7=475.
LOAD CASE(S)
Standard
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• Fort Pierce, FL 34946
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Job
Truss
Truss Type
city
Ply
A0080028
69329
CA
Comer Jack
12
1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
Run: 8.020 s Aug 312016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue Aug 22 14:46:12 2017 Page 1
I D:G27o W sHRM de6juvea bF W 9mymgG O-N5vl3Xp Nm NcxopU mue4?ZsS U M EdbXPzkRH RwebylHA9
0-11-11
0-11-11
7.00 12
3x4
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (Joe)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.03
Vert(LL)
0.00 4
n/r
90
TCDL 16.0
Lumber DOL
1.25
BC 0.04
Vert(TL)
-0.00 4
n/r
80
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00
n/a
n/a
BCDL 10.0
Code FBC20141TP12007
Matrix -MP
LUMBER -
TOP CHORD 2x6 SIP No.2
BOT CHORD 2x6 SIP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 0-11-11 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 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 =
88/Mechanical
3 =
O/Mechanical
Max Herz
2 =
74(LC 1)
3 =
77(LC 12)
Max Uplift
2 =
-63(LC 12)
Max Grav
2 =
88(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-300/125
BOT CHORD
1-3=-134/266
NOTES-
1) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=S.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 8 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) 2.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 5 lb FT = 0%
0nhg�Fles:Mra}t7reriew M'1d10:; itCScs�ry!uFSpS[:3n InNS 6:]kOmdlS(JSt04SiCt�,f)i{F676tFRiYfirlun terlrtdipro,4;!M:W rulwSsunlsinn Ce!ipCneigQl�';mlilelr6eyl.fexlol",r:.te!cnn Sientdue re. Ed!Sselualse skle1w6e1N,ulq '
ILtst[ss+,ahs skllksseth!OeiWwle sdd.lssirns g:s.;e 6tae{re.Spmelryrsgn:>?$a::Muv7lp; ryrmutlwsagtaea�epKat:mdnyw.erhgrx7rszitM1>jfzMte:yraMsnye?m:tyu,lon:muedt,Womt. tklssys maapaex lretnp;WuSnu umttet Anthony T. Tombo III, P.E.
nt neelR; Lns Nrmphitlasie Mrnpuitnu�aMC•ur,M Cnnsoxiaint eseEn!t:Intfaq Cn:¢a,u3e uaenaMRr,delx ntiw�IbO/iasohnlRFl. ne e�aalaMlagW emt fi!1l.uafle Grss, adnetkndey smye,udeCefival Mar sid!ieMnstrnisairya ti: 80083
' lier,nfalC:sigzrsrtLffietlrt. sltesles s:led'a!t:igC ntxz tatim nt p�d:Itveseith:lvlWngresenl Sdelq lderze!imnlS�pehrikllrlP,WSttl xardremettxgsadgsiln:e. irFl tfius Re nstns�wl2in nldfissd2lrossg:s:s,i¢ngriq•'ssenedinss tcuf:ann, Neu.. 4451 St. Lucie Blvd.
stlmissenfaMWs(Nrodgredrynwwrrr;ire!l pmoes WAA Fort Pierce, FL 34946
Ceppfght�l(!IdA•IRaalfrosses-AmhooyT.Tnmhalll,P.F. Reprodudimofthisdomment.inanyform, ispsohiQiledwtlhouitheserrltenpermissimfrom A•1Raaf asses-kthamyLlnm§ofll,P.F.
Job
Truss
Truss Type
Qty
Ply
69329
CJ1T
Comer Jack
2
1
A0080030
Job Reference o tional
, t_ 34-6, uesignr&a I tsuss.wm Run: 8.020 s Aug si 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue Aug 22 14:46:12 2017 Page 1
I D: G27oWs H RMde6j uveab F W 9mymg G O-N5vl3XpN mNcxopUm ue4?ZsS QCEcOXPzkRH RwebylHA9
1 0-10-15 ,
1 0-10-15�
7.00 12
2
2x4 II
1
T1
n
W1 : N
r'
B1
4 3
3x4 11
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.29
Vert(LL)
-0.00
4
>999
240
MT20 244/190
TCDL 16.0
Lumber DOL 1.25
BC 0.08
Vert(TL)
-0.00
4
>999
180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(TL)
-0.01
2
n/a
n/a
BCDL 10.0
Code FBC2014frPI2007
Matrix -MR
Weight: 7 lb FT = O%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 0-10-15 oc
pudins, except end verticals.
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)
4 =
35/0-3-2 (min. 0-1-8)
2 =
27/Mechanical
3 =
7/Mechanical
Max Horz
4 =
-112(LC 10)
Max Uplift
4 =
-82(LC 10)
2 =
-70(LC 9)
3 =
-60(LC 9)
Max Grav
4 =
100(LC 9)
2 =
74(LC 10)
3 =
77(LC 10)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
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) 4, 2, 3.
LOAD CASE(S)
Standard
tvtmp-rlm nnt.yslrttr.rtaaro.:inasssstuu;Zrsulnv1ccal¢m2nsl¢sr¢141 11;rtrr,1pKn..ntntet„taset.010mtt¢t,lrtoar q;ratno-®ri.rt�er,rt.Per,,sminvere.¢tlts,attt.netMoobin,"it
mitlu®t@rpidu sillleeudfx&tiCCuktdl. Are— ir re hgan(i.e,sludr tglraPt&nndnoofTDI 19-01-altare9anF.It wd ngnnrapraga aklyhr&n4dp I ft saga Les hpAedutdia¢uit,War iFil. rrttdp mstnp:im,Iutnp mt¢ies, sllnsier Anthony T. Tombo III, P.E.
mSned Rtpmsfarmt kiikipis&e�npusuhldd¢na,ts Onrtsot&tmtigtmnnnWtfng¢.-.::stt,o1, tt4tdd6t K&tlXWfro W SF1 gmftw UP. Mep:addlirToo ut.1Mdttt06,T-; Wkfiytttdeq. rW.q,, sLi:tnoeWL-n Ul1, h t.4 Wind
5n1¢ta1¢tup[rtt4 Men. An Was $dtd aWNW anlut-1 pt:rand 1xWhIOcptslsitnmuannoo(1131)pd6rnr lrlu7WA..dnwdf.I'mdrtidrre.Irn 6fius01ngns6mu M[:tittde-11"s¢!ppar, ns htipfig.tnul jarsonnhmrn, W. 4451 i80083 Blvd.
ennKmieemplre rahoagrtsegnie %an; lye�padht NiaueiN rnsDtdp6p6xtt Is b�rneWIlly ¢mi}xt,nLan sgdea Gpenn ctnRr adap. ulmpndnnd ��t r, Ra�ot am�l.
Copyright D2016A-IRoollruims- Anthony f.1ambo ill, P.LRgmdoaionofibis dommeat,inany form, isprohibited wiihounbewritten pormissiontromAdRoolSosses-Anthonyf.Pamboiit,P.I. Fort Pierce, FL 34946
Job
Truss
Truss Type
Qty
Ply
69329
CJ3
Comer Jack
12
1
A0080031
Job Reference (optional)
At 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 Aug 22 14:46:13 2017 Page 1
ID:G27oWsHRMde6juveabFW9mymgGO-rHThGtq?XgkoPy3yRMbE53_d 1 ewgGrxtfxBTA1 ylHA8
2-11-11
3x6 11
2-3-0
2-3-0
2-11-11
0
,
Plate Offsets_(X,Y)— [2:0-0-2,0-1-0), [5:0-4-0,0-1-81
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 0.16
Vert(LL)
0.00
5
>999
360
MT20 244/190
TCDL 16.0
Lumber DOL 1.25
BC 0.24
Vert(TL)
0.00
5
>999
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.08
Horz(TL)
0.01
3
n/a
n/a
BCDL 10.0
Code FBC2014/rP12007
Matrix -MP
Wind(LL)
-0.00
5
>999
240
Weight: 17 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-11-11 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 uide.
REACTIONS. (lb/size)
3 =
-1281Mechanical
4 =
-194/Mechanical
5 =
589/0-3-0 (min. 0-1-8)
Max Horz
5 =
147(LC 12)
Max Uplift
3 =
-128(LC 1)
4 =
-194(LC 1)
5 =
-235(LC 8)
Max Grav
3 =
59(LC 8)
4 =
72(LC 8)
5 =
589(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
2-5=-361 /652
NOTES-
1) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertiral 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 Qt=lb) 3=128, 4=194, 5=235.
LOAD CASE(S)
Standard
Benhp-Flncv �meFdJrerierlhe'LI EO:f TIIKSBrA!1(i"yiEr3n EE11dS 6 UYUllluli (3SrOYi7Cf:r un:6! musr(era Ef.le!rrnnSW!Eeiuem. Celen e7.nsin rslel m Re IBA,uh
rhAw metp49nsklllanld1UNTMI,I,W-CA,.TlnSpeSa hpaarr!e,fpant7(Fplreafi!!aln0p1bfy1cR1!mirplml dnip!4kulwl npnrigtafa!Ik�hh! Illi�dflesllyh tmSlym�Fl tkTORGIE,tknTFFt.T>; IalpOf.tOrRS, keinpmlcnt, uilslLm '.. Anthony T. Tornbo III, P.E.
mnedlt.T-W."1'}110'nspnutiryd9!O.egta Cneltedsr6depednlae kdt pp^.ge,u3e ndeddla OGdr QLJph lrllkelTnp!dvnllEl I. Ike ep;nddfiel6CeeFafid3.udtle lm:: a0etbpksrelmp.tlage,uderetinniknapil�h2e nspmiiEdpd. y80083
' ne Er,4opDesi�era101:!mn. plledes se ed ie l�IDp nlYe p!mita nl pieelhnd!kbukry Gcp+enlWe¢lietsetae(IlS�pdrrfa/IET"nlSd(Antelen:elFx pnxdpiiea:e. IETIeBmeiketespn53tR:in mpklin9reLos@s,*es,im!@!ipe Eepitennetrtn@athtllua; alm:
AmorepehMWe(x4mepadgnkmer<Iptllpaua!Ivrnn Dorn[q�uIs E7Ine Isilliq Unlpxa,nTns;$nez Eep1�c dory kNlhg LII¢pCdtreply:: enrtadinFtnu- ort erce, FL 3444b
Lucie Blvd.
AA
Fort Pierc
(uppight®1AI6 A�I Enoifwsses-Ac(hacyi.Tcmiolll, P.F. Repmduniwalihie doaomeeyinonp tarm,isptohbilzlrrif�omt�e ari(psnpermissianfrem 4d BoolLnises�Ae>bonyi. tac!`o III, P.E.
Job
Truss
Truss Type
Qty
Ply
69329
CJ5
Comer Jack
6
1
A0080033
LbRef.rence
(optional)
A Roor t russes, Pon Pierce, rL a4a4o, oes(gnLa-Itruss.com
Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 312016 MiTek Industries, Inc. Tue Aug 22 14:46:14 2017 Page 1
ID:G27oWsHRMde6juveabFW9mymgGO-JT13UDrdl—sfl6e8?36TeHXpO1 Hx? IO1 ubwljUylHA7
4-11-11
4-11-11
2X4 11
2-M 2-4-0 4-11-11
2-0-0 42-7-11
1
Plate Offsets (X,Y)— (2:0-3-14,0-1-01
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.12
Vert(LL) 0.00
4-5
>999
240
MT20 244/190
TCDL 16.0
Lumber DOL
1.25
BC 0.18
Vert(TL) 0.00
4-5
>999
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.07
Horz(TL) -0.02
3
n/a
n/a
BCDL 10.0
Code FBC20141TP12007
Matrix -MP
Weight: 28 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x6 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 guide.
REACTIONS. (lb/size)
3 =
42/Mechanical
4 =
-20/Mechanical
5 = 430/0-8-0 (min.0-1-8)
Max Horz
5 =
247(LC 12)
Max Uplift
3 =
-136(LC 12)
4 =
-82(LC 9)
5 =
-172(LC 8)
Max Grav
3 =
99(LC 10)
4 =
10(LC 3)
5 =
430(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-378/288
BOT CHORD
1-5=-307/392
WEBS
2-5=-456/554
NOTES-
1) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=S.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch left
exposed;C-C for members and forces 8s 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
chard 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) 4 except Qt=lb) 3=136, 5=172.
LOAD CASE(S)
Standard
9�rur-Flmttivwilltrtriee C�e'1�I s04(tlaff3,'fE'd(i"p6[C3it 17Yf 6C�PIIC7f[',If!CY'7LT�![[6:mrPiYEX1'tma. lrttlrierip tan;grrcut reel �'trn"isfrtst rrttipRerulllP.;adYe6�wr l.(u1e47,tf.(e!em;efk:!lefue.u. Csleniu�i¢�A,Io�rte lE9,edr
uast.mr�nessfaue,s,t(xmemesa!<ter:tas,rruso3(,s�sy(,e,yeuse[ue»1.n::�e�soryaws®x�naaoxprehm,,,t,girruge�an!c;mragnaxsussrnstetiava,reeroouy,utnint.nt<sipsempxroasuer,essaJuar. Anthony T.TonboIII, P.E.
eK.�,(a srts ,e.rt, tisue:or„s�aetaa o.,P.ese.,d,wlnide,:,ts:(�Ir�gu vrt,,s rte, r,»ut� ;xa[m nrt(s wease�eamt lusrz„ao m ooet�e,urtt,Ensr�s:�aa� st.n,.�ss,r uH �atn,atsrtlaaams( :y 80083
n,artx�o,aid[,eerie/Yahss,ast�ro,dxeusnaznrr:bndmtanr(, iSsAhl:emissgraa(e(lrErntfsu�tsaa,rdai�sdpaae.tnti�nrsueestnslmuran<sd rnss nssseap(.sndrssYu�an,�(as 4451 St. Lucie Blvd.
Zt ,YennuiefrtiHsra(mnMepedeinie u,d?eg Ire(pran ierthnL Iw fnmD,an [tlmeu h Eiltle WYu7Pnlpu,trLaY 4nea 6tb,e! Drag Mliibi. tOttiCdtrd!erx; m,s dC,ati.lril.
Fort Pierce, FL 34946
(oprrightV 2016 A -I Aaafbusos- AnshanyL ramho lll,p.I.Rtnodastian a phis dammm, in any bun,is prohtaitai whbouffheasintoptrmissiaa fromA-t AaalLossts-Ambanr L Ioaab III, V.I.
Job
Truss
Truss Type
Qty
Ply
A0080029
69329
CJ16
Corner Jack
g
1
Job Reference o tional
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
Run: 8.020 s Aug 312016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue Aug 22 14:46:14 2017 Page 1
ID:G27oWsHRMde6juveabFW9mymgGO-JT13UDrdl_sfl6e8?36TeHXpi 1 JO?JT1 ubwljUyIHA7
0-11-11
0-11-11
—r
3x4 =
0-11-11
0-11-11
CdADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in, (loc)
I/detT
L/d
PLATES —. GRIP -
TCLL 20.0
Plate Grip DOL
1.25
TC 0.10
Vert(LL)
0.00 6
n/r
90
MT20 244/190
TCDL 16.0
Lumber DOL
1.25
BC 0.04
Vert(TL)
-0.00 6
n/r
80
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00
n/a
n/a
BCDL 10.0
Code FBC2014frP12007
Matrix -MP
Weight: 4 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 0-11-11 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
2 =
88/Mechanical
3 =
O/Mechanical
Max Horz
2 =
72(LC 1)
3 =
-72(LC 1)
Max Uplift
2 =
-64(LC 8)
Max Grav
2 =
88(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-332/103
BOT CHORD
1-3=-83/298
NOTES-
1) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; 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) 2.
LOAD CASE(S)
Standard
Yanay-Flxudtrtgllrre.4-WAd 10.EMESSES;A0n'910AISiMS604II1MMIe4rIC9'd"SS[CF!StIPeYfSrEan frtiFl/eslp lrta ssel retE x4snCitlrzuG!irtkcxi,3(Ir:,mifls lsisarLlszit IB,Ett!h;na ske!Int. ns. 8dscse2ual¢sn7Nnne IGU,u!r
FLhlr ylensskll k...If. tTC0Z;1:t. AssirusUs Eyeua[r.e,Sre;nFyFcEia �. ne s�ln�16",!�rz:s:ssnac!}smrampcks!�ha tr;pus:alto:rn�E T,c lts am:tn eEmtrq!ed ve!srloosar,s�n tnl.i irs�ssumprcs,!xsutusx ttu sas,>,'q Anthony T. Tombo ill, P.E.
m neat4sTrasixegtakFy is neu!psaalefdM Oner, traOmts od!<med gssnn:kaifepar,:gn,hdeuam srne 11(.&It(u/fie6ss7aiilimptdeali9d. Ike yr:sraaGe lODnlnlfi:0nee!flelncs; iodetaE4tilay slrete,asa°euanl trnos s5alae�nskmiiairyel =80083
' nearareswc!� aaormn.Eounu!mantoenE rtnte=edE,ewnm ktr�gEt sksagrt��pnglrkfiknrinnaEueTn�ee</a asacre.mte�,cetnynametnaannastr,:ca n,rrcto-:iae nnutrn!evam�n,atm 4451 St. Lucie Blvd.
