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®unty, Permitt�n9
4451 ST. LU-ClE BLVD
FORT PIERCE, FL 34946
PH: 772-409-1010
FX: 772-409-1015
www.AlTruss.com
TRUSS ENGINEERING
BUILDER:
PROJ ECT:
COUNTY:
RENAR
MORNINGSIDE
ST LUCI E
oft LOT/BLK/MODEL: LOT.81 / MODEL:SEAMIST 2215 / ELEV:B1/ GAR R
47010
VA
JOB#: 78750
MASTERM WRMSSMB1 L
OPTIONS: 16' 8"X10' LANAI NO VALLEYS
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
A-1 ROOF These truss designs rely on lumber values established by others.
TRUSSES
A FLORIDA CORPORATION
RE: Job WRMSSMB1L A-1 Roof Trusses
JOB #78750 4451 St Lucie Blvd
Site Information: Fort Pierce, FL 34946
Ci?stomer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE
Lot/Block: Model: SEAMIST 2215
Address: Subdivision:
City: County: St Lucie State: 'FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City:
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading
Conditions):
Design Code: FBC2017frP12014 Design Program: MiTek 20/20 .8.2
Wind Code: ASCE 7-10 Wind Speed: 160 '
Roof Load: 40.0 psf Floor Load: 55.0 psf
This package includes 32 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 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
No.
I Seal #
Truss Name
Date
No.
Seal #
Truss Name
Date
No.
Seal #
Truss Name
Date
1
A0295890
A01AGE
10/18/19
13 '
A0295902
CJ5
10/18/19
25
A0295914
FL07GE
10/18/19
2
A0295891
A01GE
10/18/19
14
A0295903
CJ5A
10/18/19
26
A0295915
FL08
10/18/19
3
A0295892 '
A02
10/18/19
15
A0295904
D01
10/18/19
27
A0295916
HJ7
10/18/19
4
A0295893
B01
10/18/19
16
A0295905
D02GE
10/18/19
28
A0295917
J7
10/18/19
5
IA0295894
B02GE
10/18/19
17
A0295906
FG01
10/18/19
29
A0295918
L01
10/18/19
6
A0295895
C01 G
10/18/19
18
'A0295907
FL02GE
10/18/19
30
A0295919
L02
10/18/19
7
A0295896
CO2
10/18/19
19
A0295908
FL03GE
10/18/19
31
A0295920
VO4
10/18/19
8
A0295897
CO3
10/18/19
20
A0295909
FL04
10/18/191
32
IA0295921
V08
10/18/19
9
A0295898
C04G
10/18/19
21
A0295910
FL05
10/18/19
33
STDL01
STD. DETAIL
10/18/19
10 IA0295899
C05
10/18/19
22
A0295911
FL05A
10/18/19
34
STDL02
STD. DETAIL
10/18/19
11
A0295900
CA
10/18/19
23
A0295912
FL05B
10/18/19
35
STDL03
STD. DETAIL
10/18/19
12 IA0295901
I
CJ3
10/18/19
124 JAO295913
1
FL06G 110118119
36
STDL04 I
STD. DETAIL
10/18/19
ie uuss drawing(s) referenced have been prepared byMi iek industnes, Inc. under my direct supervision based on the parameters provided byA 1 Roof Trusses, Ltd.
Truss Design Engineer's Name: Manuel Martinez
My license renewal date for the state of Florida is February 28,2021.
NOTE: The seal on these drawings indicate acceptance of professional engineering
responsibility solely forthe truss components shown.
The suitability and use of components forany particularbuilding is the responsibility of the building
designer, perANSV1713I-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'Shuctural Engineering Documents) provided bythe Building
Designer indicating the nature and characterof the work
The design criteriatherein have been transferred to Manuel Martinez PE by [Al Roof Trusses orspecific
location]. These TDDs (also referred to attimes as'Structural Delegated'
Engineering Documents) are specialty structural component designs and may be part of the proiect's
deferred or phased submittals. Asa Truss Design Engineer(ie., Specialty
Engineer), the seal hen: and on the TDD represents an acceptance of professional engineering
responsibilityforthe design of the single Truss depicted on the TDD only. The Building Designeris
responsible forand shall coordinate and review the TDDs for
compatibility with theirwritten engineering requirements. -Please review all TDDs and all related notes.
141Vitwa; 121 <<-1
44-t.e ( A-vi.Pwl wt
Page 1 of 2
rt- uG
Ma n � G
}Qigifally signed by
Man 61 Martinez
f9..10.22
M 1 A a�*�3
E-.
-c;4'Oo'
r
Eew a
SEf6A5 fE' ]0 •OCT�fU�Ba IEAC6 CAS
Manuel Martinez, P.E.
4620 ParkVrew Dr.
SL Cloud, FL 34771
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
A-1 ROOF These truss designs rely on lumber values established by others.
TRU55E5
A. FLORIDA CORPORATION
RE: Job WRMSSMB1 L
No.
Seal #
Truss Name
Date
37
STDL05
STD. DETAIL
10/18/19
38
STDL06
STD. DETAIL
10/18/19
39
STDL07
STD. DETAIL
10/18/19
40
STDL08
STD. DETAIL
10/18/19
41
STDL09
STD. DETAIL
10/18/19
42
STDL10
STD. DETAIL
10/18/19
43
STDL11
STD. DETAIL
10/18/19
44
STDL12
STD. DETAIL
10/18/19
45
STDL13
STD. DETAIL
10/18/19
46
STDL14
STD. DETAIL
10/18/19
47
STDL15
I STD. DETAIL
10/18/19
48
STDL16
1 STD. DETAIL
10/18119
r
Page 2 of 2
Job
Truss
Truss Type
Qty
Ply
WRMSSM81L
A01AGE
Common Supported Gable
1
1
A0295890
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:29:54 2019 Page 1
ID:hYCoaQEtYhBIvUGjnCGo4hzcczg-EsIWBi6ddG1 cgJDd?NoviZn_?LtOU9rT1_k3msyS95B
1 4-0 10-6-0 21-8-6
1-4-0 10-6-0 11-2-6
.A
4x4 =
3x4 = 22 21 20 1918 17 16 15 14 13 3x4
3x4 =
LOADING (psf)
SPACING-
2-0-0
CS'.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.17
Vert(LL)
-0.00
1
n/r
90
TCDL 10.0
Lumber DOL
1.25
BC 0.06
Vert(CT)
-0.00
1
n/r
80
BCLL 0.0
Rep Stress Incr
YES
WB 0.06
Horz(CT)
0.00
12
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-S
Wind(LL)
0.00
1
n/r
120
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
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. All bearings 21-7-14.
(lb) - Max Horz
2= 101(LC 12)
Max Uplift
All uplift 100 lb or less at joint(s) 2,
18, 20, 21, 22, 16, 15, 14, 13
Max Grav
All reactions 250 lb or less at joint(s)
12, 2, 17, 18, 20, 21, 22, 16, 15, 14,
13
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp B; 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) 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
ANSIIfPI 1.
4) All plates are 1.5x4 MT20 unless otherwise indicated.
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 othermembers.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 2, 18, 20, 21, 22, 16, 15, 14, 13.
9) Non Standard bearing condition. Review required.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 108 lb FT = 10%
P . sa lfmwghlp — the `A-1. ROOF TRUSSES r8 lu"r), CeRaRAt. TERMS end.=ioa!ms CUSTOMER reuyonCWJOWLEOGMENT` rym¢ has and read v - the Truss De yn D—'q (TOD) and 01.
Sryeda9y Engineer mhronm sheet bt hna ¢sa. Untes axrw etnted - Tha TOD, srty A;n- a-eif Wr Pietas ohe- tee vend hstha TDD Jan. ¢C-d Ae — Design Engmearirg (-¢. SP-WIly En6i.,eae}, ine seal - ."TOD tepre—ft an
L�1 ,n Twh,n—ftha. wpknnYnol engrneer,ng reamnsi*14yImIedesip often siagk Truss depeted anthe TOD eniy, and TPI-1: The deepn a umpUmb a,¢imcon g ddrtns,o"abibly and use ofthe ss Ttul¢rany@C6tlmg n the—p-vb?myaftM
C.^,,e, the CxneYs aNJrtrusd gl Mat the,0,0ing Das�nar.M'the-1ndricheiRD,:itwOC, lead bud,ang cxxdx and TP41', Thaap alalihe TOO."yf,.W vxa 1th. T—, ina dag handling, stwaga, iestst.6n and bn.*,g sha¢ he the—p¢esbiiR'
etLh¢ bu➢G': W D¢eyp+M9nd Da+UaC . Aii n¢.taa:set¢uin, the TOD and ttte pWseanne and thedernesu/the el*h g Cpinw t Gately fnhiirnaV6n (SSp) WQ. ?e4 bV TM and SECA are mfinannad krgerm,M gutdatun. TP41 defines Na ravgmsihilNus mntl
dutkn W fha Teuas Daay,. n_r. 6pnaatiyEeigk+er..i and?tuaa Hs.,idaehuet vnlam c,heniae dafina72ry'e Canaat"e+;reed open m w::trg tY ad pa'tiva Irna'vnd. Tfu Spewaq Ery.'nzei:� tICT 9�a Suiing i`evgnr. m Trues 6Ye'++rn Enp+nesr o} atry bu:Fdiry. Ap
wy 4rodlPnns sa ¢sd¢fi Rio TPl:1.Cagxe6htm2gT6A-T.RmSTvssor-RrraduO.ta'to!MNsnoeumsnR kanY t'rnSGRn-'h'+�11¢d+*aCncatlhP,srMert petnissian af•A-TRal Trustee..
Job
Truss
Truss Type
Qty
Ply
A0295891
WRMSSMB1L
A01GE
GABLE
1
1
*,
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 88.210 s 1 May 18 2018 Print: 8.210 s
ID:hYCoaQEtYhBIvUG
6.00 12 3x4 =
18 2018 MiTek Industries, Inc. Fri Oct 18 15:29:56 2019
2x4 11
43 41 39 , 36 34 31 29 27 25 22 19 18
4645 44 7x6 % 37
3x4 = 3x4 =
4x4 =
25-3-6
25-3-6
Plate Offsets (X,Y)--
[12:0-2-0,0-2-81, r16:0-2-12,0-1-81, r20:0-0-11,0-1-121,
[21:0-1-14,0-0-01, [23:0-1-14,0-0-01, [46:0-0-0,0-0-111
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 0.45
Vert(LL) -0.00
1
, n/r
90
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.24
Vert(CT) -0.01
1
n/r
80
BCLL 0.0
Rep Stress Incr NO
WB 0.15
Horz(CT) -0.00
45
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-S
Wind(LL) 0.00
1
n/r
120
Weight: 242 Ib FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
F13,F10,F11,F12: 2x4 SP No.2
OTHERS 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 6-0-0 oc bracing,
Except:
10-0-0 oc bracing: 22-25,19-22,18-19.
7-6-0 oc bracing: 45-46
WEBS
1 Row at midpt 17-18, 19-20
JOINTS
1 Brace at Jt(s): 42, 40, 38, 35, 33, 32, 28, 26, 24, 23
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 25-3-6.
(lb) - Max Horz
46= 343(LC 12)
Max Uplift
All uplift 100 lb or less at joint(s)
46, 18, 41, 39, 36, 34, 31, 27, 25, 22,
19 except 45=-288(LC 12), 43=-103(LC
12)
Max Grav
All reactions 250 lb or less at joint(s)
45, 18, 43, 41, 39, 36, 34, 31, 29, 27,
25, 22, 19 except 46=332(LC 12)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
9-1 0=-1 07/288, 10-11=-133/363,
11 -1 2=-1 27/341, 12-13=-123/358,
13-14=-121/357, 14-15=-119/354,
15-16=-119/354
BOT CHORD
45-46=-564/224, 44-45=-393/145,
BOT CHORD
45-46=-564/224,44-45=-393/145,
42-44=-442/171, 40-42=-406/149,
38-40=-406/149, 35-38=-398/143,
33-35=-393/140, 32-33=-387/136,
30-32=-385/134, 28-30=-385/134,
26-28=-383/132, 24-26=-383/131,
23-24=-377/127, 21-23=-338/97,
20-21=-382/129, 16-20=-328/100
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp B; 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) 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) Provide adequate drainage to prevent water
ponding.
5) All plates are 1.5x4 MT20 unless otherwise
indicated.
6) Gable requires continuous bottom chord bearing.
7) Truss to be fully sheathed from one face or securely
braced against lateral movement (i.e. diagonal web).
8) Gable studs spaced at 2-0-0 oc.
9) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
10) * 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.
11) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 46, 18, 4.1, 39, 36, 34, 31, 27, 25, 22, 19
except (jt=lb) 45=288, 43=103.
LOAD CASE(S)
Standard
Qp"- A DWY -A.. Ae `A-1 RGDF TAUSSER t'8ELL-F , OEMRXi TERMS oral coworrIONS CUSTOMER r8tfYEFn :.CKtt6iKLEG ,h1EfiT torn. V.* &--A Par t N read nuWa M ft. T-Dasgn Droning (TOD) and fha
Speftly Eegceer reterer,ce steel aataa use. Unless c?�er-*ise,s?ated an Bea TDD.'aray AN,mw,xrvnsutm pfaks nha�f 5a use3 tithe TDD 4a bevend; As a Tuns Deaigi Eng mg C.. SFes?eYy Eagunarj, kre seal an arty TDD regre�nU an
9af2yt--dTaataa9ln9. awumg D-igsaansguhlr tarF tlasign orlhe amyk T.0 dwxatad an aaa TDDMt?;y: uadar'TPI-1,the TOD wmpiaaa. roaimg con3.6anrewiaMliy antl use aTta;9 Tuasrmarry 6a@dmg kaercapansiV ofdro
Wufthe DaDnigv8evd adeAar8,e 8mH.ng Dasgner,b, the wn!c<al cl tali lRC. Aa 16U: 4zcaiF ynr3e wd R+6•Y-Toe uppm'ra'tStt,e TDDg d'on%/.£eLi use uithe Truss; urJudutg handfmg. aFnrtgo. inetaLaran artd Gracrrg alwli tw thx wapnrsh'bty
urCre fkr!!Nnp Despner sad Canlnx(ar. Ae rrofen set oulm trio tUU,vW tee practicesantl 9,NeWtes W the F:ui>gsng Cniatopeat Saiaty tnfoiihetisa I88pj pamtshed by T%arut'53CA ao relerencad brlwnera gufdmwe. TF41 defines the mslwnsiadGDea and
d:,r�a Draw Tra,aba.:sear, saea+adr Engirzeer artd Truss TAartutn�rei tihbsa eg,e�-:�w deiP•ree t:raeo>it�at'�du>mn.n w�a�s ty an cad�sirnmtied. rnesT�as�rEag�t;s noT ern a,a�;rtg eaagrK-m Troae sr�nE,vaee•mn.ry swrd'eg. nn ',
mDRei -vtd tmms aR as dofrmfd'et Tt'11. Copyr;yht C�11G Ad RsafTNsyea'-ReDmdu�mrt et tltis.�etansnk inanY fwrn„ iapna�it d roALhpvl.thc trnMortpetniausn atF-fRwf 7ev,ses. '
Job
Truss
Truss Type
Qty
Ply
WRMSSN131L
A02
ROOF SPECIAL
11
1
A0295892
Job Reference (optional)
A- i moor ( russes, ron r(erce, rc a4o, oeslgnLa aruss.com
_J
Kun: omzlu s i may w zu m rnnr. m/ iu s may i6 zuiu m( ( eK mausmes, inc. rn ucr in iwzwot zulu
6.00 12 5x6 =
1.5x4 II
7 8
3x6
4x4 - 6
5
3x6 T
3x4 5 :B;;��113
3 4 5x8 =
14
5x6 i 15 4x4
1
2 16 3x6 4.54 F12
44
1.5x4
Wig
12
3x4 =
0
Dead Load Defl. =1/4 In
17
3x6 =
8-2-1
17-1-11
25-3-6
25 -2 M14-2
37-10-1437- 1-6
8-2-1
5-11-10
8-1-11
0- -12 5-11-0
6-6-12 0- -8
_Plate Offsets (X,Y)--
[2:0-3-0,0-1-121,[13:0-5-4,0-3-01
LOADING (psf)
SPACING- 2-0-0 -
CS1.
DEFL.
in (loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.89
Vert(LL)
0.20 14-16
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC
0.88
Vert(CT)
-0.37 14-16
>818
240
BCLL 0.0 '
Rep Stress Incr YES
WB
0.97
HOrz(CT)
0.05 13
n/a
n/a
BCDL 10.0
Code FBC2017ITPI2014
Matrix
-MS
Weight: 200 Ib FT = 10%
LUMBER -
TOP CHORD 2x4 SP N0.2 *Except*
T1: 2x4 SP M 30
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
W4,W6,W2: 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 4-5-8 oc bracing.
WEBS
1 Row at midpt
3-14, 5-13, 2-16
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS.
(lb/size)
13 =
2255/0-3-8 (min.0-2-11)
10 =
96/0-3-8 (min. 0-1-8)
17 =
853/0-7-6 (min. 0-1-8)
Max Horz
17 =
423(LC 12)
Max Uplift
13 =
-672(LC 12)
10 =
-194(LC 23)
17 =
-11O(LC 12)
Max Grav
13 =
2255(LC 1)
10 =
324(LC 24)
17 =
860(LC 23)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2175/1342, 3-4=-771/365,
4-5=-655/401, 5-6=-107711505,
6-7=-1057/1706, 7-8=-804/1549,
8-9=-297/764, 9-10=-346/733,
2-17=-878/737
BOT CHORD
16-17=-783/509, 15-16=-1646/1977,
14-15=-1617/2011,13-14=-478/664,
BOT CHORD
16-17=-783/509, 15-16=-1646/1977,
14-15=-1617/2011, 13-14= 478/664,
12-13=-868/805, 10-12=-625/459
WEBS
3-14=-1288/1124, 5-14=-171/589,
5-13=-1992/1572, 7-13=-446/493,
8-13=-1574/897, 8-12=-365/570,
9-12=-335/373, 2-16=-85011641
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (34econd gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp B; 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) 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) Bearing at joint(s) 17 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at=lb) 13=672, 10=194, 17=110.
LOAD CASE(S)
Standard
QPoe— tho—ghy review the -A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS end CONDITIONS CUSTOMER ('Brm ('BUYER-) ACKNOWLEOGMEN foVerily design parameters end read rues an fhb Tres=Design Drewing JDD) end Ne
Speciady Engineer reference sheet before sae. Unless oV sense staled on the TDD, only Alpine mnnector plates eh.g be send fm the TOO to be edid. Ae a Truax Design Engineering (i.e. Speclaly Engn ), tine reel on any TOD repnmenle an
e.oPtan-o(theprofessional n in—ing—pmrsibilityfe the design ofthe segla Trues depicted on the TDD only, vnd.,TPI-f. The design assumpLens. Isedog condition, sei4 ,Thy end me of this True.foreny B.iltling 1. Un—poruibil'dy ofthe
Owner, the Ownerb authorized etas or Me Budffing Designer, in the a nte.l p the IRC, and
186, local of the B code and pone The approval of the TDD end any fieM vse of the Tevsa, indutling heft,, storage, instal' eAon entl brecmg shall bathe respansibddy
of Us BoMe T D- Design.,,
A6 nMrs set out In fha TOO end the.s. ofl ee end gfi..d b .the Budding Component S infaa p rti (BSCe published by TPI and SSCA era NOT
me c�d tong D,,i guider. TPI-t dafia the of enq b&: eAn
duties of the Truss Designer, 6pac®hy Engineer h% Trees N1 Rv Tree, es —R p d,, a defined by a Conned agreed upon m �saUd by en partios fter. d. The Specieriy Engineer i. NOT me B �6mg Designer or Truss Syslem Engmear o(ary builfrtg. Atl
<apdaleed farms are asdefmad mTPF7. Copydgh(EJ 1Di6A-t Rxf Tnnses—Rapmduction of this doumenl in eryfmm, is prMibiledNitirwltha written. permissions A-1 Roof Trstsses.
Job
Truss
Truss Type
Qty
Ply
A0295893
WRMSSMBIL
B01
Monopitch
8
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:29:58 2019 Page 1
ID:hYCoaQEtYhBIvUGjnCGo4hzcczg-7d_01497gUY2JwXPEDtrsPxVFy3VQnw2yciHveyS957
1 4-1p 8-2-1 16-11-14
-4-1 8-2-1 8-9-13
6.00 12
93x6 =
to
01
N
VU4 =
14
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
I/defl
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.86
Vert(LL) -0.14
6-8
>999
360
TCDL
10.0
Lumber DOL
1.25
BC 0.79
Vert(CT) =0.31
6-8
>658
240
BCLL
0.0
Rep Stress Incr
YES
WB 0.76
Horz(CT) -0.04
11
n/a
n/a
BCDL
10.0
Code FBC2017/TP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
W2,W4: 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-5-10 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 4-8-11 oc bracing.
WEBS
1 Row at midpt 3-6
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
9 =
771/0-7-6 (min.0-1-8)
11 =
640/0-1-8 (min.0-1-8)
Max Horz
9 =
348(LC 12)
Max Uplift
9 =
-106(LC 12)
11 =
-268(LC 12)
Max Grav
9 =
771(LC 1)
11 =
640(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1815/1056, 3-4=-278/0,
6-10=-283/438, 5-10=-317/481,
2-9=-784/666
BOT CHORD
8-9=-848/487, 7-8=-1444/1613,
6-7=-1440/1667
WEBS
2-8=-611/1329, 3-6=-1404/1228,
5-11=-653/540
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf-, BCDL=5.Opsf; h=25ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces 8t MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
3) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
boMom chord and any other members.
4) Bearing atjoint(s) 9, 11 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
5) Provide mechanical connection (by others) of truss
to bearing plate at joint(s) 11.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 9=106, 11=268.
LOAD CASE(S)
Standard
Dead Load Deb. = 1/8 in
s
tin
o ,
9
CD N
O
co
PLATES GRIP
MT20 244/190
Weight: 94 lb FT = 10%
APlane thoraugbiy A— the •A-1 ROOT' TRUSSES ( ELLER-j, GENERAL TERMS and GONDMOiiS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form Verity desgn parameters end read aobrs an Bra Truss Design Dmwmg (TDD) and the
Spaciatty Engineer refaren= sheet before use. Unl.ss aVnenvise stated = the TDD. any Alpine =nrlermr plates hat be esad far the TDD to be valid. A8 aTrues Design Engbreenng (-. Spmlafty Engineer), tna seal on any TOD repreefth, an
acceptance M. professional engineering—parsNIR,forBve design of the single Truss depicted on the TDO only, under TPI-1. The design a-ensrr—, loading condiEans, auitabft and use of this Trues for any Budding is the res=neiblw'fBre
Owner, the D—e..0 -cnad agent or Me Budding Designer, in the —1 of the IRC, the IBC, local Wilding code and TPI-1. The eppmval of the TOD and any (laid use of the Truss, indudhrg h-&n. storage, in -Mean and breohg sha be Ma—poasl dy
of thaBuilding DesiguerarM Contractor. At oases set out N the TDD aid Bra predices entl gukelin-- of Ilia 6utdin6 Component Safety infornafian (BSC7) peNahad by TP{ antl SHCA era referenced brgenerai gukance. TPt-1 defines tha h s heibiLties and
defies of Bre hose Designer, 6padafty Engaeerand T.. Manufacturer, uNare otherwise defined by. C-bed agreed upon in w ling byal parbea involved. The 6paciafy Engineer is NOT the Beikfing Designer or Trues System Engm— of any Wading. AD
eapdafixed Mrms ere as defned in TPt-1. Copyright 0Y016 A-1 Roat Trusses - Ropmducaon of Na dopanent, ut ar.Y form ie pnMibiMd without the wrgren permission of A-1 Roof Trusses
Job
Truss
Truss Type
Qty
Ply
WRMSSUB1L
B02GE
Monopitch Supported Gable
1
1
A0295894
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:00 2019 Page 1
ID:hYCoaQEtYhBIvUGjnCGo4hzcczg-3?6nSmBOC6olYEhnLevJxgl pkmgmugpLPwBO_WyS955
�1-4-10 16-11-6
i-4-18 16-11-6
5X11
30 29 2128 25 23 21 19 17 15 14
3x6 = 7x6 i:� 7x6 - 7x6
7x6 = 5x6 =
16-11-6
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.93
Vert(LL)
0.00
1
n/r
120
TCDL 10.0
Lumber DOL
1.25
BC 0.42
Vert(CT)
-0.00
2
n/r
80
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.15
Horz(CT)
-0.00
29
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-R
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 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 6-0-0 oc bracing,
Except:
10-0-0 oc bracing: 29-30.