McMniekefNerxnatepe!dapshnYsahsO rnaas anhellh(rrsDe!!ps Gpxx is EIfle N!IligOesipx,mLnsSknrz 6pmr aregt!liep. SD aittolo!d!erasmmdLuaa4LL Fort Pierce, FL 34946
toppidh10201dA-Ideotfsasses-AmboryLTomboIII, P.E. kinodnnionofthisdocument,inanyform, isprohibitedwilhootthemgtenpermission from Adkofimsses•Anthony LlfomboIll, p.t.
Job
Truss
Truss Type
qty
ply
69329
CJ36
Comer Jack
4
A0080032
Al Roof Trusses- Fort PIP-
FI 3dUdR ,ro�I,..,n�u..,«
..,....
Job Reference o tional
------ 5 I I II I!. u—u �' 9 01 cu 10 m1 I eK Inouslnes, inc. I ue Aug 22 14:46:15 2017 Pagel
F
ID:G27oWsHRMde6juveabW9mymgGO-ngbRhZsF31_WfGDLZmdiBU3yYRbykIvA7FgaFwylHA6
2-11-11
2-11-11
3x6 11
Plate Offsets (X,Y)— [2:0-4-10,0-0-01 [5:04-4 0-1-81
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 0.22
Vert(LL)
-0.00
5
>999
240
MT20 244/190
TCDL 16.0
Lumber DOL 1.25
BC 0.32
Vert(TL)
0.00
5
>999
240
BCLL 0.0
Rep Stress Incr YES
WB 0.12
Horz(TL)
0.01
3
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
Matrix -MP
Weight: 17 Ib FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-11-11 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 guide.
REACTIONS. (lb/size)
3 =
-166/Mechanical
4 =
-240/Mechanical
5 =
674/0-8-0 (min. 0-1-8)
Max Horz
5 =
126(LC 12)
Max Uplift
3 =
-166(LC 1)
4 =
-240(LC 1)
5 =
-417(LC 8)
Max Grav
3 =
10l(LC 8)
4 =
157(LC 8)
5 =
674(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
BOT CHORD
1-5=-99/272
WEBS
2-5=-314/925
NOTES-
1) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
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=166, 4=240, 5=417.
LOAD CASE(S)
Standard
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Fort Pierce, FL 34946
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Job
Truss
Truss Type
Qty
Ply
A0080034
69329
D01
GABLE
1
1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 312016 MiTek Industries, Inc. Tue Aug 22 14:46:16 2017 Page i
5x6 =
I�
0
5x8 = 3x4 - 2x4 11 -Xo — 2x4 11
2-0-0
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.21
Vert(LL)
0.01
9
>999
240
MT20 244/190
TCDL 16.0
Lumber DOL
1.25
BC 0.11
Vert(TL)
-0.01
9
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.10
Horz(TL)
0.00
B
n/a
n/a
BCDL 10.0
Code FBC2014/1PI2007
Matrix -MS
Weight: 87 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except`
T2: 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
W1: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
10 =
1206/0-8-0 (min. 0-1-8)
8 =
1206/0-8-0 (min. 0-1-8)
Max Horz
10 =
79(LC 5)
Max Uplift
10 =
-1103(LC 4)
8 =
-1123(LC 4)
Max Grav
10 =
1206(LC 1)
8 =
1206(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-228/303, 3-4=-188/257,
5-6=-199/264
WEBS
2-10=-760/641, 6-8=-760/682,
2-9=249/257, 6-9=-221/257
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf-, BCDL=5.Opsf; h=30ft;
Cat. II; Exp D; 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
3) Truss designed for wind loads in the plane of the
truss only. For studs exposed to wind (normal to the
face), see Standard Industry Gable End Details as
applicable, or consult qualified building designer as
per ANSI/TPI 1.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) Gable studs spaced at 2-0-0 oc.
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 100 lb uplift at
joint(s) except (jt=1b) 10=1103, 8=1123.
9) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 356
lb down and 375 lb up at 2-1-0, and 356 lb down and
375 lb up at 9-11-0 on top chord, and 343 lb down
and 387 lb up at 2-0-0, 14 lb down and 71 lb up at
4-0-12, 14 lb down and 71 lb up at 6-0-0, and 14 Ito
down and 71 lb up at 7-11-4, and 343 lb down and
387 lb up at 10-0-0 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: 4-14=-72, 4-17=-72, 1-7=-20
Concentrated Loads (lb)
Vert: 2=-343 6=-343 9=-14(B) 18=-343(B) 19=-14(B)
20=-14(B)21=-343(B)
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Job
Truss
Truss Type
city
Ply
69329
D02
Common
LbA0080035
Al Rnnf Tn,cene Fnre Dter..e
FI ano,rc ,e,...:....�...r •_.._-
__— r,.._... ...... . ... .............
_
Reference (optional)
_ . _ _ . _ _ __ _
a• �:.� ••�,�•w��• r.Urr. 6—� � Aug o , 20 to rnnc a.020 s Aug si zui6 mi I etc Industries, Inc. Tue Aug 22 14:46:16 2017 Pagel
I D:G27oWsHRMde6juveabFW9mymgGO-Fs8puvttgb7NHQoX7U8xjic4ZryaTA6KMvP7nMyIHA5
4-0-0 8-0-0
4-0-0 4-0-0
4x4 -
6.00 12
3x6 11 qxo =
x6 II
I 4-0-0 8-0-0
4-0-0 4-0-0
Plate Offsets (X,Y)— [1:Edge 0-2-12) [2:0-2-0 0-2-41 [3:Edge 0-2-121 [4.0-4-4 0-1-81 [6:0-4-4 0-1-81
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.40
Vert(LL) 0.02 5-6 >999 240
MT20 244/190
TCDL 16.0
Lumber DOL 1.25
BC 0.16
Vert(TL) -0.01 5-6 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.25
Horz(TL) 0.00 4 ' n/a n/a
BCDL 10.0
Code FBC2014rTP12007
Matrix -MP
Weight: 57 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purtins, except end verticals.
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 uide.
REACTIONS. (lb/size)
6 =
355/0-8-0 (min. 0-1-8)
4 =
35510-8-0 (min. 0-1-8)
Max Horz
6 =
-145(LC 10)
Max Uplift
6 =
-309(LC 8)
4 =
-334(LC 8)
Max Grav
6 =
355(LC 1)
4 =
355(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-311/1034, 2-3=-311/1034,
1-6=-345/976, 3-4=-347/979
WEBS
2-5=-306/94, 1-5=-808/243, 3-5=-786/243
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch 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
20.0psf 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 100 lb uplift at
joint(s) except (jt=lb) 6=309, 4=334.
LOAD CASE(S)
Standard
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J
Job
Truss
Truss Type
Qty
Ply
A0080036
69329
D03
Common
1
1
Job Reference (optional)
Al (toot I russes, ron coerce, M o4v4b, aeslgnLa i truss.Gum
4x4
6
3x6 II
4x4 =
6.00 F12 2
4x8 =
43x6 II
IF
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
floc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.33
Vert(LL)
-0.00
5
>999
360
MT20 2441190
TCDL 16.0
Lumber DOL
1.25
BC 0.05
Vert(TL)
-0.01
5-6
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.09
Horz(TL)
0.00
4
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
Matrix -MP
Wind(LL)
0.00
5
>999
240
Weight: 57 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
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 uide.
REACTIONS. (lb/size)
6 = 355/Mechanical
4 = 355/0-8-0 (min. 0-1-8)
Max Horz
6 =-145(LC 10)
Max Uplift
6 =-208(LC 12)
4 =-210(LC 13)
Max_Grav-
6 = 355(LC 1)
4 = 355(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-375/482, 2-3=-375/482,
3-4=-409/593, 1-6=-407/589
WEBS
3-5=-272/267, 1-5=-295/295
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces 8 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) Refer to girders) for truss to truss connections.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except fjt=lb) 6=208, 4=210.
LOAD CASE(S)
Standard
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' 3e hvtur:ea,:s asitisasnr. itaxn sdedp&eiv0atfnps?NesaN> Hues:flhsEa9a7taapre^Sdti Lrarsm:rttitfiµ3l?3t+tHndShs sreNme?d(ttgsd�ilma, rt!dr�sn3tngvsuk'rtnnd k4esthstsasC?sa�.n,trsn @c;s famsat'nss ussisdmretnr 44515t. Lucie Blvd.
Fort Pierce, FL 34946 slaal:smvethstaraspeN�rnhn:?qyd:prtesshsi:trt.ss7eu7,hyst:b7!tekeiapas�p�!.ainn:?shayrn:d�kxrtai. txara::ai!ua3sns:t:edaiP6f.
upyrigk!Q 2,013 A -I &aai}txsuS-AACT.Y1.lambaIII, Pi, iep?aduvrandih!s dommtr in any fesm hprab:Ui!ed wltM1aun6ewrit;rn pesminiae SomA-i Rr�i Gutses-Amhtay}.Iacbo-tll, P.F.
Job
s
Truss Type
Qty
Ply
69329
Al r7nnf Tn,cce� 1-..A D;.�..-..
�FGOI
CI 7AlfAC .1
Roof Special Girder
2
A0080037
Job RefereLptionall
Run: 8.020 s Aug 311 20i o Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue Aug 22 14:46:18 2017 Page 1
I D:G27oWsHRMde6juveabFW9mymgGO-BFGZJau8MDN5WkywEvBPo7hMxfSfxvTcpDuEsFyIHA3
4-11-1 9-8-7 14-4-0 17-3-2 22-5-3 27-7-4 29-11-4
4_ _1
4-9-5 4-7-9 2-11-22-4-0
3x4 II 6x8 =
5 a
3x8 11 6x10 = 3x6 11 7x8 = 4x6 = 3x8 114x8
6x8 =
29-11-4
i 4-11-1 9-&7 i 14-0-0 17-3-2 22-5-3 27-7.4 27 11-0
4 11 1 4-9-5}.L. 4
Dead Load Defl. = 5/16 in
Plate Offsets (X Y)--
[1:0-4-0 0-2-12] [4:0-7-8 Edge]
16.0-5-0 0-3-01
[7 0-1-12 0-1-81
[8 0-0-12 0-1 121 [10 0 5 8 0 1 81 [14 0 4 0 0 6 Ol
[16 0 5 0 0 3 121 [17 0 5 12 0 1 81
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC'
0.66
Vert(LL)
0.41 14-15
>803
240
MT20 244/190
TCDL 16.0
Lumber DOL 1.25
BC
0.96
Vert(TL)
-0.51 14-15
>640
240
BCLL 0.0 '
Rep Stress Incr NO
WB
0.96
Horz(TL)
0.06 10
n/a
n/a
BCDL 10.0
Code FBC2014rrP12007
Matrix -MS
Weight: 535 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x8 SP N0.2
WEBS 2x4 SP No.3 *Except*
W1: 2x8 SP No.2, W5,W12: 2x6 SP No.2
W6,W8: 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-9-4 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-8-11 oc bracing.
WEBS
1 Row at midpt 6-12
REACTIONS. (lb/size)
17 =
3996/0-7-4 (min. 0-2-6)
10 =
3166/0-8-0 (min.0-1-14)
Max Harz
17 =
-795(LC 6)
Max Uplift
17 =
-3075(LC 4)
10 =
-2379(LC 9)
Max Grav
-
17 =
3996(LC 1)
10 =
3183(LC 41)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-17=-3828/3001, 1-20=-436913148,
20-21=-4369/3148, 2-21=-4369/3148,
2-22=-4369/3148, 22-23=-4369/3148,
3-23=-4369/3148, 3-24=-9871/8164,
24-25=-9871/8164, 25-26=-9871/8164,
4-26=-9872/8164,4-14=-1538/1632,
5-6=-374/408, 6-7=-4118/3273,
7-8=-3885/2913, 8-9=-447/311
BOT CHORD
16-17=-508/790, 15-16=-581617840,
15-27=-5816/7840,14-27=-5816/7840,
13-14=-7327/9372,12-13=-7327/9372,
11-12=-2252/3188, 10-11=-270/424,
9-10=-270/424
WEBS
1-1 6=-3726/5035, 2-16=-669/314,
WEBS
1-16=-3726/5035, 2-16=-669/314,
3-16=429013662, 3-15=-330/521,
3-14=-2359/2427, 4-6=-6347/5142,
4-12=-9231/7648,6-12=-5727/7154,
7-12=-835/883, 7-11 =-678/609,
8-11=-2059/2897, 8-10=-2857/2223
NOTES-
1) 2-ply truss to be connected together with 1 Od
(0.131 "x3") nails as follows:
Top chords connected as follows: 2x8 - 2 rows
staggered at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0
cc.
Bottom chords connected as follows: 2x8 - 2 rows
staggered at 0-3-0 cc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 cc,
2x6 - 2 rows staggered at 0-9-0 oc.
2) All loads are considered equally applied to all plies,
except if noted as front (F) or back (8) 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=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water
ponding.
6) Plates checked for a plus or minus 0 degree
rotation about its center.
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 2-0-0 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 100 lb uplift at
joint(s) except (jt=lb) 17=3075, 10=2379.
10) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 546
lb down and 720 lb up at 0-3-10, 499 lb down and 234
lb up at 1-0-0, 345 lb down and 187 lb up at 3-0-0,
and 139 lb down and 95 lb up at 13-2-8, and 458 lb
down and 194 lb up at 14-0-7 on top chord, and 3067
lb down and 2851 lb up at 14-0-15 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: 1-4=-72, 5-6=-72, 6-9=-72, 9-17=-20
Concentrated Loads (lb)
Vert: 1=-313 2=-54 20=-453 21=-265 22=-107
23=-54 24=-54 25=-9 26=-77 27=3067(17)
v,ah1-Flea nemge1.re.i["Cx'llr0"v[IleSsgr�d;1�,5F63r1 r;W16[DialIIDAS iJPONj iOhY)Y1�;b�JPSUfMP i�.mi.rrmte.,y,µ�erh,nrer<dnb,un:o-n, 6ngr urce��n.,;oa9nr e,nuyLtsshL".P'. rrcnrt SSesttdue nr P.hn,xn.in vtfd rr rCo,uir
FLTlk,aar@,}IN,srUk,<e1413t iCDl,ltld:4lnimsOshi�ssL.,Sia rSs&Si4ne:e8par r0Drepesms®srgmlddep,h:<mdeghsrulse�ssRfirytxte lespel tkshq!s irrss lq;7a7nHelDDa¢,slea lFrl.l;x des {, x:rartst,IMurn /tt sc,,,neiiar Anthony
T. Tombo III, P.E.
' mwl o d k[n7rdn. mu sdroh srocedas ra r sl !du el> iaia ri- a 80083
1 iF i `M=+n thlin�eca(I(Sbr.{G,t:eltlrtass7Lln,elreral l:rmsdpHrxa l%IiBmslk,egns3irWsulkae,d2La.0:9g�,iress [::ig6rreerrslin,c 4afiarcn;nhn 4451 St. Lucie Blvd.
rMlMnief�lrr(amatlspelgn2aitrahr.IrstisshMa�d. lEe rn:, Dean reihnll: iitne hN11e3 Pe:ipn,aL,esSrnra tgiun cfcry k:liiq, 9laradmlinx;mrs 9zN,IkRtl.
(o hr020164.1RnffTosses-ArthanyLhonbaIll,P.E. Rtpsodouionafthisdammeas,inany form, isproMiledwhhoutrim 01itenPermission from A-IRaaffiusses-Anthonyf.Iamb. lll;P.1,
Fort Pierce, FL 34946
Pr�9
Job
Truss
Truss Type
Qty
Ply
A00800382
69329
FG02
Flat Girder
1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 312016 Print: 8.020 Is Aug 31 2016 MiTek Industries, Inc. Tue Aug 22 14:46:18 2017 Page 1
I D:G27oWsH RMde6j uveabF W 9mymg GO-B FGZJa u8 M D N 5 W kywEvB Po7hO2fbuxzPcpDu EsFyIHA3
5-3-11 10-7-6
5-3-11 5-3-11
5x6 =
1602
71 0xin =
3x6
i
W1
%
i W1
_.................._.r_.-...._._.......I
_
ee
r e
125 13 14 4
63xB II
3x8 =
3x8 II
LOADING(psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.53
Vert(LL)
0.07
4-5
>999
240
MT20 244/190
TCDL 16.0
Lumber DOL
1.25
BC 0.37
Vert(TL)
-0.09
4-5
>999
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.64
Horz(TL)
0.00
4
n/a
n/a
BCDL 10.0
Code FBC2014ITP12007
Matrix -MS
Weight: 173 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 `Except*
W1: 2x8 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
6 =
2861/0-7-4 (min.0-1-11)
4 =
3097/Mechanical
Max Horz
6 =
-234(LC 6)
Max Uplift
6 =
-2211(LC 4)
4 =
-2867(LC 5)
Max Grav
6 =
2861(LC 1)
4 =
3202(LC 29)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-6=-2793/2182, 1-7=-3064/2693,
7-8=-3064/2693, 2-8=-3064/2693,
2-9=-3064/2693, 9-1 0=-3064/2693,
10-11=-3064/2693, 3-11=-3064/2693,
3-4=-2634/2372
BOT CHORD
6-12=-221/289, 5-12=-221/289
WEBS
1-5=-3022/3377, 2-5=-2262/1640,
3-5=-2913/3351
NOTES-
1) 2-ply truss to be connected together with 1 Od
(0.131"xY) nails as follows:
Top chords connected as follows: 2x8 - 2 rows
staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0
oc.
Bottom chords 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) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water
ponding.
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) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 6=2211, 4=2867.
10) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 691
lb down and 454 lb up at 1-8-0, 544 lb down and 348
lb up at 3-8-0, 544 lb down and 348 lb up at 3-10-8,
547 lb down and 321 lb up at 5-10-8, 908 lb down and
891 lb up at 7-10-8, and 131 lb down and 89 lb up at
9-10-8, and 393 lb down and 176 lb up at 10-3-12 on
top chord, and 1050 lb down and 1234 lb up at 5-0-0,
and 571 lb down and 468 lb up at 7-0-0, and 571 lb
down and 470 lb up at 9-0-0 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=-72, 4-6=-20
Concentrated Loads (lb)
Vert: 3=-132 7=-691 8=-1089(B) 9=-544 10=-631
11=-14 12=-795(F) 13=-571(F) 14=-571(F)
- YW"a�'gmaieq
bsr.:q•fltrsskf�iV;«!it•ai'idt_uri103i3r5tILC!,t!i9s!1;L4;it64Ei1755:k11ra.(tgrti'i31s4p:w4Y�E'tne,re!!hs�rf^fae's!ff*dsestrdduftf irns[;il� rr.EYijIDF)Ifi!4Sf!S[ni.!sFtalll,/:,U!rfm Slee;trierl ne. Daiis;e§nr;se}�d p'a}R4,'Eir
4i!eknan k!p`.'}s:b^. iert!dta 6f lDEbS}rdS.tlross ri+}ty!eegl t,:{:f lry n dtt3ici prlCPryrruxtaa!frsxe:aexfau!esal eetsfee atrrfpfrs:ise!(cMteuPd6tsuflfi!+aer IrQa&(tt,DsfCr,atn lFi 1. "ftkx nsrzp':a!,Irsy,:y:ahab st:7dra; Anthony T. Tombo III' P.E.
xd.'0Pasrnsfara:' # 80083
d O.W,c-ev s Wswdy!dwh Utfs; sq .arxtf�m.wnGs!!xst ai!ne!t�:e�p:Et za!wt ruyPit��mr;gaiarsex .e e! <!E}+,nx tmgs;:a .mfyr, .arm,�kcry ltaDneru .n
' id tiftare,f�edtseasAr. Lams sawmike PPN 6}jfk2i!}6't$ t�Re}L�1ktd'ttS�tY in see! 4(Ea9fE!�Qljt�tik�t!iNRt tin tll fdu-41!1—tr?dW:l.i[!rotRH}filJjMflk`gP.,31}t�:CIFCEr4tfI ItifR!t, rtJi4 Dii3'e tefONl QtllFfia3:!CdltY fllf}f aril St —Lade Blvd.
scant. 6vanotrr rdageNfrsaacrugl.rl'ro7eszn@ri.':hb.s: Deu�Esp<s.s!]i 3et!ear EfsFr}b�,aLfsssdeaspnndmtr;s�=r,aWDavela:esme;dfe}ix!tPH. Fort Pierce, FL 34946
fopyrigbl'D 2016 A-1 loof asses-Antboay 1. lambs tit, P.L Reproduaion alibis domment. in any Lrm, is prohibited -Without the vrithin pelmtssianitom A-1 Raal trusses- Amhenyl. lombo III: P.E.
Truss
Truss
Truss Type
Qty
ply
;6932;9
Diagonal Hip Girder
2
71Job
A0080039
Cl Pn fTnr� r=...r Di---
=[ ceo.sa ,,,...:....�..,....__
___
Reference o tional
LOADING(psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
16.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
NO
BCDL
10.0
Code FBC2014lrP12007
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-9-3 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation ouide.
REACTIONS. (lb/size)
2 =
372/Mechanical
3 =
0/Mechanical
Max Harz
2 =
522(LC 1)
3 =
538(LC 4)
Max Uplift
2 =
-359(LC 4)
Max Grav
2 =
372(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-552/613
BOTCHORD
1-3=-522/538
NOTES-
1) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. II; Exp D; 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
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.
Run: 8.020 Is Aug 312016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue Aug 22 14:46:20 2017 Page 1
I D: G27o Ws H RMde6juveab F W 9mymg GO-BdOKkGwOugdpl l 5IMKDttYnoKS LQPOyvHXN LwByIHA1
1-10-6 2-9-3
1-10.6 0-10-13
4.24 FUT
3x4 i::� 3x4 � 3
CSI.
DEFL.
in (loc)
I/defl
Ud
PLATES GRIP
TC 0.28
Vert(LL)
0.00 4
n/r
90
MT20 244/190
BC 0.11
Vert(TL)
-0.01 3
n/r
80
WB 0.00
Horz(TL)
0.00
n/a
n/a
Matrix -MP
Weight: 13 lb FT = 0%
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 2=359.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 61
lb down and 83 lb up at 1-4-9, and 61 lb down and 83
lb up at 1-4-9 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: 1-2=-72, 1-3=-20
Concentrated Loads (lb)
Vert:4=-123(F=-61, B=-61)
0r.[a7-riss[il[ney!¢nrierhe'r I .wyblip pxv:Mn[elredw'esn?JslnnCesila0rtro;llPL';nadllr/tAserI. Iufs IS;P.E. tr!—5b.!Sou .. tlelsuaMa•Iser-Ierntke Ito, "It
ILr:ksanstl,*ks,4kad*111rChls lot A[rlrnsD:s hiWnsie, Simsgf[Sue.49esbns•pig; [gmWtm�erlCseAOe!sds;sos[I�raarnii; t[ty�a,�s�nrm:ret:aa[e[loonit, nmt. r.[ic:mwwdr-. Anthony T. utne sl hs i[mSx wri[iilxSitMrttpn[SI14d6sCner, 3e Cnd[s8nisdr3rFnn: rnlF 3g:vpe,is3e nAW s1hr11L@e lx n/r7<L*.e17,ifgsdrurfSld. Ik epnnl s!G[IgDul sry fielSeuofierms; hdeEnrfndlmt, nnye, inLihfiaa�l Fu•f sl2l ie CertsSnsrNliryA � Tofnbo III, P.E.
Zt
80083
.rmnE [inEyi nrtnnssYmh nu,nen 4451 St. Lucie Blvd.
h[tik(naDsru[oSkss is Enl rteralli>3Qe[yxr«Ims53nrsG4ei denbil3iLt«adp>l tna;l�!#'RlPost Pler[e, FL 3444b
(oppig6t01Ql6AdieofLosss-Ae!5oryf.Ten§eIII, P.E. Rrplsdunimolihisdommem,iunntform, isp[o5iEi[xdwif4outi6eminrnpeaais[ienllambdtaofimsses-Ac!honyi.iamDoIII, P.E.
Job
Truss
Truss Type
Qty
Ply
A0080040
69329
HA
Diagonal Hip Girder
1
1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design(a7aItruss.com
4x,
Run: 8.020 s Aug 312016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue Aug 22 14:46:20 2017 Page 1
ID:G27oWsHRMde6juveabFW9mymgGO-BdOKkGwOugdp1151MKDftYngCSLCPOHvHXNLwBylHA 1
4-1-2
4-1-2
4.95 12
Y
0
N
2x4 11
4x4 =
4-1-2
4-0-12
LOADING (pst)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Ildefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.16
Vert(LL)
-0.01'
4-5
>999-
240
MT20 244/190 -
TCDL 16.0
Lumber DOL
1.25
BC 0.12
Vert(TL)
-0.01
4-5
>999
180
BCLL 0.0
Rep Stress Incr
NO
WB 0.04
Horz(TL)
-0.00
2
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
Matrix -MP
Weight: 27 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-1-2 oc
purlins, except end verticals.
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 uide.
REACTIONS.
(lb/size)
5 =
17910-3-11 (min. 0-1-8)
2 =
140/Mechanical
3 =
39/Mechanical
Max Horz
5 =
173(LC 5)
Max Uplift
5 =
-148(LC 8)
2 =
-175(LC 8)
3 =
-64(LC 5)
Max Grav
5 =
322(LC 31)
2 =
140(LC 1)
3 =
80(LC 21)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 3 except at --lb) 5=148, 2=175.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 176
lb down and 47 lb up at 1-3-7, and 176 lb down and
47 lb up at 1-3-7 on top chord, and 69 (b down and 64
lb up at 1-3-7, and 69 lb down and 64 lb up at 1-3-7
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 (pM
Vert: 1-2=-72, 3-5=-20
Concentrated Loads (lb)
Vert: 7=-0(F=-0, B=-0)
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(opoght 02C16 Ad Rootfsusses• Ar@ooyL Tombo Ill, P.I. Reproduction of this dommentin eny hrm,is prohilhed withoutthe wimen permission Isom Ad Raolbusses- Anhony L hoobo ill, P.I.
Job
Truss
Truss Type
Qty
Ply
69329
HJ5
Diagonal Hip Girder
2
1
A0080041
FJobReference
o tional
Run: o.ucu s Hug a i wit) rrint: o.u/u s Aug 51 Zu1b mi i ex Inoustnes, Inc. 1 ue Aug 22 14:46:21 2017 Pagel
ID:G27oWsHRMde6juveabFW9mymgGO-cgyiycwof8igNBgUv1 k6QIJvjsZ28TY3VA7uSayIHAO
3-3-10 7-0-2
3-3-10 3-8-7
3x6 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 0.56
Vert(LL)
-0.02
4-5
>999
240
MT20 2441190
TCDL 16.0
Lumber DOL
1.25
BC 0.59
Vert(TL)
0.04
4-5
>997
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.04
Horz(TL)
-0.10
3
n/a
n/a
BCDL 10.0
Code FBC20141TP12007
Matrix -MP
Weight: 38 lb FT = O%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x8 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 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 guide.
REACTIONS. (lb/size)
3 =
-45/Mechanical
4 =
-140/Mechanical
5 =
338/0-9-11 (min. 0-1-8)
Max Horz
5 =
246(LC 8)
Max Uplift
3 =
-108(LC 8)
4 =
-174(LC 19)
5 =
-772(LC 8)
Max Grav
3 =
35(LC 32)
4 =
89(LC 22)
5 =
686(LC 35)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
2-5=-366/404
NOTES-
1) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf, h=30ft;
Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 3=108, 4=174, 5=772.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 177
lb down and 264 lb up at 4-2-8, and 177 lb down and
264 lb up at 4-2-8 on top chord, and 61 lb down and
82 lb up at 1-4-9, 61 lb down and 82 lb up at 1-4-9,
and 113 lb down and 272 lb up at 4-2-8, and 113 lb
down and 272 lb up at 4-2-8 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 (pif)
Vert: 1-3=-72, 4-6=-20
Concentrated Loads (lb)
Vert: 9=275(F=138, B=138) 10=-121(F=-61, B=-61)
11=331(F=166, B=166)
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Job
Truss
Truss Type
Qty
Piy
A0080043
69329
HJ5T
Diagonal Hip Girder
1
1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946,design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue Aug 22 14:46:21 2017 Page 1
ID:G27oWsHRMde6juveabFW9mymgGOcgyiycwOf8igNBgUv1 k6QIJvPsai8Tb3 VA7uSaylHAO
3-1-7 13-10-12, 7-0-2
3-1-7 0-9-5 3-1-6
2x4 II
2-10-13
2_10_13
7-0-2
4-1-5
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20:0
Plate Grip DOL
1.25-
TC 0.52
Vert(LL)
-0.02
4-5
>999
240
MT20 244/190
TCDL 16.0
Lumber DOL
1.25
BC 0.55
Vert(TL)
0.05
4-5
>999
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.04
Horz(TL)
-0.09
3
n/a
n/a
BCDL 10.0
Code FBC2014frP12007
Matrix -MP
Weight: 37lb FT=0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x8 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 or- bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
-25/Mechanical
4 =
-122/Mechanical
5 =
375/0-5-4 (min. 0-1-8)
Max Horz
5 =
248(LC 8)
Max Uplift
3 =
-120(LC 8)
4 =
-158(LC 19)
5 =
-694(LC 8)
Max Grav
3 =
45(LC 32)
4! =
81(LC 22)
5 =
636(LC 35)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
2-5=-353/382
NOTES-
1) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf-, h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 3=120, 4=158, 5=694.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 161
lb down and 210 lb up at 4-2-8, and 177 lb down and
264 lb up at 4-2-8 on top chord, and 61 lb down and
82 lb up at 1-4-9, 61 lb down and 82 lb up at 1-4-9,
and 75 lb down and 195 lb up at 4-2-8, and 107 lb
down and 272 lb up at 4-2-8 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: 1-3=-72, 1-4=-20
Concentrated Loads (lb)
Vert: 8=246(F=138, B=108) 9=-121(F=-61, B=-61)
10=286(F=166, B=121)
anief-nnv@neejmyunaN'AIIOCr FICSfESrSILii r5[E3lIIIIYf 6Lasai@ClSr7fi0YitCfit"iL16CYtEPeY'kF'Im 1djftpt—g i IcktuCa'trn:th!IpCrteeFON! Wa,1c@arl.T."ha,FEFMeasf'wttd—tetra0—.Mel.@et=a,.I1 .
YQrt<rcouteptmssfdnaexFW,t,mbi,FrF. TV ftie:m.-fr.1a MI.r tayena¢feces, ia:esruek.ves,twa!ar Anthony T. Tombo Ill, P.E.