JOINTS
1 Brace at Jt(s): 12, 22, 26, 20, 18, 16, 13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 16-11-6.
(lb) - Max Horz
30= 353(LC 12)
Max Uplift
All uplift 100 lb or less at joint(s)
30, 14, 25, 23, 21, 19, 17, 15, 28
except29=-542(LC 12)
Max Grav
All reactions 250 lb or less at joint(s)
14, 25, 23, 21, 19, 17, 15, 28, 29
except 30=584(LC 12)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-30=-534/170, 2-3=-685/224,
3-4=-474/164,4-5=-417/145,
5-6=-347/122, 6-7=-279/100
WEBS
3-29=-192/520
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft;
Cat. II; Exp B; 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) 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) All plates are MT20 plates unless otherwise
indicated.
4) All plates are 1.5x4 MT20 unless otherwise
indicated.
5) Gable requires continuous bottom chord bearing.
6) Truss to be fully sheathed from one face or securely
braced against lateral movement (i.e. diagonal web).
7) Gable studs spaced at 2-0-0 oc.
8) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads. '
9) . 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.
10) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 30, 14, 25, 23, 21, 19, 17, 15, 28 except Qt=lb)
29=542.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
MT20HS 187/143
Weight: 149 lb FT = 10%
QPdaase Lkoeoughi to "'i-f ROCF TRUSSES L SECL.ETS'}; DETiEnAC TEr2M116 and DC'SDtTIC7aS CLr6ffNAcii ('BtfYEi37:.CKtJCVJIEfY.oC1EjiT--form, Vn+i(y dt4u}n t;arenwtws ad read rm0'os on #ux Yruss De:, jn Qravim9 (TDD) mM the
S.oc'.t , Er.gi,— mf. ahasl before use. lMle55 ettbaa¢a st¢ted w IM 7DD, rmty Apure xa¢aetor 0M.s sT,a9 i.a road f, the MD b be:va!il: As a 7rus9 Drign Engin.amg (.e. Sperxeky Eng'v�¢e,}, 4¢¢ neat do arty WD repressb an
acaW'sado¢ltha {ve4s>ixale yncerieA reap 7ztrty tm('e n W m¢smgk T>•m d¢ast¢d on fire TOD-4,w TF1-1. Tke desgn» um n¢, to d-g—dit:grts;¢uUNIdy e. }us¢ot l" T— fm wry BWdmg is ma rtnp .Ws of fro
a—,
— ,Ue Ou .a><'}. s—lag-l=. 8.dig DtfV—. in Ire -.kW .t RC; Ro BG..b lbu kr g cad. aM TP41. V. aggro' 1 01M, TOD and mry f'l—ott Try iml.d yhe ,g, eEarar,e.imtaAai.�n arx}tue:3rgal r,b—respvrs:.Rj
rA 4h¢8uid ap D¢sSTn¢and GOMB•,tai. Pg,mtes.eel¢N in Vn TGD arWtree p; aoea ntlA '.rnmsWlw=uiM(gC po enl Sa/elY fnf¢rrneUwr (BS FubtafreO by Tfq rW S3CR me fare+ece6 brgn>wt¢'9ufdarrar. TF4tdefinesthemspcn&halti—d
C f¢s ottha 7„me Designer, 0. eoagy Egirem end Tress Rla rot¢oy,reG rinta� clha rsn datrri,.d Lpa Co,vfredt e9rtxd up -in'+ Yg k7 ag Padies i ved. The £.Feua'tY,-rg;nciii:ia NOT (fee 8 1dng Dasgne• m T.. &yetem Eng'mear M ¢e,y 6v=ding. All
—iuh0 t.rms arom d.+&rl.d in TF}•1. Cagr.•ght 02016 A.i P aT—i-- R¢nraftt..1 Mi. doo 1Lh-V f.M tc Pmeh''.riRW anMwlt th. u .M Pffi6w-WA-lR-4 T—.
Job
Truss
Truss Type
Qty
Ply
A0295895
WRMSSM1311-
C01G
Hip Girder
1
1
a
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:01 2019 Page 1
ID:hYCoaQEtYhBIvUGjnCGo4hzcczg-XCg9f6BOzPwcAOG vLQYU2Z4R953dFcVeZw(WyyS954
7-0-0 14-0-1 21-0-0 22-4-0 ,
1 4-0 7-0-0 7-0-1 6-11-15 1 4-0
RYA =
Dead Load Defl. = 3/16 in
3x6 = 3x6 II bxo WB= 6x6 = 3x6 =
LOADING (psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
10.0
Lumber DOL
1.25
BCLL
0.0 *
Rep Stress Incr
NO
BCDL
10.0
Code FBC2017/TPI2014
LUMBER -
TOP CHORD 2x4 SP M 30 *Except*
T2: 2x6 SP 240OF 2.0E
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-6-1 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 8-4-5 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1794/0-3-8 (min. 0-2-2)
5 =
1794/0-3-8 (min. 0-2-2)
Max Horz
2 =
68(LC 7)
Ma)gUplift
2 =
-489(LC 8)
5 _
-489(LC 9)
Max Grav
2 =
1794(LC 1)
5 =
1794(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-3335/882, 3-16=-2938/840,
16-17=-2938/840, 17-18=-2938/840,
4-18=-2938/840, 4-5=-3336/882
BOT CHORD
2-9=-741/2908, 9-19=-739/2936,
8-19=-739/2936, 8-20=-739/2936,
7-20=-739/2936, 5-7=-695/2909
WEBS
3-9=0/817, 4-7=0/818
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
VE1]SI
CSI.
DEFL.
in
(loc)
I/defl
L/d
TC 0.55
Vert(LL)
-0.12
7-9
>999
360
BC 0.74
Vert(CT)
-0.30
7-9
>830
240
WB 0.31
Horz(CT)
0.08
5
n/a
n/a
Matrix -MS
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf-, BCDL=5.Opsf; h=25ft;
Cat.11; Exp B; 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) 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 fora 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 (jt=Ib) 2=489, 5=489.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 222
lb down and 239 lb up at 7-0-0, 125 lb down and 126
lb up at 9-0-12, 125 lb down and 126 lb up at 10-5-12
, and 125 lb down and 126 lb up at 11-11-5, and 222
lb down and 239 lb up at 14-0-1 on top chord, and
400 lb down and 58 lb up at 7-0-0, 90 lb down at
9-0-12, 90 lb down at 10-5-12, and 90 lb down at
11-11-5, and 400 Ib down and 58 Ib up at 13-11-5 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=-60, 3-4=-60, 4-6=-60, 10-13=-20
Concentrated Loads (lb)
Vert: 3=-175(B)4=-175(B)8=-73(B)9=-400(B)
7=-400(B) 16=-125(B)17=-125(B) 18=-125(B)
1 9=-73(B) 20=-73(B)
PLATES GRIP
MT20 244/190
Weight: 97 lb FT = 10%
Q(lease bm eu ghfyreWew Ma -A-1 ROOF TRUSSES (-SELLS .i`�, GENERAL TERMS end (BU CONDMONS CUSTOMER YER^) ACKNOWLEDGMENT form Verily design parameters and n>ad nclas an We Truss Design, Orewmg (TDD) end Me
Specialty Engines reWnw resheet before use. Unless etherMse stated on the TOD. only Alpine— plazas ati be need for the TDD to be vaW. As a Tnsss Deng, Engineering (.a. Speciatty Engineer). the a" on any TOD ands en
arrW.yEMMe pndassfona l erginae,hg nrapenabUity fwtha design at Me s'egle Tmw dapic d en bm TOD oHy, u d,, TPf-1. The design asvumprx tosdng eenddune, svilabMy and uw of eh"s buss for any Building is the rasponeibdityafthe
Owner, the 0—e. aulh—d agent o, Me Bvadin gDesigne, in the —end of the tRC, Ma IBC, local mudding tole and TPl-1. The approval d Me TDD and any freW use A Me T—, indudng Aandhng,forage, keuaffabon and braang shag be bre nesp—bfy
olthe SuiWing DesignersndConbaaor. reneed far general guidenw. TPVl defines the responsibildies and
da0es az Me Tmae Dofgner, SP-Mly Engineer and Truss Manufacturer, —Wee otherynse defined by a Conbad agreed upon in w ting by ag parses i—Ned. The Spedfly Engineer is NOT Me Building Designer or Engineer .1 $yetem Engineof any building. AD
capi.,-d le— are es defined in TPf-1. Copyngh192016 A-1 Rx1 Trusses—Reproduchen ed due document, in any fmm, is pmhibibd wilnout bus wriben permission of A-1 RoofTrussas.
Job
Truss
Truss Type
Qty
Ply
WRMSM31L
CO2
Hip
1
1
A0295896
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:02 2019 Page 1
ID:hYCoaQEtYhBIvUGjnCGo4hzcczg-OOEXtRCekj2TnYrAT3xnOF6BaZTZMj6etDgU2PyS953
1 4-0 , 6-4-13 9-0-0 10-6-0 , 12-0-1 14-7 4 21-0-0 22 4-0
1-4-0 6-4-13 2-7-3 1-6-0 1-6-0 2-7 4 6-4-12 1-4-0
3x4' =
1.5x4 11 3x4 =
4x4 = 5x8 = 4x4 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.78
Vert(LL)
-0.19 10-13
>999
360
TCDL
10.0
Lumber DOL
1.25
BC 0.59
Vert(CT)
-0.42 10-13
>597
240
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.23
Horz(CT)
0.03 8
n/a
n/a
BCDL
10.0
Code FBC2017frPI2014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-0-6 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 9-10-10 cc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
924/0-3-8 (min. 0-1-8)
8 =
92410-3-8 (min. 0-1-8)
Max Horz
2 =
85(LC 11)
Max Uplift
2 =
-191(LC 12)
8 =
-191(LC 13)
Max Grav
2 =
924(LC 1)
8 =
924(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1341f765,3-4=-1073/632,
4-5=-922/593, 5-6=-922/593,
6-7=-1073/632, 7-8=-1341/765
BOT CHORD
2-10=-516/1155, 8-10=-523/1154
WEBS
3-10=-309/327, 5-10=-302/608,
7-10=-309/327
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp B; 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) 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 (jt=lb) 2=191, 8=191.
LOAD CASE(S)
Standard
Dead Load Defl. = 1/41n
Iv
0
PLATES GRIP
MT20 244/190
Weight: 92 lb FT = 10%
Please R 1hly review Ure Yr1 ROOF TRUSSES ('SELLER"), GENERAL TERfAS end CONDTIONS CUSTOMER C1 EW) f.CKUOWLEDGMENT- fo+m Verify design. parameters end read — on t Tome Design Ding (MD) and Ne
1 S' ecletty Engineer mferenoo sheet bon use. Unless oihera%e s alad on Me MD. Duty Alpine mnrrector pletee ono be used fen the MD to ba roW. As a Truss Design Engineonng (-. Spud y Eng'near), the see: an any TDD repmaertb an
eaeptance arthe professional er�ginoef.g—po .tffw&..o design of Ure eingla Truss d.&W on the TOD o y,—de, TPI-1. The design essumpboins, loading sond&on.,&Wt 4y mM use oflhm Truss fumy Bu4lingm the rthe
owner, the 0—e. eat -i-d agent or the BudSvy Designer, in the --t of the (RC, U. 180. loa.t bonding cad. and TPp f. The approve! of the TDO and any field—.1 the Tress, including housing, etorege, inatetbbon end breoma eban be the reapmowty
of Iha Bonding Desipoer and C p-Wtor. AU rmtes set a.t in the feo and the prssiixa and defined
by,
of Ne Bonding �mpaneot Safety ln/vr U po n , [— published peTPl and gi—ere !,NOT
o, B for general guidance. Sri. defines the n'sponsibiding and
duties ar the Trues Designer, Specialty Engineer end 2016 Msnufa lure- est.ss pyoduiaa defined by a Co:dmct agreed upon in writing by ag parbea fton pen. The 6p.day Engineer is NOT the Bugdmg Designer or Trans 6yatem Engaear a(any building. All
I aapiW¢ad termsn*e as defined in TPF7. CoPyR9btO g076 A-t Raaf T,assas-RePradociion gl thg dowment in arsy tone, is preNbifed wiUout One w+U,en permiss'gs afht RoofTmsas.
Job
Truss
Truss Type
Qty
Ply
A0295897
WRMSSMB1L
CO3
Common
10
1
a
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:03 2019 Page 1
ID:hYCoaQEtYhBIvUGjnCGo4hzcczg-Uanv4nDGV 1 AKPhPMOmTOZSfQpzor59on5tQ2aryS952
1 -, 6-4-11 10-6-0 14-7-6 20-11-8 1
--1-too 6-4-11 4-1-5 4-1-5 6-4-2
44 =
4
4x4 = 5x8 = 3x4 =
Dead Load Defl. = 3/16 In
•
0-0-8
10-5-8
10-5-8
Plate Offsets (X,Y)—
f7:0-4-0,0-3-01
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 0.55
Vert(LL)
-0.17
7-13
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.66
Vert(CT)
-0.38
7-13
>661
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.27
Horz(CT)
0.03
6
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight: 91 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-3-4 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 9-2-1 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 =
836/0-3-8 (min.0-1-8)
2 =
925/0-3-8 (min.0-1-8)
Max Horz
2 =
102(LC 12)
Max Uplift
6 =
-167(LC 13)
2 =
-201(LC 12)
Max Grav
6 =
836(LC 1)
2 =
925(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1361/805, 3-4=-1054/647,
4-5=-1055/648, 5-6=-1363/809
BOT CHORD
2-7=-603/1177, 6-7=-608/1180
WEBS
4-7=-393/702, 5-7=-387/400,
3-7=-383/393
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft;
Cat. 11; Exp B; 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) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
4) a This truss has been designed for a live load of
20. )psf 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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 6=167, 2=201.
LOAD CASE(S)
Standard
QPlease thovoughly,s athe -A-1 ROOF TRUSSES ('SELLER'), GENERAL TERMS a ,d CONOMONS CUSTOMER (BUYER') ACKNOWLEDGMENT" fo— Verily design paremete,s and read notes an tho 7Nss Oestgn Drawing (iDD) and the
Sp dal y Engineer reWe— sheet before we. Unlsw o rsn s stated on the TDD, -n, Alpine eannesbr plates shag be used for the TOD W be valid. As a Truss Design Enginaedng (i.e. Specialty Engmea )• Use seal on any TOD reP—enls en
e pl &Meprofessional ergTaarmg recpon4bggyferflia designel the single T—deeded on the TDD-Jy.under TPI-1. The design assumpgms, badir cmdib—,—bbgdy end use of this Twss for m Sud,gng he the respensmgTy offhe
Owner, the T—e,auH—degenl or the SWdmg Desig,er, m the m Isd of the MG, Use IBC,local bwldleg code end TPI-T. Theapprovalo/the TDO arts any fiats used the Tuw, irdW,9 hwn g, eforege,irutega6w and brering shell be dre resp ,%My
oflts SuiFding Desigrxr and Contreaw. ld rwies net outlM1the TDD end the pmceceeeM guitlelmes of U,e Budding ComPensnt Setety infamu,eon(SSCi)pubtished DY TPI a,d SSCA are referenced for general gntdenra. TPNdef afhemspo—bilfasend
dulfes of the Truss Designer, Sperstly Ergmsererd Tuw Msnu/ad-rer, -Ness otheewse defined by a Cenbed egmad -pan m -ftq by ag pares, lm,W d, The Specialty Engineer is NOT the S, Ming Designer mTmw System Enga,eer of arty Wldmg. Ag
-pMasd terms are es defend in TPf-1.Copyright 0 2016 AT Roof Tresses- Nupmducfion of lhls document, in any farm, isW Wbitsd wift tde writtee psnnissian of A-1 Roof Trusses.
Job
Truss
Truss Type
Qty
Ply
WRMSSM$1L
C04G
Common Girder
1
1
A0295898
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:04 2019 Page 1
ID:hYCoaQEtYhBIvUGjnCGo4hzcczg-ynLIH7EuGKIBIr YaU_F6gBaIN6HgamxKX967HyS951
5-5-8 10-11-0
5-5-8 5-5-8
44 =
Dead Load Defl. = 1/16 In
1
11
12
13
14
4x4 =
4
3x6 11
5-5-8
10-11-0
4x4 =l
5-5-8
5-5-8
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.63
Vert(LL)
-0.08
4-10
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.77
Vert(CT)
-0.16
4-10
>836
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.41
Horz(CT)
0.02
3
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 38 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SIP No.2
BOT CHORD 2x4 SIP M 30
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-8-2 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 =
1080/0-3-8 (min.0-1-8)
3 =
1081/0-3-8 (min. 0-1-8)
Max Horz
1 =
-44(LC 4)
Max Uplift
1 =
-202(LC 8)
3 =
-202(LC 9)
Max Grav
1 =
1080(LC 1)
3 =
1081(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-1671/314, 2-3=-1671/314
BOT CHORD
1-11=-235/1464, 11-12=-235/1464,
4-12=-235/1464, 4-13=-235/1464,
13-14=-235/1464, 3-14=-235/1464
WEBS
2-4=-140/1085
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp B; 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) 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
20.6psf 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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=1b) 1=202, 3=202.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 258
lb down and 56 lb up at 2-0-4, 258 lb down and 56 lb
up at 4-0-4, 258 lb down and 56 lb up at 5-5-4, and
258 lb down and 56 lb up at 6-10-13, and 258 lb down
and 56 lb up at 8-10-13 on bottom chord. The
design/selection of such connection device(s) is the
responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-60, 2-3=-60, 5-8=-20
Concentrated Loads (lb)
Vert: 4=-258(F) 11=-258(F) 12=-258(F) 13=-258(F)
14=-258(F)
QPlease lbomughty review the -A-1 ROOF TRUSSES ('SELLER,, GENERAL TERMer, S d CONDITIONS CUSTOMER ('BUYER") AGMDVVLEDGNENT-h— Vetily design parameters end mad notes on this Truss Design Drawing (MD) and She _
Sp—hy Engineer fs— sheet before use. Unless a 'wsa stated - the MD. onty Alpirm wnrmdor plead shag be rased for tha TOD to be valid. As a Try Design Engi, g (-,,a. Specie- Engn—), the seat an arty TDD rePa—ts an
.-Ptanca oftha prdassionalenynaermg resparcibilgyforba design a1 lbasregle Truro Npiclad wr the TDO o Iy, under TPI-1. Tha designnaevmpfi—as loading cenditia wLbsaidy and use of this T— foreny Bugdng is the rtvsp -ibiw area
Ovrar,theO—e,aNhoeiiad agentor the BaM'vg Designer, in the —A the IND,theMG, T-e!Wddrg cotle end TPI-1.The a,,—W of the TDD end any held vas of tba Tress, inr dmg handung. storage, imteeeban and bra pshall ba the re,P-sbMY
of tM BmTding Designer aM Contractor. Ag —ea sat out in the TDD and the predi es and guldel:nes of the Budding Component Selety lhf r snon (BSCI) published by TP! and SECA am referenced for general guedence. TPM defines the eeshd-ib U,ss and
dutiao of Me Twee D-ig—. Specially Englnaer and T— Idanufaotumr, unlasa othercnse de5ned by a C-ba l agreed upon in writing by aA parties Involved. The Sp-Wfty Engineer is NOT the 60dsg Designer or Trues System Engineer of any bugdmg. Al
canoe],.dtrms--defmadnTPI-1.CopS'righl02D16 AA Rcaf Trusses— Repmducbon of Ns docu Min any form, is pmhibisd without the written permission at A-1 Roof Twsses.
Job
Truss
Truss Type
Qty
Ply
A0295899
WRMSSMB11-
C05
Common Supported Gable
1
1
Job Reference (optional)'
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:05 2019 Page 1
ID:hYCoaQEtYhBIvUGjnCGo4hzcczg-QzvgVTEX1 eQ2e?Zl8BVUetksDndGZ6J4ZBv9fkyS950
1 4-0 5-5-8 10-11-0 12-3-0
1-4-0 5-5-8 5-5-8 1-4-0
4x4 =
1.5x4 II 1.5x4 II
1.5x4 11
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
- (loc)
I/defl
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.17
Vert(LL)
-0.00
7
n/r
90
TCDL 10.0
Lumber DOL
1.25
BC 0.08
Vert(CT)
-0.00
7
n/r
80
BCLL 0.0
Rep Stress Incr
YES
WB 0.07
Horz(CT)
0.00
6
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-S
Wind(LL)
0.01
7
n/r
120
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
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. All bearings 10-11-0.
(lb) - Max Horz
2= 56(LC 11)
Max Uplift
All uplift 100 lb or less at joint(s) 2,
6, 10, 8
Max Grav
All reactions 250 lb or less at joint(s)
2, 6, 9 except 10=256(LC 23),
8=256(LC 24)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp B; 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) 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) Gable requires continuous bottom chord bearing.
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) 2, 6, 10, 8.
LOAD CASE(S)
Standard
C
PLATES GRIP
MT20 244/190
Weight: 47 lb FT = 10%
i Q Prtaaa 1nonNgh>y feNew the %A RQ-PF TRUSSES C-SELLER?: MWERE TERN.'s a eowo rlms CUSTOMER ER .'r9UYn noes an bw TNas DesSA Dr.wag 4100) end Iha
Speci.V Engir- reterenw eheel befae ute. U.L--,Rer*5sa st-^d enthe TDD, v*. A1"o c der jeWes MW be used fx4re TDD is b-ha, ,4s huu Dev En9 n^9 f e. Spe�uelly Engineer}, Ne xeal an arty TOD rsgre'.enla an
-V - of thaprefessiona!eng�neannp rasennsi dy for l'na tlesD3. 'iMo smgk Tern aeeiGtd on Cn TDD orA/:wr.`MTP(-1. The desgn aswmpiiars; baling tan3!iom eu'1ax71y entl osa W!!rs TNnfw emy 6Wdmgamere5rwas�Z:yWM.
na
Oa- ,Rw 0-efeaW,u,ked ag for fb. B:rM gD¢mgner. ir:iha canferi r�-RC it IeC, I¢ra!W WnV-d. end TPM. Theepp va! of the TOD end ony fiew Fse ufMe Tnrsa. fr,:la3og hwdEnq, stm o. knaaufon aN brodg sfoD to o,o ruvpo-Ully
ofthe 6uildng D¢s1p }Y.enS C-- Pd na{essel autm Hse TDo end lne.prav4ce entl A++'xelo-Vt"B,i nngC TponeM Safety lnlnnnabinMSCI) puC3mhaC bYTPi arstl SJ.CAare refaren 3fargeaerN g'sWertoa• TPMdefi�SRw Nsp¢nsR»til and
diw-ftfta7r¢ s DeeigneK &padatlyEngirxrm arr.7Truax ManirtAO-1 uak'ea alp¢, iae QefrosdW C-Armt"e,.d upm, m-ding bT atl papas weved. Tim Spwi4y Ermynaer:is NOT Ow 6wlung Deegn- m TNas SW m Engln-of my bundmg. AS
cq,ftt-- -terms aw as ft twdn TM,Copym3hlC ZtiTSA.1.ROal7NSsas'�R:.2mductsm cCMfSdotaneN,'ur arty in:rq iapr?.''.a&M wiMWlthe timStan patrnaebn Ot A-t ti7oa1TNsseb.
Job
Truss
Truss Type
Qty
Ply
WRMSSM$1 L
CA
Corner Jack
4
1
A0295900
Job Reference (optional)
A-i moot Trusses, Fort Pierce, FL 34946, oesignLaltruss.com Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:06 2019 Page 1
ID:hYCoaQEtYhBIvUGjnCGo4hzcczg-u9T2ipF9oyYvG98xiuOjB5H1 uAzGlaiEoreiBAyS95?
-14-0 0-11-11
1-4-0 0-11-11
0-11-11
0-11-3
Plate Offsets (X,Y)--
[2:0-4-4,0-0-4)
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Vert(LL)
0.00 7
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.03
Vert(CT)
0.00 7
>999
240
BCLL 0.0 *
Rep Stress Incr
YES
WB 0.00
Horz(CT)
0.00 4
n/a
n/a
BCDL 10.0
Code FBC2017[TP12014
Matrix -MP
Weight: 6 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 0-11-11 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, I,n
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
-4/Mechanical
2 =
183/0-3-8 (min. 0-1-8)
4 =
-18/Mechanical
Max Horz
2 =
42(LC 12)
Max Uplift
3 =
-4(LC 1)
2 =
-66(LC 12)
4 =
-18(LC 1)
Max Grav
3 =
12(LC 8)
2 =
183(LC 1)
4 =
20(LC 8)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or, less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp B; 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) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 3, 2, 4.