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(opyright 0 2016 A -I Roof iossn-Atilt nyLTomhoIll,P.E. RepsodunionofNsdommo,0,inany form,isprohibitedwithounhewrittenpumimionfrom A4RoofT!uss:s-AmfionyLTomboIII, P.L
Job
Truss
Truss Type
Qty
ply
69329
HR
Diagonal Hip Girder
3
1
A0080044
Job Reference (optional)
,00sses, it erce, FL o"u"u, uesrgnLwa rsruss.com Run: 8.020 s Aug 31 20i6 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue Aug 22 16:55:09 2017 Page 1
ID:G27oWsHRMde6juveabFW9mymgGO-KZvCu4SWhZO9WpTld2NMeROcZ3B_gaV W V8gheylFHG
9-10-1
9-10-1
Plate Offsets (X,Y)— [2:0-2-0,0-1-81
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 0.36
Vert(LL)
0.04
5-6
>999
240
MT20 244/190
TCDL 16.0
Lumber DOL
1.25
BC 0.28
Vert(TL)
0.08
5-6
>999
180
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.18
Horz(TL)
-0.01
3
n/a
n/a
BCDL 10.0
Code FBC20141TP12007
Matrix -MS
Weight: 60 lb FT = O%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
W1: 2x8 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 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 =
165/Mechanical
4 =
-81/Mechanical
6 =
364/0-11-5 (min. 0-1-8)
Max Horz
6 =
348(LC 8)
Max Uplift
3 =
-259(LC 8)
4 =
-218(LC 5)
6 =
-842(LC 4)
Max Grav
3 =
200(LC 35)
4 =
76(LC 31)
6 =
743(LC 35)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
1-2=-316/578, 2-9=-319/79
BOT CHORD
1 -11 =-467/385, 6-11=-467/385,
6-12=-467/108, 12-13=-467/108,
5-13=-467/108
WEBS
2-5=-110/479, 2-6=-647/420
NOTES-
1) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. 11; Exp D; 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
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 259 lb uplift at
joint 3, 218 lb uplift at joint 4 and 842 lb uplift at joint 6.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 166
lb down and 230 lb up at 4-2-8, 166 lb down and 230
lb up at 4-2-8, and 206 lb down and 112 lb up at
7-0-7, and 206 lb down and 112 lb up at 7-0-7 on top
chord, and 61 lb down and 82 lb up at 1-4-9, 61 lb
down and 82 lb up at 1-4-9, 141 Its down and 222 Its
up at 4-2-8, 141 lb down and 222 lb up at 4-2-8, and
114 Its up at 7-0-7, and 114 Its 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: 1-3=-72, 1-4=-20
Concentrated Loads (lb)
Vert: 9=238(F=119, B=119) 11=-121(F=-61, B=-61)
12=273(F=136, B=136) 13=61(F=31, B=31)
Br,Ong-Flrcxtlmy2¢rerie.Wl 11011 F'.Ldfe ndrnl m'ernea; Fnssessg,am.uypa:;wnr asenrF:!Kl, aytt.rr .. swetd. m. udassodmue m:fnm Ito.-4
IlTakmmaerpleas stdlkneffxleiW;nlr edl.Is.FrusO:sEga;s(it,SFsnL7fr{i>.vaO: sslnapi6l rgrtsWsmo¢rnt d!ieFr'u:skuleghar�rn;oudi:dp6ras dnysdmem{arm:frFarfne:tooerlp.ufntntn:hs�nsrmpms.I�fuF rsree.nc umtrnr Anthony T. Tombo lIl, P.E.
nfn:dCsimstaapreiN:iisHempnii;ndhOnw,AxOn saAlrmrequuS:&lfmp0n x,63uAed fisOLl A¢lt lorslLIfupefWiFd.Fkeyrnrclofiiel00u1¢ykldrudlei�ss;l:deihpkelupsiarye,iu6!efianli.eu79sid!1[huganiWId ' derrrfu{0:opera![emrnrt.lOCessdMiem100ulekrn6imnlrzietisesd0e&i'daiG�geslW'It der�dpa;l!91Fd6! ilIlinISS -Id—fkrp:rnF0-1IMI1-WO,restnvtiknsnitaatdR:hns�ssge,imsI.380063
ow-.fpmst s.�ra,nlns .' 4451 5t. Lucie Blvd.
Mnxi+s6k Shs;ouiatrpedgna nr::,xt1elistrts uuhd. Ib Fra:s Dnntel�+uui7Ftlr 6iu 6e9px,rttmsSFina hi�sa�ofrq Mnaq.IDcgttdl:sl nra;urna¢foAk'FFt. 3M
(opyrightD2016AdtoolTmssas•AnthanyHombeIll,F.T. Repsodurtianaphisdomment,inaoyform,isproh1itedwithounhemittenpermissienNot AdRaofTmsses.Anthony T.TomhoIII, P.T. Fort Plerce,
Job
Truss
Truss Type
Qty
Ply
A0080042
69329
HJ56
Diagonal Hip Girder
2
1
Job Reference (optional)
Al Roof Trusses, Fort Plerce, FL 34946, deslgn(aal truss.com Kun: muzu s Aug Jl zu io t-nnu es.ULu smug J-I LU i6 MI I eK Ir1UUS1UeS, MU. I Utl AUy LL 19.9 U.LJ LU 1 • rdyH I
ID:G27oWsH RMde6juveabFW9mymgGO-YC3SMIyGAI?OcVgtl SmaVAPHngILcKDMzUc?XSylHA_
7-9-2
7-0-2
2x4 II 4x4 =
Plate Offsets (X Y)— [2:0-2-0 0-1-8)
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 0.34
Vert(LL)
-0.02
5-6
>999
240
MT20 244/190
TCDL 16.0
Lumber DOL
1.25
BC 0.35
Vert(TL)
0.03
5-6
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.22
Horz(TL)
-0.01
3
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
Matrix -MP
Weight: 41 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 `Except'
W11: 2x8 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 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 =
36/Mechanical
4 =
-214/Mechanical
6 =
331/0-11-5 (min. 0-1-8)
Max Horz
6 =
213(LC 8)
Max Uplift
3 =
-118(LC 8)
4 =
-257(LC 19)
6 =
-812(LC 4)
Max Grav
3 =
78(LC 35)
4 =
162(LC 22)
6 =
739(LC 35)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-427/623
BOT CHORD
1-6=-556/459, 6-10=-556/246,
5-10=-556/246
WEBS
2-5=-259/585, 2-6=-479/472
NOTES-
1) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree
rotation about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
4)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 3=118, 4=257, 6=812.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 208
Ill down and 268 lb up at 4-2-8, and 208 lb down and
268 lb up at 4-2-8 on top chord, and 61 lb down and
83 lb up at 1-4-9, 61 lb down and 83 lb up at 1-4-9,
and 154 lb down and 269 lb up at 4-2-8, and 154 lb
down and 269 lb up at 4-2-8 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: 1-3=-72, 14=-20
Concentrated Loads (lb)
Vert:7=-121(F=-61, B=-61) 9=280(F=140, B=140)
10=326(F=163,B=163)
wlnig-Finssn!Iegd-AIla:1USS`5,�5.'L'n}.eE&3il[Elms
6:OMaII1G5SCJs10Yt"rUI;Y')i([ce9SFIkY[FTMnlclrykilg!prcea!h!ruLrcd 4rnSisG!ss@e!IgnDrtxuq(th!o-iEtl!IsauyLteatwlu;P..ldanaS�.tdrera.tl!Irt!aRu•i!!ru!Im@elCh,.elE
ihTtk—WfI!IessMIWWL!WIDCaI,dl. Anthony T. Tombo III, P.E.
uinadlb; iussbrwt tei�yls 6e ulrnsiaLhd6l O.agsk Cnnsodl*nN lsrinn!Icilfghatys,h2e lededdGe lM&Ilaa1lf11o�1'�illiagukulR41.E1e!Rmdo!ti!f0o¢!!yfilllmd8rinsx ixdNhykntie3, 9xe1gtrc6"etianl F.nsg slx:l!Cz rt!EmrrJiryd ?80083
' 11, 8,If.;lt!ig m('tcd.. minus sdr4'mr.Mul11,1.6..1Odnn dHrloiltg(.M,.I sa5hid!Iz!Iioa1lsPrslfi:t!nt try n15fiA n lda alWr-d pni—IFsI eft, 9,.,?-NTA. Wffts d1!.bwUw7e,T-kip hf—W less Ks hft.,ntns: 4451 St. Lucid Blvd.
Idnmsuts!dlrstaMN!Aedgnnr!cselyrtrsvn Un6!i lk rna DeiKa tgemsl4ttlrbnutagU!9�n,e1nss 5tnn 6sosadm, H9lbq. Llalednd`:ea: rnmad!11+7FL Fort Pierre, FL 34946
(opyrigh1�1016AIRaalLusys-AnlhDgUomhoIII, P.E. Repladudionofthis dosamant,inanytosm,ispioh@itedwhhoul;demittenpermission from A-1RaolTlusses-AnthonyT.Tomhoill,P.E.
Job
Truss
Truss Type
Qty
Ply
69329
J2
Jack -Open Structural Gable
5
1
A0080045
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
Run: 8.020 s Aug 312016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue Aug 22 14:46:23 2017 Page 1
ID:G27oWsHRMde6juveabFW9mymgGO-YC3SMIyGAI?OcVgtl SmaVAPMsgNTcNhMzUc?XSylHA_
2-0-0
2-0-0
6.00 12
3x10 II a
1-8-0 2-0-0 ,
1-NO 0 4-0
Plate Offsets (X,Y)— (1:0-3-1,0-1-01, (1:0-3-8,1-5-21
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (lac) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.01
Vert(LL) -0.00 1 >999 360
MT20 244/190
TCDL 16.0
Lumber DOL 1.25
BC 0.02
Vert(TL) -0.00 1 >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(TPI2007
Matrix -MP
Wind(LL) -0.00 1 >999 240
Weight: 12 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEDGE
Left: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-0-0 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 guide.
REACTIONS. (lb/size)
3 =
26/Mechanical
1 =
76/0-8-0 (min. 0-1-8)
Max Harz
1 =
39(LC 12)
Max Uplift
3 =
-68(LC 12)
1 =
-4(LC 8)
Max Grav
3 =
26(LC 1)
1 =
101(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf,- BCDL=5.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch left
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) Truss designed for wind loads in the plane of the
truss only. For studs exposed to wind (normal to the
face), see Standard Industry Gable End Details as
applicable, or consult qualified building designer as per
ANSI/TPI 1.
3) Plates checked for a plus or minus 0 degree rotation
about its center.
4) Gable studs spaced at 2-0-0 oc.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 3, 1.
LOAD CASE(S)
Standard
Ztanns.r1—Al A1yrerin fie'lltg;:`i1CSSEi{3<IiEi-yuf63Ff In4S6r4%eII1C7S(nIDMFF4T:r)ifNF;ri:Etk-Y[krhrn itm(wi.pa.,Nrn ut,erwu"M tress Ee!ierertxuy(I[w)bitekdnrs.Whm,rt.lfaisWftdar.. relt"d..Ise Md. R: rllulr
IhTlis a Odasldlkn:etu; etagmlerdl lsluasoa:a6iFrY0t,ry:arer&11,Caen:,�In�rograa,�nr8l�mrranlFr ;duder;I�s:�,e: „tr�.wtelest' nezcn rmsl:l"�.a�o:mgedr.eaenmt. r�s<sy:nnaysn.f�eslmw^irlcuw±o. ', Anthony T. Tombo III, P.E.
at n:dp:s irm A; athi lb2eageaa:l0dtn dnv,M C.:ds adknnre rlsfnli:&ilfa(r:s a,ia Re ailed cf4e lr ttl lStaltlrlul biiNgrdtWltll.11eenmddfit Wata1 h13.0 0.Heir.ss,1,d4ierettd'mt,slaye,ieslelrznaalkaieg s4a!I le b w1usiulard z80083
lie ir:lrerksiuraR6>iWa. lgrdasd rd'n q:1l)C nl irscsaserl treelmesdl44duit 6cZsesel Sa4h{d:,adwil(SljrdE.Fel lrlRnfSlfA wakmdtx dpileae. iFLl ietnsstleasrar*J4ies asifs5ssd1;v1ass0.sipe,irsn L•:ipr ylafaeeelnts garhdnu,alm 4451 $t. Lucie Blvd.
mntaesyl:«n�a�aenan��reydl(,a,n,rgs.tara orav/,1,1grHl,uyaiitd,ara,ssld�lr:rf:�ruror.nrowdrars.aeaaa�alml_ Fort Pierce, FL 34946
(oppight01016A-1holhouss- Arlbonrl. Inman ill, F.F. Rewodursim aphis doomem,in any form, is pmhaitel wBhoutfie Written permission from VRonibossas- AnthoryL lomao ill, F.I.
Job
Truss
Truss Type
Qty
Ply
A0080046
69329
J3A
Jack -Open
5
1
Job Reference o tional
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue Aug 22 14:46:24 2017 Page 1
I D:G27oW sHRMde6j uveab F W 9mymgGO-OPdraezvx37 EEfP3b9 Hp2OxOr3h LLgxVB8 LY2vylH9z
2-11-4
2-11-4
7.00 12
3x4 II
4x4 II
Plate Offsets (X Y)— 14.0-2-0 0-0-81
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 O.64
Vert(LL)
-0.00
3-4
>999
240
MT20 2441190
TCDL 16.0
Lumber DOL
1.25
BC 0.17
Vert(TL)
-0.01
3-4
>999
180
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL)
-0.02
2
n/a
n/a
BCDL 10.0
Code FBC2014/fP12007
Matrix -MR
Weight: 17 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-11-4 oc
purlins, except end verticals.
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)
4 =
126/0-3-2 (min. 0-1-8)
2 =
96/Mechanical
3 =
30/Mechanical
Max Horz
4 =
166(LC 9)
Max Uplift
2 =
-167(LC 12)
3 =
-24(LC 9)
Max Grav
4 =
126(LC 1)
2 =
150(LC 19)
3 =
60(LC 10)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf,, BCDL=S.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
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 except Qt=lb) 2=167.
LOAD CASE(S)
Standard
ttnhi-Flan mneykynmrtle'll Fg�;i7raSSn;'�'i!3;irr7lllVif6[0%OinCTi rfISr0Aj 1Ut7')SfNF,€nSYrkl'frn rrdi[uip rar.!1n!nE n!Iwnu�!rrnsk!it!o-m.yp�;man!ernmii.rr.tai,,rt.r!�:n,r�,traR!m. erirnnm��n:dme!tm,nt[
wT!lmok!ienslAan aW!s OCnreta:a.a!trmsoxrryar{«lae,rq[�ru::.n!,mnmr%rRre!nrmrcnm!tnFr�:snd<ao,:yrcya�errnnu�nvvmfun![a�xc!n!ioonp.a[nini.ir[aycnvsF,e!,iMmm[i!r wesam Anthony T.TornlwIII, P.E.
uEts!dh!innfzmgteiHsa l!Ike!rspnivary Ayeeun,aee.aei soalerisere;p[nn!Bsiili+gOn:�n,Mt4urledcf8!nLn!IH allklvel k9farcohrdirl 1. Ite gtmaldlie �0a!!p N:Nnedn!inn;lyd!fngkndieg,!Isrye,hs6ii!limn[6m:re sShc leM!nrmiNliryer ? 80083
' n!uiry o!sigernernk!3n. Alleile!!d!nurxia: nine psEi!esnlrEGrnn!1/aleilT qG:pea!St!¢tdns!Itta{II511{.IB;lilhirin7 SS0nnls!verpr padsri5!xe.lr41[9rcec8!rtsry!u3lAn mlhuerdt�lns;o:;!+,imsl4:is!'rnaeln!!tanhtnn,rdess 4451 St. Lucie Blvd,
eneM!!araeaa.rr«umeyeaetnanr yarsm!m!t::dInhwoernrrirsnisSIMI'lloo. daykA14tMa"M I—an.saernImmt. Fort Pierce, FL 34946
(oppight 0 2016 Ad Root Trusses- AnthonyT. fomho III, P.E. ReproduDiao at this dommeate in ony form, is prohibited x8hounbe mintn permission from Ad RaniTresses-Arbooy 1. Tomho K R,f,
Job
Truss
Truss Type
Qty
Ply
69329
J4
Jack -Open
2
1
A0080047
Job Reference (optional)
r t ! r ruaaca, ruu ri—, rt_ J4t140, uebrgnlwa uru55.cum
Run: 8.020 s Aug 312016 Print: 8.020 s Aug 312016 MiTek Industries, Inc. Tue Aug 2214:46:24 2017 Page 1
ID:G27oWsHRMde6juveabFW9mymgGO-OPdraezvx37EEfP3b9Hp2OxW B3iBLpkVB8LY2vyIH9z
4-4-0
4-4-0
3x6 11
1-4-0 j-81
1.4-0 4
4-4-0
2-8-0
Plate Offsets (X,Y)— [2:0-0-6,0-1-41,[5:0-4-0,0-1-81
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.10
Vert(LL)
-0.00
4-5
>999
240
MT20 244/190
TCDL 16.0
Lumber DOL 1.25
BC 0.12
Vert(TL)
0.00
4-5
>999
180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.08
Horz(TL)
-0.01
3
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
Matrix -MP
Weight: 24 lb FT = O%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-4-0 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 uide.
REACTIONS. (lb/size)
3 =
64/Mechanical
4 =
6/Mechanical
5 = 322/0-8-0
(min. 0-1-8)
Max Horz
5 =
183(LC 12)
Max Uplift
3 =
-131(LC 12)
4 =
-19(LC 12)
5 =
-131(LC 12)
Max Grav
3 =
75(LC 19)
4 =
33(LC 10)
5 =
322(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-403/149
BOT CHORD
1-5=-143/396
WEBS
2-5=-274/610
NOTES-
1) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
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) 4 except Qt=lb) 3=131, 5=131.