LOAD CASE(S)
Standard
II
Pieria tloroughy re-i. the W1 ROOF TRUSSES ('SELLER), GEN-RAL TER61S ead CONDITIONS CUSTOMER (Er` 'BUYER-) ACNNOW DGMENform Verily desgn parameters enrea
d ad notes on Vus Truss Design Drawing (ROD) and Me
Sys Ia1 y Engineer reference sheet before us.. Unless othemsa stated on U. TDD, only Alpine warrecior platee slat be need far the TOD in be vend. Aa a Truss Design Engineering (i.e. Speria,y Engineer), the seal an any TOD represan" en
Aacrapla—Othaprofessional engmaaring re.ponsibiliy forth. design of thesngla Twee depleted on the TOD.nly, vnd., TPIA. The de69a as .p(mrc,loading—,ifians;-ilabgdy and- se of this Trues farany B,W g is the rasparuibilM1y ofth.
Owner, the Ovnah authorized gent orthe Bv; g Designer, in Poe molest of the IRC, tw IBC, Iota! buildi,g code and TPI-t, The nppravel of No TDD erd any field vs. ai the Truss, incfudhg h...Rng, atorega, insleilehon and bredng shag be t e respmaibilty
of Ne BoitdvV Desgrur and CanhaGar. At roles set ou; in fha TDD end the prectices end guidel+rws W the Budding Component Setety intartnation (BSC3) published by M and SBCA are referenced for general guidanm. TP1-7 debnea the resporaibiitas end
duties a7 iha Trues Designer, Specialty Engines end Truss Marndastwer, -Ness otlrer a defined by. Caabaci agreed open m -rtidng by.g party. I feed. The Sp-W(y Engineer is NOT the S.Idmg Designer ur Trasa Sys lam En gmoar of arty building. AD
capilal¢ed tarrm are as defma0 in TPLi. Copyrigh704076 A-7 Roof Trusses-Rap,oduchmr of Mis doannenl, N ar.} form, is prohibiMd othoul lh. vniten pe,missian of A-1 RmfTrussas
Job
Truss
Truss Type
Qty
Ply
A0295901
WRMSSMB1 L
CJ3
Corner Jack
4
1
Job Reference o tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:07 2019 Page 1
ID:hYCoaQEtYhBIvUGjnCGo4hzcczg-MM1 Qw9GnZFgmuJj7FcXyjlpCealn1 l yNOVOFjcyS95_
-1 4-0 2-11-11
1-4-0 2-11-11
2-11-11
2-11-3
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Vert(LL) -0.00
4-7
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.08
Vert(CT) -0.01
4-7
>999
240
BCLL 0.0 *
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MP
Weight: 12 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
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 =
66/Mechanical
2 =
221/0-3-8 (min.0-1-8)
4 =
31/Mechanical
Max Horz
2 =
82(LC 12)
Max Uplift
3 =
-41(LC 12)
2 =
-56(LC 12)
Max Grav
3 =
66(LC 1)
2 =
221(LC 1)
4 =
50(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES- _
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf-, h=25ft;
Cat. II; Exp B; 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) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder#) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 3, 2.
LOAD CASE(S)
Standard
QPlcu a Momughy revieartbe -A-1 ROOF TRUS6ES (-SELLER'), GENERAL TERMS and CONDITIONS cu6To61ER ('BUYER')AdMOWLEDGMEM-form. Veriy d.19. parameters and natl noVs an this truss Oes� Oravring (MD) and the
Spaaiatty Engineer eslerence sheet bel5ure use. bl hiss utherssa eluded on the MD. Doty Atpre nrector plates shell be used fm The TOD to be valid. As a Truss Design EngL,eedng (i.e. Specialty Engt—),:Ihe seal on any TOD represents an
erceptanm ofdre Prahasiorul enginaerag sep"sibility, forth, design of the singb Truro delisted on the MD mly, under TPI-1. The design ussumplbr beduig condibans. witebddy and use.1 this buss fur any Bus&, is Me rewaru:ibitey of the
Ovmer, Iha Lhmete authorized agent or Ma Bud6ng Deaignar,mthe rnnte#of the IRC, the IBC, local buldrig code end TPI-1. The approval 0 the MD.r any fillld use sl the Truss, atludag h.ndmg, Norege, instes.b.. and bracing shell be Me responsibdiy
of gill Bvittlag Desgner and Contreldor. Ag nales set out a tbs TDD ehd the Pr.cgcei end guidetase of the. BuMhj Comp—M Selety information (BSCI) published by TPI and SBOA ure teroncad fmgenerel guldanw. TPN defines the responsibil:Ges eM
duties of Ne Truss Designer, Specahy Engi.—r and Truax Msnufeduror, unless odlertviee defined bye Cohb-i.g—d upon in -ifmg by all parties ir,-W d. The Speciahy Engineer is NOT the Building Deeqner.r Truss Gystem Engineer of any bull g. All
capdalued terms era eB defaled m TM-1. Co sighl02016 A-1 ROM Trusses- Reproduchon M this document in any form,ispmhibibd wlftut the mitten pe-1,6an of A-1 Roof Trusses
Job
Truss
Truss Type
city
Ply
WRMSSM81 L
CJ5
Corner Jack
2
1
A0295902
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:08 2019 Page 1
I D:hYCoaQEtYhBIvUGjnCGo4hzcczg-gYbo7VHPKZodVTIKpJ2BGWMKb_bkmUCXF97pF2yS94z
-14-0 4-11-11
n
�I
I�
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.36
Vert(LL) 0.04
4-7
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.29
Vert(CT) -0.06
4-7
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP
,
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-11-11 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
124/Mechanical
2 =
292/0-3-8 (min.0-1-8)
4 =
61/Mechanical
Max Horz
2 =
123(LC 12)
Max Uplift
3 =
-77(LC 12)
2 =
-62(LC 12)
Max Grav
3 =
124(LC 1)
2 =
292(LC 1)
4 =
89(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft;
Cat. II; Exp B; 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) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 3, 2.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 18 lb FT = 10%
QPoe— thoroughly tovi—Y a -A-1 ROOF TRUSSES (-SELLER-), GENERAL TERMS end CONDinONS CUSTOMER (BUYER-) ACKNOWLEDGMENT -form. Verify de-rame sign pt— end read Hots on this Tn—Design DmV ROD)) and the
Sp- Wy Engi— m(erence sheet betwe use. Unl-s- o ,i- sWnd on the TDD, only Alpne oonmicter plates shag be aced !ar the TDD W be rafid. As . T— Design EngL eedng f- Specian.y Engineer), the sea: on eny TOD rep—nft an
000eptance orthe professional engmaeri,g raspdnsibilily forth. design N the style Trvsa depicted on the TDD only, under TPI-1. The design assvmp0ore, loed'mg cendifiane, suikbldy end use of lF.ie Tmsa ldreny Budding is the rtnponcibitM1y of fha
O—r,O,eO—e. eolhwrsed.gentor the BagdLg De*% —.in the contextofthe INC, the 150,1..I budding code and TPI-1. The app—o!ofthe TDO and any fief use oftheT—,IndudLg handing, af.rege, insoffoUon and bredng a fl be the resp aMy
dt the Budh TDes Do lg nd Spooi kor. Ag rmta set sot In N nn f D Me pmcbces and gat inod b a( Ore Budding Component Safety lby on Eefie. i t) pu . Th. Sp TPl and gin— era OT th w-d for g D w9 guidenco. TPI-t d E.9in M responsi.Ung and
duties of the Trvss Desigrrer, 6yaciaMy EngineeraM Trvss Menufacluren uNese vtheneise defined by a Confm.-t-[ egmed upon m writing by eg paries involved. The 6peueMy Engineer b NOT the Bwlding Designer orSrvss System Enginoer of srry Wing. AH
eapitaf ed t+ms era as defaced in TP{-t. Copt2ight02076 A-t Roo! Tnrssea-Reproduntron of this document, t ary• hrm, ie pmtutxtd auiihoai Ore v-gten parmisapn of A-1 Rmlhosses.
Job
Truss
Truss Type
Qty
Ply
A0295903
WRMSSMB1 L
CJ5A
Corner Jack
2
�.
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, designCcNa1truss.com
Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:09 2019 Page 1
ID:hYCoaQEtYhBIvUGjnCGo4hzcczg-Ik9BLr115twU7ctWN1 ZQpjvUrOwmVxSgUptMnVyS94y
4-11-11
4-11-11
n
2x4 =
3
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
I/deft
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.39
Vert(LL) 0.06
3-6
>999
360
TCDL
10.0
Lumber DOL
1.25
BC 0.37
Vert(CT) -0.06
3-6
>920
240
BCLL
0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.00
2
n/a
n/a
BCDL
10.0
Code FBC2017/TPI2014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-11-11 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
196/0-3-8 (min.0-1-8)
2 =
130/Mechanical
3 ` =
67/Mechanical
Max Horz
1 =
100(LC 12)
Max Uplift
1 =
-25(LC 12)
2 =
-80(LC 12)
Max Grav
1 =
196(LC 1)
2 =
130(LC 1)
3 =
92(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp B; 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) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s)1, 2.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 16 lb FT = 10%
A P ea a momaghy revew the •A 1 ROOF TRU6SE5 � 6ELLER-). GENERAL TER end CONDmONS CUSTOMER MWER-) ACMOWLEDGMEt ram. Verify design parameters and read notan on Mis Truss Design Or to (TOO) end the
bti. scaly Engineer ref.— oheel before ass. Unless ogwra%e at d. on the TOO. only Alpine carer Sor plates etag be used fen tlm TOO to be vekd. Aa a Truss Design Engere g (.e. Specially En
gineer), , ffre seat a, am TOO rep—o :fz
A an
ecmlenoo.ftheprafasoionalargoaering resp..IQiy(-Me deep of lAe single T,uss depi.W an Ne TOO only, u ., TPt-1. The design ass 6n; loading aaadiGnns, sWlabUy and— of this Tess fa any B Ungm(he mspons R'of the
o—, the o ,naea authonmed agent or the Budding Designer, in the monod of the 1RC, the IBC, looet Wlding code end TPI-t. The app—o] of the TOO and any freM am of ba Tmss, mdudirg hen Ten , ataage, io aabh- and bmaig nag be ibe—pcn.&My
of the &nEding Designer aeM Conbaaw. Ag -I.. sat out in the TDD and ffie pracfEoas end pW,d re of Ne Suadmg Component Edey information (BSCI) published by TPI and SSCA e,a mfore d for general guWan— TP41 defaces the reN miM—s end
du6eo of th Truss Designer, Specially Engineer and Tmsa Memfeclurer, uNasa oMerwiso defined bye CoNmst eg,eed upon in wdgng by ag pldes involved. The SpedaRy Ertginea re NOT the Building Designs aTmee Sptem Engineer of any WdS g. All
capilNized arms em w data Win TP41. CopysigM 02016 A-1 Roof Tenses -Reproduction o! as docanent, in ary form, is preNbiad willaul tirewriimn permiosao of A-1 RoofTtusses.
Job
Truss
Truss Type
City
Ply
WRMSSM61L
D01
Monopitch
11
1
A0295904
Job Reference o tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:10 2019 Page 1
ID:hYCoaQEtYhBIvUGjnCGo4hzcczg-nxjZYBIfsA2LlmSixk5gLxRgeoGSEM?pjTcvJxyS94x
1 4-0 , 4-4-2 7-10-8
1-4-0 4-4-2 3-6-6
N r
- pj
O �
A
4x4 = 3x4 =
7-10-8
7-10-8
Dead Load Deft. = 1/16 in
Plate Offsets (X,Y)--
[2:0-0-12,Edge]
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.32
Vert(LL) 0.24
6-9
>391
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.34
Vert(CT) 0.20
6-9
>476
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.17
Horz(CT) -0.00
6
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP -
Weight: 33 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP 240OF 2.0E
WEBS 2x4 SP No.3
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)
4 =
76/Mechanical
2 =
402/0-8-0 (min.0-1-8)
6 =
232/Mechanical
Max Horz
2 =
182(LC 12)
Max Uplift
4 =
-61(LC 12)
2 =
-132(LC 9)
6 =
-142(LC 9)
Max Grav
4 =
76(LC 1)
2 =
402(LC 1)
6 =
232(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-324/253
BOT CHORD
2-6=-499/276
WEBS
3-6=-322/582
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp B; 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) This truss is not designed to support a ceiling and is
not intended for use where aesthetics are a
consideration.
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) 2=132, 6=142.