LOAD CASE(S)
Standard
OmuR�Flsudmq!¢nrierLe'1�1IC�:i nfSSEi(S[1;i,6EM3231,R1tl6tflWllulS(mt0Yj7G(7'jl(YtCB[IP6YEFI'lan ln7(leilppiu.:nkrc¢i redro4rnrdsLn:Ce!i{:Cnru7PCC�solneacEmrl.f:r2<4,Ff.lehTm SSv!Mce:w. 4ilrvmknaise rtleln@e (EC,ulf
oteleu�mr�aen�YFessessrsri�nFeraa.lr.[n::o:s: [yr,:r(:,SFGnqun:xr,.ner�(w FmnFmMsm:agrm:aruR.t:sir:de:So:ni:rrapw:¢i.q�rtrtrsip:lne,n{mrmsl<Fnann:musd(,t:laml.retesi�naorysr,I u9nusvRs.una�ry:'. AnthonyT.TomboIII, P.E.
wr dwmrrrr�lisll:nrnrFn una�a.:n,ae„droa� ar rin[ar�or ,narnmarllmar�tnFn,1.nzuy arm-t.tvenndof(,r[Duman.lkeelfit rN:::lyd.rgEizen sIrti:.mrr�n{F-1$1,11tents-iWigd #80083
' Ye Sr�l[miC:ei�ervd b>ledn. IRxln t!(MuIx1DC nlYa prCiarul rri:l0esdtleteYT:FG:Renl Sa'rn ldnzelaoiilS+FdIiM1,�e1[linlS3:lune(rn:r/1xF:cdpid�ce. lPFlidues@eregnuril Ref nl6CecdH:LxtC:f:,nie; Tnfs L�.ryr'.ytaeel lnss Vaeeh:Mn; nlns--
rtlnamirhNlrr(rdrwtrpndrynR �'Sge7Fxtin mdM.I'sarrt otn{s GFant is E7rtlrssfllgOtuyar,nitns5lnra Gpun drryl:Ilb}Al ul��re hre: oars R�rtltTLl. 4451 $t. Lucie Blvd.
(opydgb1Z2016AdReofTtosses-ArthanyLTombe111,F.E.Reptedudi.oflhisdocument,inonyfaces, ispsohililedxi@outtbewd"enpelm(schnfrom A-lRnolhusses-AnthonyLiombo111,FS, Fort Pierce, FL 34946
Job
Truss
Truss Type
Qty
Ply
A0080048
69329
J5
Jack -Open
7
1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design(a)aitruss.com
Kun: ts.uzu s Aug a i zu io Print. 6.ULU s Hug 3 i 2u 10 IA! I UK rrluusrrlub, rllu. r uu muy cc !�u. o cu If rayc i
ID:G27oWsH RMde6juveabFW9mymgGO-UbBDn_zXiMF5sp_GBtp2abUgRT2J4G0eQo56aLylH9y
5-0-0
5-0-0
3x6
Plate Offsets (X Y)— [2:0-3-14 0-1-0] [5:0-4-0 0-1-8]
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 0.13
Vert(LL) -0.00 4-5 >999 240
MT20 244/190
TCDL 16.0
Lumber DOL 1.25
BC 0.12
Vert(TL) 0.00 4-5 >999 240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.08
Horz(TL) -0.02 3 n/a n/a
BCDL 10.0
Code FBC2014lrP12007
Matrix -MP
Weight: 28 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-0-0 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 quide.
REACTIONS. (lb/size)
3 =
50/Mechanical
4 =
-13/Mechanical
5 =
417/0-3-0 (min.0-1-8)
Max Horz
5 =
248(LC 12)
Max Uplift
3 =
-142(LC 12)
4 =
-19(LC 21)
5 =
-164(LC 12)
Max Grav
3 =
110(LC 19)
4 =
42(LC 10)
5 =
417(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-402/291
BOT CHORD
1-5=-308/394
WEBS
2-5=-450/600
NOTES-
1)Wind: ASCE 7AO; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf, h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
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) 4 except at —lb) 3=142, 5=164.
LOAD CASE(S)
Standard
t9nnt Fleev nnrskk¢rnk•tie-AI imi itssusj unrf eE63f( tdrne3na1n:Vd.At 21.11
Flitlarrmbe, Ildrs sEdtkrntin�t i[!;alen'i. Isolrrs@ux 6rz�siis„Sie;nsilrves>•',.etl: snl renpib7rgmrdrntscq�edtlrnxz;sind nsunrigrogn:d'u`:ry tar 3efarpd0e suyle Ln;teriadntleIDhnlr,nlu lEri. fkemlornmtmes,lttluini4lett uns4tlt Anthony T. Tombo Ill, P.E.
ndrnet lhnLas Wr nnkW.r islkenspni5:lh)dPor Oeeer,tx il•sds ourtxmrdesarn ne lx'11'egfirsgn.hla udeddfielM fttlxnilIoxl eoifTek rei?ni ma.Ile epnnl a'IiefhOnl ery fidleur'.tlr inn; iodri�tailixyslmete,hflr6rfinni knur rt£htEe nskasirJntd . ? 80083
th HlfmEP:siprrelOaarUn. tAuhssded ie lhID.nlleps laseJiriefirss elttrtniri G^pe�l Sa4htderaelim(1041dfiJxe liffln7 S6GmnlrereiM Sl pilm:e. iM1l efins Re ngns3i7on teicitiesd Aslnsc0.tiyer,Tnss O�qr Ee,eseeni Lnssl'mhd.m; nlns 44515t. Lucie Blvd.
rtlarhs idmzdlEstnnasy r.Mpn3mc;hl lstintndrei lh3lrrs(htn 6rauls F;IRr ksiliyUe9iv;nLassEMr+6lmn o!sq lrllr�p. ,40airderl;nasmnd�5nli<Rsl' Fort Pierce, FL 34946
02016AdAaafIFUMS-ArthoY T.Tamheill,P.E. 6enrododiacdthisdommeat,inor totm,.is nhiltitedwithoutthemfromA4N:offiosses-Arthoo LTomhoEll,P.I.
Job
Truss
Truss Type
qty
Ply
69329
17
Jack -Open
8
A0080050
Job Reference o tional
=S.a„k,a i u uaa.s:urr: Run: 8.020 s Aug 312016 Print: B.UZU s Aug 31 ZU16 Mrrek Industries, Inc. Tue Aug 22 14:46:26 2017 Page 1
7-0-0 ID:G27oWsHRMde6juveabFW9mymgGO-ynlb?J_9TgNyTyZSiaKH7p1 oStMDpjrofSgf7nylH9x
7-0-0
N
a— V
A
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 0.33
Vert(LL)
0.02
4-5
>999
240
MT20 244/190
TCDL 16.0
Lumber DOL
1.25
BC 0.21
Vert(TL)
-0.02
4-5
>999
180
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.10
Horz(TL)
-0.04
3
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
Matrix -MP
Weight: 38 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 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 uide.
REACTIONS. (lb/size)
3 =
128/Mechanical
4 =
30/Mechanical
5 =
481/0-8-0 (min.0-1-8)
Max Horz
5 =
348(LC 12)
Max Uplift
3 =
-236(LC 12)
4 =
-30(LC 12)
5 =
-190(LC 12)
Max Grav
3 =
207(LC 19)
4 =
73(LC 10)
5 =
481(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-605/459
BOT CHORD
1-5=-424/535
WEBS
2-5=-687/812
NOTES-
1) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
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) 4 except (jt=lb) 3=236, 5=190.
LOAD CASE(S)
Standard
arFng-n,ua.mp!¢rexaa liar, tarniumvinaikrnmt,:aptvnpa-duc,K,erl.me,ndct,,ce,ipurc. p ;�amemrptrruaia:rt.t rz,ss!Gdnn.tldeumYri,n e1nCeIck"It
IBTe4u qv plehneAkes.tie; to 1g1H4ed 1. 0.,rrmsaa. Fq�esix,SpnnLT[rpiu:RB::alaarl[�1rgrt:mf eircrpR�edderrdrsi.aturu:s:iymyse;6u*n6;;te lnpd&ebp'e irvs; sep9elnikla9ery,run lfl i. Trksgess:roptit,, l¢diq ud4iert, xiinlSrry j Anthony T. Tornbo Ill, P.E.
mrr_dm:; uns Wr mpr:i pi,ue,rymaalma..n,aa.Par om.m.irg,�r,n:mrr�um:tsr..nfte urhddiieli'i,&rlx�.s nsl�:u �:mmt tt; yprnldbe meee mse:ia.:.da.r,u: i.ae �,ir®yd.rp.t.,!rcmea�i tru gssd: rr t�rr4�smii7d s 80083
' ieeWleiaga:sigePal6a5atlrr.laulessdnliall:tagnlyxra:s5re;edprafisesdtkkiider6e�en15u'ehHxzel ikUjrd6:'allrR;nlSxAmndcere(fxpYipUHce.lFFli�mtleregnatilitinmlAtiesdN:hass0. .r,tress�: ;,tFreae,tinal�a.r�me,,n!s,.'. 4451 5t. Lucie Blvd.
rfirxa,ietaresNeecehel:pedgn�nm irwlpvn�Onak. Iir fn;sa<s'n Gptrsns ASftlr piulr{m:igar,auassgtnea Grua'egburr�.:iiapadml:+.,:;nnsedi,:l�ala. (opyrighl�f016AdRaofLusses ArihonyLTomholll,P.F, Repsodunionolthisdommant,inany form, isprohibitedwdautlheariitenptrmissianhomAdRealisussas-AmhonyT.Tomb III; P.E. Fort Pierce, FL 34946
Job
Truss
Truss Type
Qty
Ply
A0080051
69329
RP
Jack -Open
7
1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, deslgn(a)altruss.com
Kun: t$.ULU 5 Aug JI LUIb Yrml: M.ULU 5 AUg JI Lulu MI I eK InUusineb, Inc. I ue Aug LL l'f:'en:Lo LU If rage I
I D:G27oWsHRMde6juveabFW9mymgGO-ynib?J-9TgNyTyZSiaKH7pl oFtLMAofSgf7nylH9x
7-0-0
7-0-0
r 2-0'0 0 0
7-0-0
4-8-0
Plate Offsets (X Y)— [2:0-2-0 0-0-01
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/dell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.32
Vert(LL)
0.04
4-5
>999
240
MT20 244/190
TCDL 16.0
Lumber DOL
1.25
BC 0.31
Vert(TL)
0.03
4-5
>999
180
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.08
Horz(TL)
-0.04
3
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
Matrix -MP
Weight: 38 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 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 ouide.
REACTIONS. (lb/size)
3 =
128/Mechanical
4 =
30/Mechanical
5 =
481/0-8-0 (min. 0-1-8)
Max Horz
5 =
348(LC 12)
Max Uplift
3 =
-236(LC 12)
4- _
-139(LC 9)
5 =
-237(LC 9)
Max Grav
3 =
198(LC 19)
4 =
68(LC 3)
5 =
481(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-537/470
BOT CHORD
1-5=-424/535
WEBS
2-5=-715/644
NOTES-
1) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; 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 at=lb) 3=236, 4=139, 5=237.
LOAD CASE(S)
Standard
Nmhp-nsvBrner-,urrear tle'l�l 10:; naS<g�.,(r�f(t71t t1tl58111AIfG7S (73IOYj ICr3'jif147fit(C6Y:II'Ma rntllh:igt par.Ms u! rnlpR! u:i! Le!sre!ipsQrteiy(1Li;rd Ut WniL bW 19,r.Elhna SM!leiu,.s+. Celen oftt.ise!slelaG IEo,xh
ILTrksstemuphfrss4e0knrtk!3tTG9Gkld:d./stUnsC:t NT d{it,eie:ntl&pia. tl!:sSnvTTTO;rgrt!a!!aGctpfmxd0!pnt:!n:dngtnmlmp au.txfiE!<systtmewWTm:ltF:adnr�mo-nry,trintnr.(aslnlPn::orn!,Irtmrmlen!,s�t:t�,ry Anthony T.TomboIII, P.E.
teEtuACrsTsess tx mr 1
`5q h MnspnQl�rydhsCnn,CeCnn iaalaneiepesn nt rriifu'Cn�gn,n'Fe uAed tlfn!RLP.tl ml t4eb¢SbrJlieg solen!(C,1. @e ep;nsldfae lCCret fi!k.ue',atTn:s, sodeEiapinel¢, slaryansb etineel heats sia!`:le lle n!pnsngiryel ;, — 80083
IlesrIfasC:sigxesi Gooe3n. nlmes se!rArznalDCn1~r prraiasedseetinel herti.Tes(ta{wsl Sa4hldnzesao(I(Sfir4E!klit(flosSYAertelnt�dtxy-r:�piln:t. lfFl e9nnfttugnsw)nnnlhik!dlt•1nx0expa,Tren &!yss,F:eeneulnts V.afi3ae!; nlm 4451 St. Lucie Blvd.
•• nsn+m!iehellTt(unalryeEgnanGxphdirytixsine6Nlht(rtnDKnErp'sus!isEOltle6r:11'msgnisxyoTnssSrneaErsR'oNnybrhiq.:CnradntlEva;ntnddtedie1141' Fort Pierce, FL 34946
(oprrightO 20164-1 RoolBosss- k6anyLTamha Ill, P.E. Reprodustioa dlhis doromant,in any form,is prohibited withounhe wtitten permissian from 4dRaofTrnsses-Anahmi, 1. lomha Ill; P.E.
Job
Truss
Truss Type
qty
ply
69329
J56
Jack -Open
2
A0080049
el D....iT.�......,,- C,.-to.,.-..,.
yr
__ _
Job Reference (optional)
„gr rc,a , tr
muu o , cu r u r, nn, o.ucu s mug a I zu i o ml i ex inousines, Inc. l ue Aug 22 14:46:27 2017 Pagel
I D: G27oWs HRMde6j uveabF W 9mym gGO-OzJZCf?n E—Vp568eG IrWgOZ?xHjnYA8xu6a DfEyl H9w
5-M
5-0-0
2x4 II
2-0-0 2-4-0
2-0-0 -0
5-0-0
2-8-0
Plate Offsets (X,Y)— j2:0-3-0,0-0-01
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.20
Vert(LL)
-0.00
4-5
>999
240
MT20 244/190
TCDL 16.0
Lumber DOL
1.25
BC 0.19
Vert(TL)
0.00
4-5
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.10
Horz(TL)
-0.01
3
n/a
n/a
BCDL 10.0
Code FBC2014frP12007
Matrix -MP
Weight: 27 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-0-0 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 uide.
REACTIONS. (lb/size)
3 =
42/Mechanical
4 =
-19/Mechanical
5 =
431/0-8-0 (min. 0-1-8)
Max Horz
5 =
213(LC 12)
Max Uplift
3 =
-116(LC 12)
4 =
-19(LC 1)
5 =
-206(LC 12)
Max Grav
3 =
65(LC 19)
4 =
34(LC 8)
5 =
431(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-449/161
BOTCHORD
1-5=-166/460
WEBS
2-5=-3211790
NOTES-
1) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf, BCDL=5.Opsf,, h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
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) 4 except (jt=lb) 3=116, 5=206.
LOAD CASE(S)
Standard
Ptni �-Ntnt nrtftgdrmoz nt'bl IpCr tiCSSR� S[i1t5'j, 6tk3Al Itlflf 6 rD1CIIIG!G (CStCMj IL'17;1tr698t[[muE1i' b!a 6rfrgiuigt g¢r^thtt uE ndea4t a!tus rnu Cesirt Cnxie3(IPCJmI�t 2tM ry r. razla IC,rf.lr%n;e SW:6dcK ram. Gdtn aYnyla rtJdm,6t teC.tdr
wtt[t�tm Fh'ssaukt etxrlttcurema.lstrmson?[t etu,<.rt tetbit-,ati!d TD,,gmftls"Wlt-dP r{ : udtil tLLrltpCikl JbFt119Fd*tsnf*1w.{rtiNun.-Moh,ttinTH1.iSticiptsm'�`k'.Wn,.iei,Gi,"ill"(. AntllOn T.Tombo III, P.E.
nttsedn:timtS; mp4Ctrtg isdt n:rurn:ICgdEtOno,CtC.aett eAkntree CgnEtf neyill�Ctngn,63ffedtddtMlr;,@fI2(a/litlwl klGgfdtt:lipid.Ikfw.latuIDUf:lfrgUN.dnt r:.u, trdttigFnifia3,drep,itstt;:etiafdF.nxg Witt pen+rmW?d Y
litrrlrCass xfr�+Ga�t3n. eCfdet sd rd it pnlCC nlpz fttAfnnl retlisetdmlr' G iSdf dnaetim{I( ICd:l1 rP; nlSxA ce nlnn:dtxyd ilaxe. Ittlitfistshfns nsCilea uiGpftd Nelnr. CtLp�,rrtnCe:ip lepemerl lnss Mnehdaegodtn B0083
nr - it I r Idp+ hl g9Pt
Zt r,rnvtstnfmpittrxhatepedryntf mrrghdtpsMbnlfk IkirrsDeYtt[rrhn,ISE7inerxllggCnfoft;ui,oss5rdta[rgbteta'tgp�llli�. „Ilarndtbhra;uttsadnftttml. 44M St. Lucie Blvd.
Fort Pierce, FL 34946
Cpppig5t�7t16A-IGapibnssps-ArihopYLTomholll,P.F, Rrtodudipn;lt6isdpcemant,inpnyfprm,isplohiEilxdwithootr�etnittenprrmissipnlramAdFaofUpsss-Art6opyT.ICmDp111;P.E.
Job
Truss
Truss Type
Qty
Ply
A0080052
69329
MG01
Jack -Closed Girder
1
1
Job Reference o tional
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue Aug 22 14:46:27 2017 Page 1
I D:G27oWsHRMde6juveabFW9mymgGO-QzJzCf?nE_Vp568eGIrWgOZ20HIDYB7xu6aDfEyIH9w
3-0-0
3-0-0
6.00 12
3x4 11
3-0-0
3-0-0
Plate Offsets (X,Y)-
(1:0-1-12,0-2-01
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.06
Vert(LL)
-0.00
4
>999
360
MT20 244/190
TCDL 16.0
Lumber DOL
1.25
BC
0.03
Vert(TL)
-0.00
3-4
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WB
0.04
Horz(TL)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
Matrix -MP
Wind(LL)
0.00
4
****
240
Weight: 24 lb FT=0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
W1: 2x8 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-0-0 oc
purlins, except end verticals.
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)
4 =
117/0-8-0 (min.0-1-8)
3 =
459/Mechanical
Max Horz
4 =
142(LC 5)
Max Uplift
4 =
-12(LC 8)
3 =
-370(LC 8)
Max Grav
4 =
117(LC 1)
3 =
459(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 4 except (jt=lb) 3=370.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 342
lb down and 221 lb up at 2-10-4 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: 1-2=-72, 3-4=-20
Concentrated Loads (lb)
Vert:3=-342(B)
. .... 15tt�.flasE'srry^'.1;!!!kt nt'AI i'§rilPSiE'>i SELiI'yEiNas; iEpl1 tEP%cF".7li (E3PdY e7!Bjk5R7R�,:.Gu:'S1' Ma. (s1r!!r,t tueaeelcirtttldt!aitis;rus [:Ap: ritt(@E; W!#t 7N}tn, r.'ErwN.t� Gk4tn SMeS Etitz ne Cs`tss r`,lttt lkzlta3t S9,tdr
W!tl:EmeUr. pk4s lslP& tdtn toe 11r'n§to}31!eTross4/�}lit{hMIS:LrrlCFhl �j Y.p'�1fYA'NKJTt�iffRtttYl tlY.tt�WE n!&Fh'i:.iSd?i1�5tE nt r9'd!ii (k rYLt!]yS{(1t44ii3til!4[1Tf9tit61'.trr(�tflt; %tt])ri 1. °it Lf4'4t T4' 1.133i'tT 55tft45,y%ISIUIr AthonyT. Tombo tl:, P.E.
ta3sse s.!is (nn hrlglridaruwlsr>rasB�iv *aynlL..nrst4igEdtrMkfaT,ts,ntx nzltdnttr,tn'L'rin=(!mlitin=sl..adirl f. latgpraddnrlattq 5d4red3t isss,.u°tiiela=Eay.nrtrt,m!h[� ads:trq,ta:e:r rtlwtR.ls.ar ut 380083
' 34 heAgE';y-arttmm 11 mssdEgnntr7at(err�tusafr+#-nsftiekakl-yG-�a•&S:�i laxnCat[S�ptdeslt;':Nee15"..!'of!t,'1,rtEE..dhtllxsElsN.'mSN-,dtreeslsrcgx,J.s2ste:ltflslfnFrssns�,c.t,rnss P?stsEq-, W rms ka vmff.atns 44515t. Lucie Blvd.
#x�S;r4nedSlt(rnM saet4tretunitixlF}EPlualsbe itl.iilr.Ess hslphfa!!;i!UIt Wq:alpyar?ssSruEn'�tiaex desldeq. t¢r"W1,01nu tntsM.1 a 11W. Fort Pierce, FL 34946
to !i `S$;PdlbA-1laoltressrs-AntAtn Llomhotll,p,E it rodwionorlhisdommeatisan rem., fehibittdQheeltheerirtn umissinnhemA-ltedbasses-Anthee I.Iam:SotlI;P.L
P7!< Y ➢ Y- P P Y
Job
Truss
Truss Type
Q ty
ply
69329
T01
Hip
2
1
A0080053
Ad Rnn1 Tn,��e� C..w D:.,.,.,.
�i 7AefAC .1__:.--.�_�.-..__
__� •-._.__ ,. ,..... ... __._
� .
.
Job Reference (optional
�. • •• - • �..• •• ..•..�� .,.,4 U e U "11 u. 0—U s ruy o r zu t o mi t eK mausines, mc. I ue Aug 22 14:46:28 2017 Pagel
ID:G27oWsHRMde6juveabFW9mymgGO-vAtLQ?OP?HdgjGjrq?MICE61 Ch3GHb156mJmBgylH9v
94-0
24-0 9-0-0 9 16-3A
2-0-0 B-0 06-- 6-11-4
0-2-0
5x6 11
IF
'x 3x6 11 7x8 = 3x6
9-4-0
t 2-0-0 2r4A 9-0-0 _ 9-2-0 16.3-4
' 2-0-0 O'4u0 6-8-0 0 6-11-4
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/clef!
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.80
Vert(LL)
-0.02
5-6
>999
360
MT20 244/190
TCDL 16.0
Lumber DOL
1.25
BC 0.17
Vert(TL)
-0.04
5-6
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.25
Horz(TL)
0.00
5
n/a
n/a
BCDL 10.0
Code FBC2014fTP12007
Matrix -MS
Wind(LL)
0.01
6-7
>999
240
Weight: 113 lb FT = O%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 `Except*
W1: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-7-4 oc
purlins, except end verticals.
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)
7 =
867/0-8-0 (min. 0-1-8)
5 =
616/0-3-2 (min.0-1-8)
Max Horz
7 =
331(LC 9)
Max Uplift
7 =
-529(LC 12)
5 =
-366(LC 13)
Max Grav
7 =
867(LC 1)
5 =
625(LC 20)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-288/35, 2-3=-973/605, 3-4=-947/577,
4-5=-940/649
BOTCHORD
6-7=-372/469, 5-6=-200/259
WEBS
2-7=-1336/1277, 2-6=-281/496,
4-6=-159/437
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.OpsF, BCDL=5.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 8e 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 100 lb uplift at
joint(s) except Qt=lb) 7=529, 5=366.
LOAD CASE(S)
Standard
Nadu( -Fleur flemg!¢rerkwfle'LI iCg; nCS38 (1Elti'j.3[C3n IRkI e:OSCICC9S iJS'CYj tDSO'1{a€76tCC6Y9r Ixa trd(hs7Ce tao:eh!s Wrcs1eS! utit Len EeeitsCnrie;QCC;eat11r1eMnrL Ie>is 4:,Pi tehn;e Sie:ltelae ru. Celcua'lrwlse r!lela Ce ISC,nt( i
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' nemar R•il a 80083
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sttmaiseiJaNMeCx!radeprdetnunhehrlrstlrzs unhN. ih lrrsDe4n[etse!is6gtHr6z:6irgDc4Pt!,•rLns<itlrs[gMe C,n(N11bC. Nnt��!e7 �vrs ur rs dernettmt. Fort Pierce, FL 34946
Copyright�1p1644Raof6Ntses•AnPoonyLTamhnilhP.E.Relmdoninnofthisdotument,inanyfo!m,isprohibitedwithoutthemittenpermission !rem4-1RoolTmsses-4mhonyT.Tomb III, P.E.
Job Truss Truss Type Qty Ply
A0080054
69329 T02 Hip 1 1
Job Reference (optional)
Al KooT trusses, ron rlerce, rc 31AU40, uesryn�a+u uaa.wm
2-4-0 7-0-
3X4
3x6 II
`u V — , IDeG27oWsHRMde6juveabFW9mymgGO-vAtLQ'
11-4-0 16-1-11
5x6 % 5x6
3 4
3x4 = 4x4 =
it
LOAI7ING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.28
Vert(LL)
0.04
7-8
>999
240
TCDL 16.0
Lumber DOL
1.25
BC 0.16
Vert(TL)
-0.04
7-8
>999
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.22
Horz(TL)
0.00
7
n/a
n/a
BCDL 10.0
Code FBC20141TP12007
Matrix -MS
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
W1,W5: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing,
Except:
10-0-0 oc bracing: 8-10.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
11 = 852/0-8-0 (min. 0-1-8)
7 = 835/0-3-2 (min.0-1-8)
Max Horz
11 =-261(LC 10)
Max Uplift
11 =-499(LC 12)
7 =-491(LC 13)
Max Grav
11 = 852(LC 1)
7 = 835(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-364/115, 2-3=-809/583,
3-4=-777/629, 4-5=-808/580, 5-6=-306/95
BOT CHORD
1 -11 =-53/315, 10-11=-293/368,
9-10=-238/486, 8-9=-238/486
WEBS
2-11=-1133/1142,2-10=-488/544,
5-8=-417/521, 5-7=-1106/1107
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
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, with BCDL =
10.Opsf.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Gt=lb) 11 =499, 7=491.
LOAD CASE(S)
Standard
3x6 II
1
Inc. Tue Aug 22 14.46.28 2017 Page +
18-4-0
PLATES GRIP- --
MT20 244/190
Weight: 120 lb FT = 0%
9cl'ur-nee fl+ drm"kr 5!'Lllgo[i1P�iS, n`3'�u'I131!!!W36:JAOIIIGlSGIfldNjt41;i71(iH;6i[[fiY:kl'Irfl rr. dt Grip lFt«4acni«d uhln"str«+5Ce9p Rt'ee3PMr ml LLt lthu/I.ttaN ll;l:.le�n'e ShBtelretcL W-B2aaire sSlelgWM.11
w'retcmm+dmss�nk+s<elx;1,iCgukretAr�trnsg:s"esEerxa1l,'.rearET&ruwtfi!sslasjiG9rgmmrnea+pmedrStphsu+zil«;oarogr«r�xmay�rseGapnee:n rMseye+e«oemcaetr,+unlnr.rGs�,ns+orxr,l«slqu+r es,um�aar:- Anthony T.TomboI11,P.E.
«ends.ueor«mlGitMAisae+npnls,uryadwR.M,aecMneo+n+,«+Aq+c«Is:l�tr«to:::P«,n«,><a+ln:Ira,Ixull,u�la:aAi�mGmma.men:«+Imr:mum®lfir�e::�mr�+:r:«d<e�r«a�.u«ep,ir«peen+,«ll.«:+l+u!!len�«,p,s.vairya: =80083
' Aetur�wuF«m,rr «m.Anno: «lun:loeoAaxr+w toArrGr:en rerarArzpe�ls�glfi+aen�puQl+Auvnrrnmssu.e"i-atiNpnipl—rald�«ae«rInbineeeelGmrantee:o p«,T+o,so-ripege«eeilms6nmmn,enm 4451 5t. Lucie Blvd.
m«nseia Alrer«nmm«anom.rsyealem w+,e.tmr m;:n[Tannlaraes,Ice?oripx:«t+n;smrsrrle« ornlfnl.marnac:e:sx;neoAdmxmt Fort Pierce, FL 34946
(opyrightD2-116AIRoaltrusses-Anthony1.tambaill, P.F. Reprodu0iaaolthisdo=W,inany him, isyrAliledwilhoutthewrinenpermission from A4RaolTianes•AnthonyLTamhaIll; P.F.
Job
Truss
Truss Type
City
Ply
69329
TO3
Hip Girder
1
1
AOO8O055
Job Reference (optional)
A i rcuot i rus5es, rort Pierce, FL sgavo, oesignraa-itruss.com
2-4-0 5-0-0
3x6
5-0-0
run: MUZU s Aug 31 Zttlbrnnt: B.UZU s Aug 31 ZU1b MI Iek Industries, Inc. Tue Aug 22 14:46:29 2017
ID:G27oWsHRMde6juveabFW9mymgGO-NMRkdL11 mblXKQH 1 Njt_IRfL14Lg02DELQ3,
13 4-0 16-0-0 18-4-0
4-2-0 2-8-0 2-4-0
3x6 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 0.21
Vert(LL)
-0.05
9-11
>999
240
MT20 244/190
TCDL 16.0
Lumber DOL
1.25
BC 0.35
Vert(TL)
-0.09
9-11
>999
180
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.25
Horz(TL)
0.01
8
n/a
n/a
BCDL 10.0
Code FBC2014frP12007
Matrix -MS
Weight: 123 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
W1: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing,
Except:
7-1-12 oc bracing: 9-11.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
12 =
548/0-8-0 (min. 0-1-8)
8 =
548/0-8-0 (min. 0-1-8)
Max Horz
12 = r
-187(LC 4)
Max Uplift
12 =
-925(LC 8)
8 =
-925(LC 9)
Max Grav
12 =
956(LC 40)
8 =
956(LC 41)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-831/782, 3-17=-728f719,
4-17=-728/719,4-18=-728/719,
5-18=-728f719, 5-6=-832/782
BOT CHORD
11-19=-1040/1093, 10-19=-1040/1093,
10-20=-1040/1093, 9-20=-1040/1093
WEBS
2-12=-9591901, 2-11=-736/851,
4-11=-414/501, 4-9=-414/500,
6-9=-741/854, 6-8=-958/900
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
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 at --lb) 12=925, 8=925.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 292
lb down and 285 lb up at 5-0-0, 181 lb down and 122
lb up at 7-0-12, 181 lb down and 122 lb up at 9-0-12,
181 lb down and 122 lb up at 9-3-4, and 181 Ib down
and 122 lb up at 11-3-4, and 292 lb down and 285 lb
up at 13-4-0 on top chord, and 118 lb down and 242
lb up at 5-0-0, 43 lb down and 46 lb up at 7-0-12, 43
lb down and 46 lb up at 9-0-12, 43 lb down and 46 lb
up at 9-34, and 43 lb down and 46 lb up at 11-3-4,
and 118 Ib down and 242 lb up at 13-34 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 (pin
Vert: 1-3=-72, 3-5=-72, 5-7=-72, 1-7=-20
Concentrated Loads (Ib)
Vert: 3=108(F) 5=108(F) 10=44(F) 11=144(F)
9=144(F) 19=22(F) 20=22(F)
Ztwu�ht�FlmtsNsa;k¢se�erte'1�1t0"sf DCSS6(SfLfP S[63A{fRYs6CdkCiYali(CftCYr{,Tfi}t(tF46Jt�Yf11'ka fuathnpryn-!len:eirtd W.etnNt Lest Cni�Cmieq{I[;)mdYesmnt 1. faxt:la,Pt.IdanrzSW!tetxe nz Ghs+otttnse stielmRe tCO.edt
FliLi<owdu Ptda siellkuetindeiCCmla sdi. tstLasOxg hihsFlsit.SiuulT6six;$Y::minsg169:gmNsmtrg4sedlSe tfx§nhal ttmmiytepe:Sdq lYdr lags tl�thfielrts: tgeXAnski0At11t,tEln iFFt. lklrgcai3:n ses, t«tht sdntis.`War Anthony T. Tombo tII, P.E.
Wn:dCs;L,st tx eghCd�it Re nstutrs:nydrttCnq't,eG.eelsaehmel gssn K:EwttegP:;�ex,h3e udeddiielM Re IYv11slxdt�:IfigsdsatiPit.11e eFlmddSelUUat®l fieldne dYeL ss;kd.ruthd'my sicge,hdti:dimai sense isc:le6e netmi>d1Pd - =80083
Yi 6riiliy C!tigxal6:tiWn. Alledest¢Irghtk lCC ai ietttaimfedtalid.S[.1 lttlfq(tryumSk1p':.I"sS Si.(.I obriq inii. (11M rtxs.1imidadulil, 11 Rgmi4lehs nihtislflGcilnf C:vR, 3sTrst k�p(.�taeeelnits�tdrmru:edas .' 4451 St. Lucie Blvd.
:Mrxhs utas9lretxnsa ege:dotnhmmu lyki p-na hnt+4. Ihim;c Dtr..�tetcxthl;TtltGdugoenFlSt;aTsaY Sin. (.Iwo ofrg9i.11hp. rl xtaotee0!"atnrndsfinshlN.