LOAD CASE(S)
Standard
Please thoeoughy review ft -A-1 ROOF TRUSSES (SELLER-), GENERAL TERMS WA CONDMONS CUSTOMER (BUYER-) ACKNOWLEDGMEM- fwm Vedfy desg par—M... W read -o an Cve T.. Design Droving CMD) and Ida
SpecfaRy Enmee ference sheel befom use. Unless W—fte siatad on the TDD, ordy Alpine mnrrecYm plates ha6 be uead fm the TDD to be veld. As a Truss Design Egb,e dng (.e. Specaly Emgn ), the seal merry TOO represent en
ezepFarce W the prWescinrul engneermg rospmsibility fo the design a the sngle Truss dapicled w the TDD mt , under TWA. The design essumptans, wading —dib— wja ly and use of this Truss fur any Budding is there =Zry of the
(Omer, the (Tines euth—d agenl or the Buddng Designs, m the ran. t W the (RC, the ISO, I -et bOdirg -de aM TPI-1. The approval W g TDD aM any field use W b,e Truss, including h-,Mng, storage, inspdaCon eed bredng shalt be the respansibiuly
W tM Building Desgner end Cantreaor. AR rotes set oW in Me TDD end Me pmWixs end guidelaies W the Bu6dmg Component Safety Information l,BSp) pubiishW by 7Pi antl SBCA are referenced fargenerel guidance. TPI-t defines the responsitW. ies and
duties f the Truss Designer, Sp-W(y Engineer eM Treee Manufacturer, unless nfharviisa defined by. Centres{ agreed upon in vrigng by sl3 parties imrofved. The Spedaby Engineer is NOT the Building Designer arT—s System Engineer cf any Wdmg. M
capitalized terns -def .ed in TPl.I. Cppyhghl®2g16 A-t ROW Trassos - Reproduction W this document, in ary form, is pmtdbitad vrigwul fhe written parmissim W A-1 RoofTmssaz
Job
Truss
Truss Type
city
Ply
A0295905
WRMSSMB1L
D02GE
Monopitch Supported Gable
1
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:10 2019 Page 1
ID:hYCoaQEtYhBIvUGjnCGo4hzcczg-nxjZYBlfsA2LlmSixk5gLxRiZoL7EOopjTcvJxyS94x
8-0-0
r 1 4-0 8-0-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.20
Vert(LL) 0.00 1 n/r 120
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.04
Vert(CT) -0.00 1 n/r 80
BCLL 0.0 *
Rep Stress Incr NO
WB 0.06
Horz(CT) 0.00 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-P
Weight: 41 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 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 guide. —]
REACTIONS. All bearings 8-0-0.
(lb) - Max Horz
2=183(LC 12)
Max Uplift
All uplift 100 lb or less at joint(s) 7,
2, 8, 9, 10
Max Grav
All reactions 250 lb or less at joint(s)
7, 2, 8, 9, 10
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-303/128
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft;
Cat. II; Exp B; 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) 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) All plates are 1.5x4 MT20 unless otherwise indicated.
4) Gable requires continuous bottom chord bearing.
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) 7, 2, 8, 9, 10.
LOAD CASE(S)
Standard
Qtiaasa 9mrau&4 raNew Na •l.-1 fTCCF TRUSSES (SELLEWY, GENERAL TERMS and OONDITiDNS CUSTOMER rSUYER7 P,•GKtlD'Vr1EDf�,tdENT' fort Variiydasg paransstass ad read robe on thla Hass 01u3n D—mg (TDD) aid the
Syeri ly Eng— We— shall bdom use. Unless a(hatxiee s ted m the TDD,.rAy Alp..& nectar plates a g be used hrfhs TOD to b. -5d: A. 7nrss Or.?sn E gmas,'vg { e. Specie3!p figi¢ear}, N¢ s¢al ¢n arry TD'7 rexesenls an
eewranee efiha pradas>ixal mBi+taadng ra`-vansilaRtY tar tr�a design ateha 4mgls FrmdepiUad as Cre.TDDa y,vadwT?t-1. The fts; aumpb*-, badmp—Dions, auYY'41Y and use of th. buss larany6 Mingeme—ponstft tMe
C1a Bad Oxnex'gweeidC—twtha8 Me
Das{g„u TODcanttW aS GYeI sWd tBC.i ets"04N tle and. 4effl eWy Wc!Wihu TDD ¢ad onY uss a!tha Trvss.vY.?u3ng hsndbng.sbrs9e. msla7aRan anti tve6rvy^sWYf bn the nnpans�til>Y)
d Lj_ u"L'Cmg eesignar mr roa loch Eeg �—d Tm th f dD , M1—.0es antl 9aif ed b Co 4r.Aeu C¢mupn m ee'Amdbf¢nn pwfis i CW uLThv SpYT fZng—r i re refl,e S O gDesig e, wT e. Sptem egz,, w msp y b0d es aAD
wl'ws Wtha Tsusa Dasigrser, SpeciatlY Engimaer and Truss Manvtacturtr, aniasa. olhasveisa defineE hYa Cw;lraot`e+arneJupan in v'iiil;ng try all pastas imra7vad.The'Spec+dxYEngmrre:'ip NOT eha BuiiSss,g DusgnarwTn»a System G�gmaer of arty Mel�.+g. Aii
<apdNc¢d tarns age pa d¢9ned nTPi.T. Capyn�3h12' 2UIS h••3 RacfTNssas-RcproducYiaTtlkus dpcumpn{, n eny farm. ispr_.hi9d-adu'1Etau1 M¢WiiS4an parmirsipaotf+f'gapt 7russas.
Job
Truss
Truss Type
Qty
Ply
WRMSSM81 L
FG01
FLOOR
2
2
A0295906
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce; FL 34946, design@altruss.com Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:11 2019 Page 1
ID:hYCoaQEtYhBIvUGjnCGo4hzcczg-F7GxIWJHdUBBMwl vUScvu8_p3BUziPzx7MTsNyS94w
3-5-2 6-8-9 9-11-15 13-3-6 16-8-8
3-5-2 3-3-6 3-3-6 3-3-6 3-5-2
, 5x6 =
4x6 =
2
4x6 =
3
6x8 =
44x6 = 5 64x6 =
Dead Load Defl. = 1/8 in
5x6 =
7
2x4 11 5x8 = 5x10 MT20HS= 1.5x4 11 1.5x4 11 4x4 = 3x10 = 2x4 11
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/defl
Ud
TCLL 40.0
Plate Grip DOL
1.00
TC 0.47
Vert(LL)
-0.30 11-12
>655
360
TCDL 10.0
Lumber DOL
1.00
BC 0.78
Vert(CT)
-0.41 11-12
>476
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.61
Horz(CT)
0.08 8
n/a
n/a
BCDL 5.0
Code FBC2017/TPI2014
Matrix -MS
LUMBER -
TOP CHORD 2x8 SP 240OF 1.8E
BOT CHORD 2x4 SP M 30 *Except*
B2: 2x4 SP 240OF 2.0E
WEBS 2x4 SP No.3 *Except*
W2: 2x4 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)
15 = 2799/0-4-0 (min.0-1-10)
8 = 2799/0-3-8 (min. 0-1-8)
Max Grav
15 = 2799(LC 1)
8 = 2799(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-15=-2696/0, 1-2=-4067/0, 2-3=-8085/0,
34=-10660/0, 4-5=-8109/0, 5-6=-8109/0,
6-7=4110/0, 7-8=-2689/0
BOT CHORD
14-15=0/288, 13-14=0/8007,
12-13=0/10660, 11-12=0/10660,
10-11=0/10660, 9-10=0/8109, 8-9=0/295
WEBS
2-13=0/847, 6-10=0/820, 1-14=0/4293,
2-14=-4476/0, 7-9=0/4335, 6-9=-4543/0,
3-13=-2851/0, 4-10=-2829/0
NOTES-
1) 2-ply truss to be connected together with 10d
(0.131 "x3") nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-9-0 oc
, 2x8 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x4 -1 row at
0-9-0 oc.
Webs connected as follows: 2x4 -1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies,
except if noted as front (F) or back (B) face in the
LOAD CASE(S) section. Ply to ply connections have
been provided to distribute only loads noted as (F) or
(B), unless otherwise indicated.
3) Unbalanced floor live loads have been considered
for this design.
4) All plates are MT20 plates unless otherwise
indicated.
5) The Fabrication Tolerance at joint 5 = 10%
6) Required 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d
(0.131" X 3") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
LOAD CASE(S)
Standard
1) Dead + Floor Live (balanced): Lumber
Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-7=-331(F=-231), 8-15=-10
PLATES GRIP
MT20 2441190
MT20HS 187/143
Weight: 197 Ib FT = 10%
Please fh—gh,y revive the -A-1 ROOF TRUSSES CSELLER), GENERAL TERMS end CONDTIONS CUSTOMER r'BUYER-y ACKNOWLEDGMENT- torn Verity desgn peremeters end read Woks on then T— D-1gn Drewing (TOD) and Me
Specialty Engineer reference eheel before use. Unless olhorrisa elated on Bie TOD. ony Alpno ppnnaeldr ptetoe abet, be creed far the TOD to be valid. Ae a Te— Design EngL ..mg (i.e. Specialty EngL.—), the sae! - any TOD lap e-Me en
erwpt .mofthaprofessionel angi—mg rasp— Wfityforfhe design d 0ia singta Trace depklad"nthe TDO ory. ender TPl-1. Th. design ,loedingcondii—,-ibbTAy and bse M firs Truss far any Beildng is the "rsponsiliEilyof the
0- 'the O—e...ft-ed event e, the BM,Desgerer, in Me ofNeIRC, gie ISC, brat builddrg:ede end TPI-f. The approval ef the TOD end any field wealthe Truss, inded gh do g,storage, imUda- end brecng ebeg be lbe reap .Is y
eftM&n 0*DWG—end CoNredor. Ag We,-,M out m" TDD end the practices a guidefirws of the B,M g Component safety falo¢n6(BSCD published by TPl and SSCAere referenced to, genera[guid— TPNdefinest enpe—tbA.ti and
dvti- of the Truce Designer, Speaagy Engineer a Truce Narwfaclurer, .Nee. edrerwiss defined by a C-freol agreed open m uniting by ag parba 1-0.d. The Sp-Wa y Engineer a NOT Ne 3u3dog Designer arT— System Engineer of arty buadieg. All
capMaed arms are as defined in TPP 1. Copyightm 2016 A-1 Reel Trusses- Repredod—of thm doom Lin any fmm, is prahibltad without the written permission of A-1R-fTras-
Job
Truss
Truss Type
Qty
Ply
A0295907
WRMSSMB1L
FL02GE
GABLE
2
1
-
Job Reference (optional)
A-1 KooT i russes, r'On coerce, t-L s4a4d, aesign(Qgjaltruss.com
3x3 11 3x3 = 3x6 FP:
1 2 3 rI 4 5 6 7
Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:13 2019 Page 1
I D:hYCoaQEtYhBIvUGjnCGo4hzcczg-BWOhACLY85RvcEAHcseNzZ3FS7MERIxGPRrawGyS94u
i
3x3 = 3x3 11
8 9 10 11 TZ 12 13 14 15 16
■■
■ Pjan
■MO.
■
■
■
■
■
■j■■
■
N A
31 30 29 28 27 26 25 24 23 22 21 20
30 11 3x3 = 34 =
3x6 FP=
LOADING (psf)
SPACING-
2-0-0
TCLL
40.0
Plate Grip DOL
1.00
TCDL
10.0
Lumber DOL
1.00
BCLL
0.0
Rep Stress Incr
NO
BCDL
5.0
Code FBC20171TP12014
LUMBER -
TOP CHORD 2x4 SP N0.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
OTHERS 2x4 SP No.3(flat)
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. All bearings 18-3-8.
(lb) - Max Grav
All reactions 250 lb or less at joint(s)
17, 31, 30, 29, 28, 27, 26, 25, 24, 23,
22, 21, 20, 19, 18
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) All plates are 1.5x3 MT20 unless otherwise indicated.
2) Gable requires continuous bottom chord bearing.
3) Truss to be fully sheathed from one face or securely
braced against lateral movement (i.e. diagonal web).
4) Gable studs spaced at 1-4-0 oc.
5) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
LOAD CASE(S)
Standard
8-0-0
9-4-0 10-8-0
, 12-0-0 ,
13-4-0
,
1 4-0
1-4-0 1-4-0
1-4-0
CSI.
DEFL.
in (loc)
I/deft
Ud
TC 0.09
Vert(LL)
n/a -
n/a
999
BC 0.01
Vert(CT)
n/a -
n/a
999
WB 0.03
Horz(CT)
0.00 17
n/a
n/a
Matrix-S
19 18 17
3x3 = 30 11
PLATES GRIP
MT20 244/190
Weight: 87 lb FT = I O%F, 10%E
Mease.—.andf re>Wa9.!` IROOr TRUSSES: CEELLE.'R•T, CXISTOMER('BUYE.i.7:.GfP�6iNLE6�AtEfiT`fmm: L'rmfP d¢sg7n r—t— d—dn -Coo T— Deagn i/ravimS(TOM WNa
Sp -Wy Engineer,ehrance shed bef s asa. Unless 3:eexn5e silted tM1e TDD, vr4 A$tine er—egm pla!e Owl tm used fe the TOO to be va'A.: Asa by s DesiSn Engeaermg fie. Sp a lly Engineer}, the wal an a ry TOD-;eesenta en
aeeaNanwatfha praP.aselanat-q rg wsao-bh1ftartha dae+g Tma 1amgle Truaad pmetedb ttm TDD on;P;wn orTPW. The desgn nevmpeoee, toWmg —6ti— 0 SUly' andvse al(hm Tress for myS ildreg is Me mspwf". of Pte
n
Oseyar; the OvmNe auftrvdzad ag M tt, BuikE gOasgrmq mlMr su,dert e:I i!ie 1RC ihal6C, brat MARting code wW 7r+FY;TAn apFva !v11ha TDD end enpfivtdv rtha Tr—,in':tad gbandlrc,g, rdw�o, dnetw%ahon ambtnacur,T aRag fw ttre rerepm:s?xldy
at tie fiai'girq OasipnaranA Conleaet PU ruin ttlat-t?te TDO arMM ,{ttaE nd gtiUebxn WtM Uumm�gC po:rex:t,Satety, fonratlix@5Ci)PubkslitW try TPi snit 59GA era reiemnosd Wgaaer�ga(dartoe. TP4l dafinea lM easpansi!diomn and
duGaanitha Tease Dav+gnar�SyeaallyEeigindei andj RtenvfacGrar, wdan cNre+r+sa dets+eCtry'a Lon!eval egme�vpmtirl to?img Ey a'I padiee-7 'ad.7ha SPxw`fYEngseey:ia yOT Ere&akti.g OeeignermTwaSyerom Eepirtear etenf 6v:lirtg. AD
eaPPar'zad farm rem¢edrit4'enTP19. CepPit3n10?ATfi A-7.Rool7;ussn�RCY:nMaelbn GIhiadoaanerzl4 anP foen4,MpaaIDftad a+iB,oidtM,x:iaonyetr?isamn alrtRxl7ru.sas..
Job
Truss
Truss Type
Qty
Ply
WRMSSM$1 L
FL03GE
Floor Supported Gable
1
1
A0295908
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design(ayaltruss.cwm Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:14 2019 Page 1
ID:In1 E14n4krFMR5vCX81 ws4z20vo-fly4OYLAvPZmEOITAa9cVncQCPiRABBPd5a7SiyS94t
0148
3x3 11 3x3 = 3x3 11
1 2 3 4 5 6 7 83x3 = 9 10 11
.:::::•::•.a::•::;,,•:::::..•::::::•.t•:::;:.::::.:.::::•::•::•::•::•::•::•::o:•::�::�::�::�:''t:r5:>;.'t:.r`.'t?2L::::::::•::•:::::::::�::�:::::::::::::::::;::::�::�5:�::'t::�F::�5::2�::�::�i:�::�::�::o:•;:•i:•::::•>::::;::::::::,;�:;:;::cr.:::•::•::•:::•r
'rf+,
::::::.::::::::::::•::>;:::::::::::::•:x:;:.=..::::::
•.;;•... ;.;
18 17 16 15 14 13 12
3x3 = 3x3 =
12-7-8
12-7-8
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Ud
TCLL 40.0
Plate Grip DOL 1.00
TC 0.09
Vert(LL) n/a - n/a 999
TCDL 10.0
Lumber DOL 1.00
BC 0.01
Vert(CT) n/a - n/a 999
BCLL 0.0
Rep Stress Incr NO
WB 0.03
Horz(CT) 0.00 12 n/a n/a
BCDL 5.0
Code FBC2017/TP12014
Matrix-S
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
OTHERS 2x4 SP No.3(flat)
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. All bearings 12-7-8.
(lb) - Max Grav
All reactions 250 lb or less at joint(s)
22, 12, 21, 20, 19, 18, 17, 16, 15, 14,
13
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) All plates are 1.5x3 MT20 unless otherwise indicated.
2) Gable requires continuous bottom chord bearing.
3) Truss to be fully sheathed from one face or securely
braced against lateral movement (i.e. diagonal web).
4) Gable studs spaced at 1-4-0 oc.
5) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
6) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 63 lb FT = I O%F, 1 O%E
QReasa fiDrpUSh3y �aeieK Hre •A-1.RC/OF TRUSSES rS£CLER-,, GENERA TER4:6 aW MtDRI^„ NS DUSTOMER:('8'fYER7. CiOJDNLE6 ,fAENT` fama. Varify P . 'pn pareamtaza mid rand nphea Cn 4u. Tr:rs» D-r p Dratimp (TDD} and thx
Bpp;.ia:ly:En9lrlear.aferonce aheei tcefarp ..Unl'-' elnanNsesrated Me TDD, cMtrt6piere ecnneetpr plates sF fi Y usa3hrfho TDD I tie ee,: na a?riras Des'ry En97rpamg fl e Bpada3ly EngUaed; Ua teal en any TDD ram esena en
accaC'anae of tha tna dad3n or mn sii+yb Russ dapic4dan Lha TDD any; undm TPl-T. Tka dea:pn eawmplwna,i i'mg rgndfians,aWlohifly oml"se eF lh»TrCnS br any ButWmp 4s ma rcnpnnsaF:ty Wiha
Ox:tm; 11•t•Oumat>audsnipda Wrd fhs B:rik ODns� .'u: tha tvnktlrtlhx U7C:ihn lBG. kcal fadi3�ng udetnd T7'41-The appmv»'.oittie Ts;D aM anyfiedd ose ul My Tnrss.in:fudmghandfny, elwa.�e. heta'.taRon ardlnecoq ahatE 6e Cte [vapor-t,'.xiitg
a4Cre Buud+oa Desigw_r.end Confracl '.AH nptea setaNm1lw TDo andcne arIIslcea avu)SuLbGroaalnw£Uitarg Cpmynnenl5alefy lidmrnefian i8SC1)putdatiad ttylpl EQg—rmarnier S.Imltaneret ryMarrov. Sy4 dafi�sSm eeapertsitiN.eas and
dar dtheTrusa oa.�r, sa««:,athe�a�=rand T.nss ra.mnac c,+�ia.aw,e<•.;aad=r_,ea �yaco�>�raa�nd wmtsn,�gMaa p..tsa tn�ce+••ea mesre=�`Ir-^a•�:mwoT e,a B,aidin9 De,.ynermTraaa sv+aroE m huid; rn
aD;r�aar amr na•
eapdaYrodtprtnz anxpadpfineC ulTRt�l,Ctprro7M 42G167 i.ROMTrussas-ReprpduIXipn et ui�sdpcumeni,a-anp(tKp4 ispr�t+E9dksd uti@i4ul.tt,a vazNart permiaaon 6i./+-7'RW Trusses..
Job
Truss
Truss Type
city
Ply
A0295909
WRMSSM131L
FL04
Floor
2
1
Job Reference (optional)
A-T KooT I russes, t-on: coerce, M .54`J40, oeslgn(OJa-n uss.com
0-1-8
HI
3x4 =
Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:15 2019 Page 1
ID:hYCoaQEtYhBIvUGjnCGo4hzcczg-7u WSbuMogjhdrXKgjHg2_9T6puRvZMYslKg79yS94s
3x6 = 3x6 =
2 3 4 5 6
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC 0.53
Vert(LL)
-0.16
9-10
>940
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.00
BC 0.67
Vert(CT)
-0.23
9-10
>638
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.36
Horz(CT)
0.03
7
n/a
n/a
BCDL 5.0
Code FBC2017ITP12014
Matrix-S
Weight: 62 lb FT = 1O%F, 1 O%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
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)
7 674/0-6-14 (min.0-1-8)
10 674/0-6-14 (min.0-1-8)
Max Grav
7 674(LC 1)
10 674(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1704/0, 3-4=-1704/0, 4-5=-1704/0
BOT CHORD
9-10=0/1166, 8-9=0/1704, 7-8=0/1166
WEBS
5-7=-1289/0, 2-10=-1289/0, 5-8=0/680,
2-9=0/680
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) All plates are 1.5x3 MT20 unless otherwise indicated.
3) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
LOAD CASE(S)
Standard
Please Bromughly reviev tTe'F-1 RODP TRU66ES (BELLE"). , GENERAL TERMS and GONOMONS CUSTOMER (BUYER') ACKNOW:EOGMENr form V.rdy smagn parameters and read Woks an Bus Tress D-W. D—ving (MD) and the
/l\ Sp-imy Engineer reference sheet bef— esa. We- PW mi- stated on Use MD. aril/ Alpine connector plates shag be acted hn the TOD b be valid. As a Tnrm Design Englnaering (i.e. bpedany Engnea ), the seat m any TOD rep. arts an
a a.-phnra M. prafessimW enei—iig—peal iNfortl:e design a R,esmgla To,,-dapskd o"Ue MD ONy,underTPl-7. The daet,, assvmpti—, Mading e-dib-e,-AbMp and aw of om Tress foray Bv6rling is Ue rtrspowi6iFAyolBw
Ovmer, lha 0..es, eulbor¢ed sgml ar Me B,M gDesg"er,G, the confect M the IRG, the MO, lwaibwldirg sects-d TPI-t. The approval M the TOD aM any frcld esa ofthis he»,'urckdhg hanSmg, sforege, imu4ah- and braong shell be U. reap —Wily
of i Bf V,a TD- D-i and Con eiadly . n g notes set rut a M TDD a ur practicesand g efi-,es . C ftd ag Component Safety par
e I—
ed Th.
by TPf end gi— ere referenced for gaDmig guidance. TPf-s , Ens fha st—y beildi s eAH
defiesuad t Truss Designer, d i, TPI- Enginaeread Truss N.enefal T— unless ofhervrisa defined de i Conbaci agreed upon o lbited by atl parEaa I Ned Then cf A-1 y oofT ese NOT the BWdmg Dssgrrer w Tess 6yslem Eegaaer o)arry building. All
caPilalize0 farms ere as defined in TP47. Copyrigh! 02076 A-7 Real 7rvsses -Reproduction of this document, k arty form, is prahibiktl wilMul tl,e variken penniseian of A-7RootTmsas.
Job
Truss
Truss Type
Qty,
Ply
WRMSSME81 L
FL05
Floor
10
1
A0295910
Job Reference (optional)
tA- f muuf I russes, rurt rterce, rL 34a40, aesign%tua-Iiruss.com
0-1-8
H 2-6-0
4x10 = 3x6 FP=
Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:16 2019 Page 1
ID:hYCoaQEtYhBIvUGjnCGo4hzcczg-b44gpENQROpUThvsH?B4bChcFCBlevhi5P3EXbyS94r
i 1-3-0 11 2-5-0 i 1-3-0�
4x4 =
4x4 =
4x10 =
O�-8
Dead Load Dell. = 1/8 in
3x6 = 3x12 = 3x4 = 3x4 = 302 MT20HS FP-- 3x6 =
3x12 =
20-11-0
Plate Offsets (X,Y)—
[15:0-1-8,Edgel, [16:0-1-8,Edgel
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.70
Vert(LL)
-0.40 16-17
>623
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.86
"Vert(CT)
-0.54 15-16
>453
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.80
Horz(CT)
0.09 12
n/a
n/a
BCDL 5.0
Code FBC20171TP12014
Matrix-S
Weight: 103 Ib
FT = 10%F, 10%E
LUMBER -
TOP CHORD 2x4 SP M 30(flat) *Except*
T1: 2x4 SP No.2(flat)
BOT CHORD 2x4 SP M 30(flat) LOAD CASE(S)
WEBS 2x4 SP No.3(flat) Standard
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)
12 = 1130/0-6-14 (min.0-1-8)
18 = 1130/0-6-14 (min.0-1-8)
Max Grav
12 = 1130(LC 1)
18 = 1130(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-3647/0, 3-4=-3647/0, 4-5=-3647/0,
5-6=-4748/0, 6-7=-4748/0, 7-8=-4748/0,
8-9=-3647/0, 9-10=-3647/0
BOT CHORD
17-18=0/2128, 16-17=0/4505,
15-16=0/4748, 14-15=0/4506,
13-14=0/4506, 12-13=0/2127
WEBS
10-12=-2352/0, 2-18=-2353/0,
10-1 3=0/1 680, 2-17=0/1679, 9-13=-259/0,
4-17=-258/0, 8-13=-949/0, 5-17=-949/0,
8-15=-109/729, 5-16=-108/729,
6-16=-391/25, 7-15=-392/25
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) All plates are MT20 plates unless otherwise indicated.