(opydghtDlpldA4RoolLuiss-Anthoeyi.TamhaIll,P.F. Rearodudiaaalthis dncomant,inany imm,ispniblitedw0houtthewrittenpermissionfmmA4Radhosses-Anihooyr.Iamb II1j.I. Fort Pierce, FL 34946
Job
Truss
Truss Type
Qty
Ply
A0080056
69329
T04
Hip
1
1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@al truss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue Aug 22 14:46:30 2017 Page 1
ID:G27oWsHRMde6juveabFW9mymgGO-rY?6ghl fXvtOyasDxQODHfBSuUkjlUDOa4otGYylH9t
2 4-0 7-0 9 11-4-0 16-3-4
2-4-0 4-8-0 4-4-0 Al
5x6
5x6
a%4 �, 3x6 11 3x4 = " — 4x4 =
3x6 II
2r4 0 7-0-0 11-4-0 16-3 4
z� n-47n 4-a 0 4-4-0 4-11 4
Plate Offsets (X Y)— 12:0-2-12 0-4-0] [5:0-1-4 0-2-0] [6'0-4-0 0-1-8] [10:0-4-0 0-1-81
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 0.47
Vert(LL)
0.04
6-7
>999
240
MT20 244/190
TCDL 16.0
Lumber DOL 1.25
BC 0.17
Vert(TL)
-0.05
6-7
>999
180
BCLL 0.0 *
Rep Stress Incr YES
WB 0.27
Horz(TL)
0.00
6
n/a
n/a
BCDL 10.0
Code FBC2014/rP12007
Matrix -MS
Weight: 110 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
W1: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins; except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MITek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS.
(lb/size)
10 =
867/0-8-0 (min.0-1-8)
6 =
616/0-3-2 (min. 0-1-8)
Max Horz
10 =
257(LC 9)
Max Uplift
10 =
-502(LC 12)
6 =
-340(LC 13)
Max Grav
10 =
867(LC 1)
6 =
616(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-396/123, 2-3=-844/666,
3-4=-811/706, 4-5=-824/645,
5-6=-815/648
BOTCHORD
1-10=-65/343, 9-10=-253/300,
8-9=-374/536, 7-8=-374/536
WEBS
2-1 0=-1 17011230, 2-9=-592/569,
5-7=-286/460
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=S.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 8a 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, with BCDL =
10.Opsf.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at=lb) 10=502, 6=340.
LOAD CASE(S)
Standard
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(oppigh1024164.1Rodbussas-AnthonyI"AmbIII, P,t. Reptodurinaphisdomment,inaayfetm,ispfohihitedwilhwt"hewsitlenpernissionlramAdRaalTfasses-AnthonyLlom5DIII, P.I.
Job
Truss
Truss Type
Qty
Ply
69329
T05
Hip Girder
1
1
A0080057
Job Reference (optional)
Ai moor trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue Aug 22 14:46:31 2017 Page 1
ID:G27oWsHRMde6juveabFW9mymgGO-11YU21211C?FakRPV7wSgskhGul KUxXXokYQo?yIH9s
2 4-0 5-0-0 9-2-0 13-4-0 16-3-4
2-4-0 2-8-0 4-2-0 4-2-0 2-11 4
3x6 II " — 3X° — 3x6 11
LOADING
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.24
Vert(LL)
0.06
8-10
>999
240
MT20 244/190
TCDL 16.0
Lumber DOL
1.25
BC 0.34
Vert(TL)
-0.10
8-10
>999
180
BCLL 0.0
Rep Stress Incr
NO
WB 0.27
Horz(TL)
-0.01
7
n/a
n/a
BCDL 10.0
Code FBC2014rrP12007
Matrix -MS
Weight: 113 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
W1,W6: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
11 =
778/0-8-0 (min. 0-1-8)
7 =
703/0-3-2 (min. 0-1-8)
Max Horz
11 =
183(LC 5)
Max Uplift
11 =
-1027(LC 8)
7 =
-909(LC 9)
Max Grav
11 =
1032(LC 40)
7 =
921(LC 41)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-859/904, 3-14=-738/821,
4-14=-738/821, 4-15=-825/895,
5-15=-825/895, 5-6=-970/966,
6-7=-945/925
BOT CHORD
10-16=-1268/1129, 9-16=-1268/1129,
9-17=-1268/1129,8-17=-1268/1129
WEBS
2-11=-1048/1002,2-10=-847/893,
4-10=-503/633,4-8=-394/538,
6-8=-893/868
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
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) 11=1027, 7=909.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 300
lb down and 298 lb up at 5-0-0, 209 lb down and 162
lb up at 7-0-12, 209 lb down and 162 lb up at 9-0-12,
209 lb down and 162 lb up at 9-3-4, and 209 lb down
and 162 lb up at 11-3-4, and 311 lb down and 358 lb
up at 13-4-0 on top chord, and 106 lb down and 201
lb up at 5-0-0, 50 lb down and 38 lb up at 7-0-12, 50
lb down and 38 lb up at 9-0-12, 50 lb down and 38 lb
up at 9-3-4, and 50 lb down and 38 lb up at 11-3-4,
and 116 lb down and 121 lb up at 13-3-4 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=-72, 3-5=-72, 5-6=-72, 1-7=-20
Concentrated Loads (lb)
Vert: 3=99(B)5=-62(B)9=-20(B)10=113(B)
4=-47(B) 8=-20(B)14=-24(B) 15=-24(B)16=-10(B)
17=-10(B)
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a80083
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Job
Truss
Truss Type
Qty
Ply
A0080058
69329
VM2
Valley
2
1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 312016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Tue Aug 22 14:46:31 2017 Page 1
I D:G27oWsHRMde6juveabF W9mymgGO-JIYU212l lC?FakRPV7wSgskjmu6MU?gXokYQo?ylH9s
2-0-0
2-0-0
6.00 12
2x4
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.08
Vert(LL)
n/a -
n/a
999
MT20 244/190
TCDL 16.0
Lumber DOL
1.25
BC 0.02
Vert(TL)
n/a -
n/a
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL)
-0.00 2
n/a
n/a
BCDL 10.0
Code FBC2014/rP12007
Matrix-P
Weight: 5 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 2-0-0 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 guide.
REACTIONS. (lb/size)
1 =
63/1-11-8 (min.0-1-8)
2 =
49/1-11-8 (min. 0-1-8)
3 =
14/1-11-8 (min. 0-1-8)
Max Horz
1 =
59(LC 12)
Max Uplift
1 =
-30(LC 12)
2 =
-67(LC 12)
Max Grav
1 =
63(LC 1)
2 =
49(LC 1)
3 =
27(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=180mph (3-second gust)
Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=30ft;
Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Bearing atjoint(s) 2 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 1, 2.
LOAD CASE(S)
Standard
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{
JANUARY 17, 2017 I TYPICAL HIP / KING JACK CONNECTION I STDTLOI
CORNERSET GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 175 mph, ASCE
7-10 Ex ' --p. 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 Jack w/ (3) 16d Toe
,Nails @ TC & 24" Strap w/ (6)
10d x 1.5" ea. end @ BC
Attach End Jack's
w/ (4) 16d Toe Nails @ TC
& (3) 16d Toe Nails @ BC
0
ti
ttach Corner Jack's
r/ (2) 16d Toe Nails
@ TC & BC (Typ)
toed.diaa ofW4damm ,kanyfam, Isplky.ed
Attach Corner Jack's
w/ (2) 16d Toe Nails @ TC &
BC (Typ)
1
i
January 17, 2017 TYPICAL HIP / KING JACK CONNECTION STDTL02
HVHZ CORNERSET SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 175 mph, ASCE
=c 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 Toe Nails
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
ros,� Tkc,ems'faf+rir t SiiJCFttAS3t P.![f}E'€7ti.i3Yit€5at31".:i5ti5PN�titY
l3 ti at" F -1Sk 3z cd'd kit'aAl S'13S TSykEfjGJ 7d J..C1JFg3V±yR3
.,[r:.f t fi.nr4e k ..mr. �xYi•� tarx Mn An:l .ttkw^rls:.sl rl.�h'Imnf.
lt,ichai Odith dow m,
Attach King and End Jack
w/ (1) HJC26 Hanger on BC.
Attach Corner Jacks and
Standard Jacks w/ (1) LSTA1:
Twist Strap @ TC and BC (T
w/ (10) 10d Nails Min. Per Str
HIP OR KING JACK (TYP.)
FEBRUARY 17, 2017
I
ALTERNATE GABLE END BRACING DETAIL
I STDTL03
ALTERNATE
DIAGONAL BRACING TO THE BOTTOM
CHORD
HORIZONTAL BRACE
2XG DIAGONAL BRACE SPACED 48'
(SEE SECTION A -A)
O.C. ATTACHED TO VERTICAL WITH
•�
TRUSSSES @
(4) - 16d NAILS, AND ATTACHED TO
24' O.C.
BLOCKING WITH (5) - 10d COMMONS.
�..
NAIL DIAGONAL BRACE TO
----.............. ........:._::....._................. _.........
PURLIN WITH TWO 16d NAILS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
2X4 PURLIN FASTENED TO FOUR
772-409-1010
TRUSSES WITH (2) - 16d NAILS
1' - 3' MAX.
0\
EACH. FASTEN PURLIN TO BLOCKING
\
W/ (2) - 16d NAILS (MIND.
PROVIDE 2X4 BLOCKING BETWEEN
DIAG. BRACE
THE TRUSSES SUPPORTING THE
AT 1/3 POINTS
BRACE AND THE TWO TRUSSES ON
IF NEEDED
_
\
EITHER SIDE AS NOTED_ TOENAIL
\
BLOCKING TO TRUSSES WITH (2) -
\
\
10d NAILS AT EACH ENO. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
IT IS THE RESPONSIBILITY
OF THE G.
\
(S) - lOd COMMON WIRE NAILS.
DESIGNER OR THE PROJECT
ENGINEER/DARCHITECT
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 ENOS.
END WALL
CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED:
METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE
OF THE STRUCTURAL GABLE AND FASTEN PER THE
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
SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. SCAB ALONG
NAILING SCHEDULE: VERTICAL
- 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, 02, 05), 150
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d
(.131'X3') NAILS SPACED 6' D.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.
URAL
TRUSS
..-l— 3TU0
STRUCTURAL / AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING
GABLE TRUSS / MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF
THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS.
THE BRACING SHOWN IN THIS DETAIL IS FOR
VERTICAL/STUDS ONLY.
NOTE: THIS DETAIL IS TO BE USED ONLY FOR
STRUCTURAL GABLES WITH INLAYED /
STUDS. TRUSSES WITHOUT INLAYED
STUDS ARE NOT ADDRESSED HERE.
STANDARD GABLE /
TRUSS
JULY 17, 2017 STANDARD PIGGYBACK TRUSS STDTL04
CONNECTION DETAIL
THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS:
�r
ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE
s CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN
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 BLVD.
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 CHORD OF THE BASE TRUSS
(SPACING NOT TO EXCEED 24' D.C.) 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 LBS. 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.
JULY 17, 2017
TRUSSED VALLEY SET DETAIL - SHEATHED
STDTL05
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" = 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 NDS - 01.
7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C.
'I
11
II
__
___T__
11 11
1'
1'
11
11
II
II
11
II II 11
11 11 jj
II �I
11
11
11
1
II
II
II
11
II II
II
1
11
11
I
1
11
II
II
II
II
11
11 11 11
II II 11
11
11
11
II
II
11
II i 11
1j
I
I
I'
II
i
11 11 11
I
11
Ij
1j
Ij
I 11
�I 1,
,1
VALLEY
TRUSS
11
1
BASE TRUSSES
li
(TYPICAL)
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6" O.C.
DETAIL A
r— \/AI I C Tol Ice
ATTACH 2X4 CONTINUOUS #2
SYP TO THE ROOF W/ TWO USP
WS45 (1/4' X4.5") WOOD SCREWS
INTO EACH BASE TRUSS.
-t tNU, UUMMUN
3S, 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 = MINIMUM3/12 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSURE C
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24' O.C. (BASE AND VALLEY)
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
disdm,rrnt,la¢.rlara�,isplaMrtrdakEoHl�ewri;rrnprrmiss.roltrnmR�lReefis¢sses1o16a�iier.EaNI,PF.; ,,,,,,,„ „_.;_,,, ,,,,,,,,.;,,,, „„',
r
J U LY 17, 2017
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 10d
NAILS 6" O.C.
TRUSSED VALLEY SET DETAIL
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
DETAIL A
(NO SHEATHING) N.T.S.
GENERAL SPECIFICATIONS:
STDTL06
1. NAIL SIZE = 3' X 0.131' = 10d
2. WOOD SCREW = 3" WS3 USP OR EQUIVALENT.
3. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE PER DETAIL
•A"
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
DRAWINGS.
5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN 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.
P F 12
SEE DETAIL "A'
BELOW (TYP.)
BASE TRUSSES
GABLE END, COMMON
TRUSS, OR GIRDER
VALLEY TRUSS TRUSS
(TYPICAL)
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 C
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
ATTACH 2X4 CONTINUOUS #2
MAX SPACING = 24" O.C. (BASE AND VALLEY)
SYP T O THE ROOF W/TWO USP
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
WS3 X 3') WOOD SCREWS
INTO EACH BASE TRUSS.
hpfawim dlN5immAat it ocyfuA a plokihsrdre dmtlt whim pasrision Gos
I JULY 17, 2017 I TRUSSED
(HIGH WIND ELOC Dy) AIL STDTL07
10
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
ATTAC
WIND DESIGN PER ASCE 7-98, ASCE 7-C
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE: 1
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24" O.C. (BASE AND VAI
SUPPORTING TRUSSES DIRECTLY UNDI _ _ __
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.
INA"11111
�� I I I
CLIP MAY BE APPLIED
TO THIS FACE UP TO A
NON -BEVELED MAXIMUM 6/12 PITCH
BOTTOM CHORD
NON -BEVELED
BOTTOM CHORD
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6/12 (MAXIMUM
12/12 PITCH)
80083 ::
a tm�kYxn,m 4e51 St Ltt le i3fvd:
Fod P eae L 34946
r
FEBRUARY 17, 2017
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
STANDARD GABLE END DETAIL
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
W/IOd NAILS, 6' O.C.
VER1
STUD
SECTION B-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
FDIAGONAL BRACING 9C9CL - BRACING REFER
REFER TO SECTION A -A TO SECTION B-B 24' MAX.
NOTE:
1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
2. 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 IOd NAILS SPACED 6. OZ.
S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
AT 4' - 0' D.C.
S. 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) IOd NAILS THROUGH 2X4 (REFER TO SECTION A -A)
7 GABLE STUD DEFLECTION MEETS OR EXCEEEOS L/240
STDTL08
VERTICAL
2X6 SP OR SPF
STUDP2X4
#2 DIAGONAL
BRACE
(4) - 16d
NAILS16d
NAILS
SPACED 6' O.C.
(2l lOd NAILS
INTO 2X62X6
SP OR
SPF #2
2X4 SP OR
SPF #2L
HORIZONTAL
NAILED TO
RTICALS
SECTION A -A
W/(4) - 10d NAILS
PROVIDE 2X4 BLOCKING BETWEEN -
THE FIRST TWO TRUSSES AS NOTED-_
TOENAIL BLOCKING TO TRUSSES
WITH (2) - IOd NAILS AT EACH ENO.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - IOd NAILS
(4) 8d NAILS MINIMUM,
PLYWOOD SHEATHING TO
2X4 STD SPF BLOCK
12' MAX.
B. THIS DETAIL. DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE
AT 1POINTS
9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE
IF
TRUSSES. F NEEDED
10. 10d AND 16d NAILS ARE 0.131'X3.0' AND 0131'X3.5' COMMON WIRE NAILS
RESPECTIVELY.
11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12
BY SPIB/ALSC.
MINIMUM STUD
SIZE SPECIES
AND GRADE
STUD
SPACING
WITHOUT
BRACE
2X4
L - BRACE
DIAGONAL
BRACE
(2) DIAGONAL
BRACES AT
1 1/3 POINTS
MAXIMUM STUD LENGTH
2X4SP#31STUD
12'0.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
2X4SP#31STUD
24'O.C.
2-8-6
3-11-3
54-12
8-1-2
2X4 SP #2
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
10-8-0
2X4 SP #2
24, O.C.
1 3-14
1 3-11-3
1 6-2-9
1 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 10d NAILS G' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER
90Z 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.
ROOF
SHEATHING
/K (2) - 10d
NAILS
L— TRUSSES @ 24' O.C.
2X6 ❑IAGONAL BRACE
SPACED 48' O.C. ATTACHED
TO VERTICAL WITH (4) -
\ 16d NAILS, AND ATTACHED
TO BLOCKING WITH (5) -
10d NAILS.
HORIZONTAL BRACE
(SEE SECTION A -A)
END WALL
FEBRUARY 17, 2017
LATERAL BRACING RECOMMENDATIONS I STDTL10
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET
ALONG A FLOOR TRUSS.
NOTE 1: 2XG STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE
__....._._.... •—_____.�± TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY
A-tROOF TRUSS OF THE METHODS ILLUSTRATED BELOW.
4451 ST. LUCIE BLVO.
FORT PIERCE, FL34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
772409.1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS
FROM END TO ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY
CONNECTED, BY OTHERS, AT THE ENOS.
INSERT WOOD SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (00 NOT
USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d
TO TOP CHORD NAILS (0.131' X 3') NAILS (0.131' X 3'). r ATTACH TO VERTICAL
NAILLS (01313WITH 1X 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 (0131'
X 3') IN EACH CHORD
ATTACH TO VERTICAL
SCAB WITH (3) - IOd
NAILS (0.131' X 3')
2X6 4' - 0' WALL
STRONGBACK (TYPICAL SPLICE) (BY OTHERS)
ATTACH TO CHORD
WITH (2) #12 X 3'
WOOD SCREWS
(0.216' OIAJ
INSERT SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (DO NOT
USE DRYWALL TYPE SCREWS)
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 (0.131' 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).
BLOCKING
(BY OTHERS)
FEBRUARY 17, 2017 1 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
Sri
SHOWN).
�! 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
88.0
80.6
69.9
68.4
59.7
o.135
J
93.5
85.6
74.2
72.6
63.4
;n
.162
108.8
99.6
86.4
84.5
73.8
ri
128
74.2
67.9
58.9
57.6
50.3
c�
Z
0
J
.131
75.9
69.5
60.3
59.0
51.1
N
.148
81.4
74.5
64.6
63.2
52.5
ri
i
J
STDTL11
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW.
VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY.
VALUES SHOWN ARE CAPACITY PER TOE -NAIL. SIDE VIEW
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. (2X4) 3 NAILS
EXAMPLE: NEAR SIDE
(3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 1.15: NEAR SIDE
3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (DOL) = 291.5 LB MAXIMUM CAPACITY V-'Y NEAR SIDE
ANGLE MAY
VARY FROM
30° TO 60"
45.00'
ANGLE MAY
VARY FROM
30" TO 60"
45.00°
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
ANGLE MAY
VARY FROM
30' TO 60°
45.00°
A
FEBRUARY 17, kV I UPLIFT TOE -NAIL DETAIL I STDTL12
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
THIS DETAIL SHALL BE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
TOE -NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL)
DIA.
SP
OF
HF
SPF
SPF-S
L7
.131
59
46
32
30
20
Z
O
J
.135
60
48
33
30
20
In
.162
72
58
39
37
25
J
2
.128
54
42
28
27
19
LD F'
z
Z
OJ
.131
55
43
29
28
19
W
.148
62
48
34
31
21
.J
J_
N
Q
Z
.120
51
39
27
26
17
O
Z
.128
49
38
26
25
17
O
.131
51
39
27
26
17
J
.148
57
44
31
28
20
r7
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE
MEMBER END AS SHOWN.
2. THE ENO DISTANCE, EDGE 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 (0.162' DIA. X 3.51 WITH SPF SPECIES TOP PLATE
FOR WIND DOL. OF 1.33:
3 (NAILS) X 37 (LB/NAIL) X 1.33 (OOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
FOR WIND OOL OF 1.60:
3 (NAILS) X 37 (LB/NAIL) X 150 (OOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING
❑ESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
+t* USE (3) TOE -NAILS ON 2X4 BEARING WALL
sxr USE (4) TOE -NAILS ON 2X6 BEARING WALL
NEAR SIDE
FAR S:
SIDE VIEW
I5
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
END VIEW
IL
NAIL
NAIL
A
FEBRUARY 5, 2016
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
-1.5x4
TYP 2x2 NAILER ATTACHMENT I STDTLI3
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.
c
April 11, 2016
TYPICAL ALTERNATE BRACING DETAIL
FO EXTERIOR FLAT GIRDER TRUSS
(4) 12d
TRUSS 24" O.C.
UPLIFT CONNECTION
(SEE ROOF TRUSS)
EXTERIOR FLAT
GIRDER
12
VARIES
STDTL14
(4) 12d
MAX 30" (2'-611)
2x6 #2 SP (Both Faces)
24" O.C.
SIMPSON H5
"" taY:n9h�32414A�Reo(irrmtx lFm6' vyi To Eifi(�€E: ie0,4-,i nnttradgcameal ip mX,[.rm aproA �,tgi'+ 6il,Ej, 9exkii®xs erhuw Ail Reol TxsS r feiAcnTi Fas+6eil C,t^„ ,,,.,.
FEBRUARY 17 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15 J DAMAGED OR MISSING CHORD SPLICE PLATES
A-1 ROOF TRUSSES
4451 ST, LUCIE BLVD.
FORT PIERCE, FL 34946
772AO9-1010
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"
3657
5485
3346
5019
2829
4243
2898
4347
■ U1V1UE EUUALLY FRONT AND BACK
ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF
THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2XG) SPACED 4' 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
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 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.
G. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS I STDTL16
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TRUSS CRITERIA:
LOADING: 40-10-0-10
DURATION FACTOR: 1.15
SPACING: 24' O.C.
TOP CHORD: 2X4 OR 2XG
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
END BEARING CONDITION
NOTES:
1. ATTACH 2X_SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148' OIA. 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 TO BE USED
WHEN OVERHANG HAS BEEN BROKEN OFF.
IMPORTANT
THIS ❑ETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 400 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
N,
AM
w�
A-1 ROOF
Ago TRUSSES
A FLORIDA CORPORATION
Important Notes / Please Review Prior to Truss Installation:
1) Trusses are to be handled, installed and braced in accordance to the following standards: ANSI/TIP 1-2007;
WTCA 1-1995 — "Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses",
and `SCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Plate Connected Wood
Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof
Trusses. Spanish versions are also available.
2) All temporary and permanent bracing design, connection, material, and labor by others.
3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building
designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies.
4) If provided by truss manufacturer, any engineered beams provided have been sized using information design
guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts, and
bearing requirements. Truss manufacturer is not responsible for specifying beams, other than those provided by
truss manufacturer.
5) Unless specified, roof trusses are not designed for any additional attic storage loads.
6) On flat surfaces, adequate drainage must be provided to avoid ponding.
7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs
to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be cut. Attic
access opening should be located between trusses unless otherwise noted.
8) Unless specified, valley framing design, connection, material and labor to be supplied by the builder.
9) Attached drawings are standard details that cover most installation standards. Structural details provided by the
building designer supersede any attached details.
10) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified. Structure should
be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the
structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must
be provided by the building designer.
1 1) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss placement plan
and/or individual truss design drawings.
12) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads for materials,
erection personnel, equipment, whether temporary or permanent, are not allowed unless specified on sealed
engineered drawings.
Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010.
4451 St. Lucie Blvd., Fort Pierce, FL 34946
772-409-1010 Office 772-409-1015 Fax www.AItruss.com
�USP
STRUCTURAL
CONN ECTORSe
A Wok` Company
Hangers
Allowable Load (lbs)
DF-L/SP
LSL
LVL
PSL
SPF
I -JOIST
LISP
16096
Label
Stock No.
Code Reports
100%
115%
125%
Uplift
100%
100%
100%
100%
100%
Fastener Schedule
Tl
JUS24
1881,
655
750
820
510
(4) - 10d (Header)
FL821.39,
(2) - 10d (Joist)
11-
0510.01,
RR 25779
LUS24
670
765
825
490
-
-
-
-
_
(4) - 10d (Header)
(2) -10d (Joist)
T2
JUS26
1881,
850
975
1060
1115
(4) - SOd (Header)
FL821.42,
(2) - lOd (Joist)
11-
0510.01,
RR 25779
LUS26
865
990
1070
1165
-
-
_
_
(4) - 10d (Header)
(2) -10d (Joist)
T3
MSH422
1831,
2025
2025
2025
-
(22) -10d (Face - Face Max Nailing)
FL822.36,
(6) -10d (Face - Top Max Nailing)
08-
(6) -10d (Joist - Face Max Nailing)
0303.06,
(6) - 10d (Joist -Top Max Nailing)
RR 25836
(4) - 10d (Top - Top Max Nailing)
13116-R
THA422
2245
2245
2245
-
-
_
_
_
(6)-16d (Carried Member -Face Mount)
(6) -10d (Carried Member -Top Flange)
(22) -16d (Face - Face Mount)
(2) -16d (Face - Top Flange)
(4) -16d (Top . Top Flange)
THA1422
1835
1835
1835
-
_
_
_
_
_
(2) -10d x 1-112 or 2 -10d x 1-112 (Carried Member)
(20) -10d or (2) -10d (Face)
(4) -10d (Top)
T4
THD26
1781,
2485
2855
3060
2170
-
(18) -16d (Face)
FL13285.35,
(12) -10d x 1-1/2 (Joist)
06-
0921.05,
RR 25843
HTU26
2940
3340
3600
1555
-
-
_
_
_
(11) - lOd x 1-1/1 (Carried Member)
(20) -10dx 1.112 (Carried Member- Max Nailing)
(20) -16d x 1-112 (Carrying Member)
(20) -16d x 1-112 (Carrying Member - Max Nailing)
^uSP
STRUCTURAL
CONNECTORS'
A MiT®KCompany
Hanaarc
Allowable Load (Ibs)
DF-L / SP
LSL
LVL
PSL
SPF
HOIST
160%
LISP
Label
Stock No.
Code Reports
100%
115%
125%
Uplift
100%
100%
100%
100%
100%
Fastener Schedule
T5
THD26-2
1781,
2540
2920
3175
2285
-
-
-
-
(18) - 16d (Face)
FL13285.35,
(12) - 10d (Joist)
06-
0921.05,
RR 25843
13116-R
HHUS26-2
2785
3155
3405
1550
-
-
-
-
_
(14) -16d (Face)
(6) -16d (Joist)
HTU26-2
2940
3340
3600
2175
-
-
-
-
_
(20)- 10d (Carried Member -Max Nailing)
(20) -16d (Carrying Member - Max Nailing)
T6
THD28
1781,
3865
3965
3965
2330
(28) -16d (Face)
FL13285.35,
(16) -10d x 1-1/2 (Joist)
06-
0921.05,
RR 25843
HTU28
3820
4340
4680
2140
-
-
-
-
_
(26) -10d x 1-112 (Carried Member- Max Nailing)
(161-16d (Carrying Member- Max Nailing)
T7
THD28-2
1781,
3950
4540
4935
2595
(28) - 16d (Face)
FL13285.35,
(16) - 10d (Joist)
06-
0921.05,
RR 25843
13116-R
HHUS28-2
4210
4770
5140
2000
-
-
-
-
_
(22) -16d (Face)
(9) - 16d (Joist)
HTU28-2
3820
4340
4680
3485
-
-
-
-
_
(26) - I0d (Carried Member- Max Nailing)
(26) -16d (Carrying Member -Max Nailing)
TS
THD46
1781,
2540
2920
3175
2285
(18) - 16d (Face)
FL13285.35,
(12) -10d (Joist)
06-
0921.05,
RR 25843
13116-R
HHUS46
2790
3160
3410
1550
-
-
_
_
(14) -16d (Face)
(6) -16d (Joist)
USP
STRUCTURAL
C.QNNI=ClTQR-'
A Wek' Companyr
Hangers
Allowable Load (Ibs)
DF-L/SP
LSL
LVL
PSL
SPF
I -JOIST
160%
USP
Label
Stock No.
Code Reports
100%
115%
125%
Uplift
100%
100%
100%
100%
100%
Fastener Schedule
T9
THD48
1781,
3950
4540
4935
2595
-
-
-
-
-
(28) - 16d (Face)
FL13285.35,
(16) - 10d (Joist)
06-
0921.05,
RR 25843
13116-R
HHUS48
4210
4770
5140
2000
-
-
-
_
_
(22) -16d (Face)
(8) -16d (Joist)
T10
THDH26-2
1881,
3915
4505
4795
2235
(20) - 16d (Face)
FL821.75,
(8) -10d (Joist)
06-
0921.05,
RR 25779
13116-R
HGUS26-2
4355
4875
5230
2155
-
_
_
_
(20) -16d (Face)
(8) -16d (Joist)
T11
THDH26-3
1881,
3915
4505
4795
2235
(20) - 16d (Face)
FL821.75,
(8) - 10d (Joist)
06-
0921.05,
RR 25779
HGUS26-3
4355
4875
5230
2155
-
-
-
-
_
(20) -16d (Face)
(8) -16d (lolst)
T12
THDH28-2
1881,
6535
7515
8025
2665
(36) - 16d (Face)
FL821.77,
(10) - 16d (Joist)
RR 25779
13116-R
HGUS28-2
7460
7460
7460
3235
-
-
_
_
(36) -16d (Face)
(12) -16d (Joist)
T13
THDH28-3
1881,
6770
7785
8025
2665
(36) -16d (Face)
FL821.75,
(10) -16d (Joist)
06-
0921.05,
RR 25779
HGUS28-3
7460
7460
7460
3235
-
-
-
-
-
(36) -16d (Face)
(12) -16d (Joist)
U�..
........ .. Ic';P
STRUCTURAL
CONNECTORS
A MiTek" Company
Fastener Cmmnarison Table
Connector Schedule
Group
Label
LISP Stock No
Required Fasteners
Reference No
Required Fasteners
(4) -10d (Header)
(4) - IOd (Header)
-
T1
JUS24
LUS24
(2) -10d (Joist)
(2) -1Od (Joist)
(4) - lOd (Header)
(4) -10d (Header)
-
T2
JUS26
LUS26
(4) - lod (Joist)
(4) - IOd (Joist)
(22) -10d (Face - Face Max Nailing)
(6) -16d (Carried Member- Face Mount)
(6) -10d (Face - Top Max Nailing)
(6) -16d (Carried Member -Top Flange)
-
T3
MSH422
(6) - lod (Joist - Face Max Nailing)
THA422
(22) -16d (Face - Face Mount)
(6) -10d (Joist - Top Max Nailing)
(2) -16d (Face - Top Flange)
(4) -10d (Top -Top Max Nailing)
(4) -16d (Top - Top Flange)
(11) - IOd x 1-112 (Carried Member)
(18) -16d (Face)
(12) - 10d x 1-1/2 (Joist)
(20) - lod x 1-112 (Carried Member - Max Nailing)
-
T4
THD26
HTU26
(20) -16d (Carrying Member)
(20) -16d (Carrying Member -Max Nailing)
(18) -16d (Face)
(14) -16d (Face)
-
T5
THD26-2
HHUS26-2
(12) - 30d (Joist)
(6) -16d (Joist)
(28) - 16d ( Face)
(26) - lod x 1-112 (Carried Member - Max Nailing)
-
T6
THD28
HTU28
(16) -10d x 1-1/2 (Joist)
(26) -16d x 1-112 (Carrying Member - Max Nailing)
(28) -16d (Face)
(22) -16d (Face)
-
T7
THD28-2
HHUS28-2
(16) -10d (Joist)
(8) -16d (Joist)
(18) -16d (Face)
(14) -16d (Face)
-
T8
THD46
HHUS46
(12) -10d (Joist)
(6) -16d (Joist)
(28) - 16d (Face)
(22) -16d (Face)
-
T9
THD48
HHUS48
(16) -10d (Joist)
(8) -16d (Joist)
(20) -16d (Face)
(20) -16d (Face)
-
T10
THDH26-2
HGUS26-2
(8) -16d (Joist)
(8) -16d (Joist)
(20) -16d (Face)
(20) -16d (Face)
-
T11
THDH26-3
HGUS26-3
(8) - Ad (Joist)
(8) -16d (Joist)
(36) -16d (Face)
(36) -16d (Face)
-
T12
THDH28-2
HGUS28-2
(10) -16d (Joist)
(12) -16d (Joist)
(36) -16d (Face)
(36) -16d (Face)
-
T13
THDH28-3
HGUS28-3
(10) -16d (Joist)
(12) -16d (Joist)
usp
STRUCTURAL
CONNECTORS
A MiTeW Cornparry
{
L Ep
JUS24 JUS26 MSH422
f y
a u
941
TH D26 TH D26-2 TH D28
'TA r
4�*� �M 2T}r: a"+"',f of
i LAW
� � � 6° 1�} 2ii1
TH D28-2 TH D46 TH DH26-2
n .r p
WN
f%
THDH26-3 THDH28-2 THDH28-3
REPAIR REQUESTS
When sending in repair requests, please use engineering sheets to describe issue or damage, and email to design@altruss.com.
NOTE: It is appreciated if actual pictures of the damage or problem are included with the engineering sheet, but pictures by themselves are usually not very
helpful. Engineering sheets with the damage or issue noted are required.
1. If there are any special circumstances (sheeted, trades in, etc.) please make sure you note it on the drawing or email request.
2. We cannot provide sealed drawings for "field built" trusses.
2. See details below.
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