3) All plates are 1.5x3 MT20 unless otherwise indicated.
4) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
A1
Pieese thacughly muime me -A-1 ROOF TRUSSES rSELLER`), GENERAL TERMS a CONDITIONS CUSTOMER (BUYER") ACKNOWLEDGMENT tams Verity deign paremetem and mad notes on the buss Design Drawing (iDD) antl Ne
Spec:aiy Engineer tat—noe sheet before use. Unless otherwise slated - Me TDD. entry Alpim conrlecfnf plates shag be used for me TOD to be valid. 0. a Truss Design E"gL awing r.e. Specie!. Engineer), :tie creel on arty TOD (presents on
e-opt-ce of fie pmfaasio-1 engmesrbig resporrNlAy for Ma design of tm single Truss depicted on the TOD o y-under TPI-1. The design assum;,r—. loafing eondibe-, suilabAdy —d use of N Tmss fm m, Building is the mcpo.d ia, of th.
gwner, th�0anetaeutt-1eVmlor Me BYAding Designer, (the context of the IRC, fhe IBC,to-1 dnldrg; ode end TPl-1. The spprove3 of the TDO a any fiaM use of the Truss, ind dng handling,storage, inablla5nn antl bang shed be the rasp .Wfiy
d Ne B mmp Desggew andCont— fA rlWes set out inthe TOD eM Me p(c[ices aM guitlelmss of Ne Buddng Component Safety intor:nimon (BSC>) published by TPI antl SBCA era reterenaed fargena(I guitlanm. TPN defines the rawponsibA�es wid
loges of the Truss Designer, Specially Engineer aM T(as Msnufacturen unless ememse def—d by a Co i—I eg(ed upon m wfimg by of psree, imcf-d, The Specialty Engines, is NOT f m Budding D-t;-, ar Trues System Engslsse of any bsi d g. AU
:apiW ¢ed Wrms ere as de(mad in TP41. Copyright OYBt6 A-t Aoaf Trusses - Reproduction of Mis document, in any term, ie prchibiled wigwut the writlsn petmicaion of A-1 RoofTmsses.
Job
Truss
Truss Type
Qty
Ply
A0295911
WRMSSM131L
FL05A
Floor
3
1
Job Reference (optional)
A-1 moor 1 russes, ron coerce, rL 34U40, aeslgn(ga i truss.wm
0-1-8
H 2-6-0
1.5x3 II
1.5x3 =
1.5x3 = 4x10 = 1.5x3 II
0 1 2 3
�19
^�aN2
18
0 6'
e a 16
3x6 = 3x10 =
3x12 MT20HS FP=
15 14 13
3x4 = 3x4 = 3x8 =
1
20-7-8
Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:16 2019 Page 1
I D:hYCoaQEtYhBIvUGjnCGo4hzcczg-b44gpENQROpUThvsH?B4bChZGCAZevui5P3EXbyS94r
1
II 1-3-0 I I�� 01 11-61
�� Dead Load Dell. =1/8 in
•
1.5x3 II
3x4 = 1.5x3 11 1.50 11 3x4 = 3x6 FP= 4x10 = 3x3 11
4 5 6 7 8 9 10 11
12
3x8 =
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.89
Vert(LL) -0.39 15-16 >629 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.93
Vert(CT) -0.53 14-15 >460 240
MT20HS 187/143
BCLL 0.0
Rep Stress Incr NO
WB 0.79
Horz(CT) 0.09 12 n/a n/a
BCDL 5.0
Code FBC2017/TP12014
Matrix-S
Weight: 102 Ib FT = 10%F, 10%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat) *Except`
T1: 2x4 SP M 30(flat)
BOT CHORD 2x4 SP No.2(flat) *Except*
LOAD CASE(S)
B2: 2x4 SP M 30(flat)
Standard
WEBS 2x4 SP No.3(flat)
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)
17 = 1117/0-6-14 (min.0-1-8)
12 = 1117/Mechanical
Max Grav
17 = 1117(LC 1)
12 = 1117(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-3596/0, 3-4=-3596/0, 4-5=-4641/0,
5-6=-4641/0, 6-7=-4641/0, 7-8=-3621/0,
8-9=-3621/0, 9-10=-3621/0
BOT CHORD
16-17=0/2101, 15-16=0/4424,
14-15=0/4641, 13-14=0/4442,
12-13=0/2145
WEBS
5-15=-375/34, 6-14=-446/56,
2-17=-2322/0, 2-16=0/1653, 3-16=-259/0,
4-16=-916/0, 4-15=-122/694,
10-12=-2362/0, 10-13=0/1631,
8-13=-258/0, 7-13=-908/0, 7-14=-134/718
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) All plates are MT20 plates unless otherwise indicated.
3) Refer to girder(s) for truss to truss connections.
4) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
5) CAUTION, Do not erect truss backwards.
P faxnoghty MA—M9 -A-1 RGCf TRUS5EE SELLER°), GENERAL TERMS a CONDITIONS CUSTOMER ('BUYER') ACY IaWL_ WMENT-teem. Yari(y dmin rmmwt.. R W read no M loin Tess D-kp Dra m (SDD) and Ma
Q So ..P.y En9iaeer r�f-- sheet hater. use. Unkss clhannse stated m P+e TDD, only Mpine eenn Wr Pf¢ shag LW used fsrtha TDD io b. vVW. Ae a T�.. Design Engm-mg (e. Sp-da ty E gb.ar]. Me coat on ."TDD raPre t an
aeosp!ance of Gw profesaisnal anA-"taedog raapana baay Im Ra d»ian of Ma —Pl. Trm dePia!s;i cn Ma TDD orvv, undarTPl-L TF,adasgn assumptions, batlirg ewW+fitms. auiPDitity and use of Mia Trues lattmy 6utldm9 is Ma rtspOnsiDa.:y W Ma
rs^iar, Ma 0—e.-9,.n-d g� .9.a 0.ldi.ng Deng—. in M. tool.# AUwe IRC, Ma IBC. bcat 6 U g —1and TPN. Tbo appro':at 0TDD and-),fxdd—al h-dE q, aton'9e. instaBaEan-4 b—*," .h ba LYe respao hdLty
IMe eu�ng Desgnnrand ConaraGor. AN naiessal ouimllre TDDartd[MpracEaas a:d gutlelmes attM Eu95"9 ConrPa7ert SatalY infonnsfion{BBCnwCT:sMdtryTiM and SSCAmeretare�W9enerk 9P�oa. Tp4t defiers Ma reaPcrtaiWlitias ad
uG. aifha 7eaas DasignanSpadaMy Esgice«r arvJ Truss PlartutaGurer, unbss ottnrcuis.d.fned bye Cantnsi egmad upon in+sT+En9 by ail ps.gea imm4vad. The 6peclsCY Eng+�ea..s NOTtha Hmling Des'xy,erw7russ Bysfem Es9lrearMmry bviWing. A9
3pda4mdbmms&ro ea defined zt 7Pt9. Capyy 3htGffitG A-0Roof7eusscs-Repraduc/wncl Miad"cumort0. nanX fo:.m, bPmhEbiRW roflcauf tlmatitfan pern.3svon of klRealT sea.
I
Job
Truss
Truss Type
Qty
Ply
WRMSSMB1L
FL05B
Floor
1
1
A0295912
Job Reference (optional)
A-1 moot i russes, von Pierce, hL 3494(i, design(a7altruss.com Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:17 2019 Page 1
ID:hYCoaQEtYhBIvUGjnCGo4hzcczg-3HeC0aO2CKxL5rU2rijJ7PEnFcZxNRWrK3pn31 yS94q
0-1-8
H I 2-6-0 I 1 10 8 2-7-8
•
1.5x3 II
1.5x3 =
1.5x3 =
3x6 = 1.5x3 11
1
2 3
c
18
�17
� sa
d
6
15
3x4 =
3x4 =
3x6 FP=
1.5x3 II
1.5x3 11 3x6 = 3x6 = 3x6 FP= 3x4 =
4 5 6 7 8 9
Dead Load Defl. = 1116 in
3x3 II
10
q 4 4 �61q="
Ma "91
i i '11
a gr&*,
14
3x4 =
9 12
3x6 = Us =
12-5-12
0-6-4 8-1-8
Plate Offsets (X,Y)— [14:0-1-8,Edge), [15:0-1-8,Edge1
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.68
Vert(LL) -0.15 15-16 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL , 1.00
BC 0.73
Vert(CT) -0.24 15-16 >621 240
BCLL 0.0
Rep Stress Incr NO
WB 0.51
Horz(CT) 0.02 11 n/a n/a
BCDL 5.0
Code FBC2017/TP12014
Matrix-S
Weight: 103 Ib FT = 10%F, 10%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
LOAD CASE(S)
BRACING-
Standard
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.
REACTIONS. (lb/size)
13 = 1289/0-3-8 (min.0-1-8)
16 = 609/0-6-14 (min. 0-1-8)
11 = 336/Mechanical
Max Grav
13 = 1289(LC 1)
16 = 620(LC 3)
11 = 422(LC 7)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1433/0, 3-4=-1433/0, 4-5=-1433/0,
5-6=0/876, 6-7=-652/174, 7-8=-652/174,
8-9=-652/174
BOT CHORD
15-16=0/1053, 14-15=0/1433, 13-14=0/734,
12-13=-876/0, 11-12=-21/640
WEBS
4-14=-288/0, 6-13=-708/0, 2-16=-1164/0,
2-15=0/420, 5-13=-1395/0, 5-14=0/816,
9-11 =-704/23, 9-12=-290/14, 7-12=-270/0,
6-12=0/1066
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) Refer to girder(s) for truss to truss connections.
3) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
4) CAUTION, Do not erect truss backwards.
Pkwsa!nonuph3p raruw 0e `A.1 ROOF TRUSSES t'SEUER1, GENERA? TERMS and CONDITIONS CLSiOMER MUYE .1 ACY,NOWtECIATNT` [am. Verity basin paramntara aM read nahrn "a fts Try Deem Araw,ap (iOD) and iha
Q Sped t En9�aePW ..rt ,'mi helots use. UnleasY to, th se atalad m the TDD, sm Atptrre drw t,,a r D shati be used nod
TT30 afl t» veizi, Asa Truss zr.f Ea9UNUrmg d S of t"y ... #.a@. the sell an arsy TDO rot ¢s¢M3 an
¢esera.KeWfha prcdeaa'rmai srginaering reaponailfd+yfxtha deap"at Me aagbTe,as deeiC'e+l on Lhe TDDanit. un'es TPf•i.TM rbvgn asumptmla badis; tan3�1',ens. au3aftliit3 eml use ae tEa Trues tareny 6vihlbyktna rasWns�f..".y of Uw
Oa-nerB-» ' laaWsodC- lot- 8•nld+g Dead ,fn lFre cnM +4 """soo d td t:ca2 of itSmy cttfe and PFl.The rppr"ea dmn 70D a:M ercy fiWd vaeef p,e Truaa,'adu harw'1n
utaw_ P.u'�Nng Daa9aa*antl Coraada. Aa natea sataut in Sw TDD and the pmcfloes �tl pvdefinea of tYw EuAirg �npanar7 gala ' fntannaNs S � 9• nWrage, vnta.atmnaW Fnacv:g aheR be Lna reaps'-'"�Ap
dvdrea alike Truss DaaignaS Speca9y EnSiroer and Trues blsMxbner, vm4as ofhe.uiae dalvmd Fr aConlred � ,� � Cd}puC":afied try TP9 anti S3CAeie nferenmdimgerrerffi yuidanae. TPM defines Na,espcaaasiL9es end
egmed upon in Ly a pert»a inrdved. The SpaciaYy E"pTear is NOT eha E ld'...g Deagner a 7rws &ymam Eapinear al erry Wi:d'ing. FJ7
eupffilmed [elms as oa tlatineC m TPi- I.C"pphghi C 2U7G Ai Root Trusses—Rs9raducfim efdtls document, in anY lam, h pratztdifad W.tnaUi thodmlfan permission of f-7 flp>1 itusses
Job
Truss
Truss Type
Qty
Ply
A0295913
WRMSSMB1L
FL06G
Floor Girder
1
1
a
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
0-1-8
H , 2-6-0
4x10 =
8.210 s May 18 2018 MiTek Industries, Inc. Tue Oct 22 10:25:21 2019 Page 1
ID:hYCoaQEtYhBIvUGjnCGo4hzcczg-jBddyAQMfUoj4S9GiOmJYCAiTr?eFIx8m6GGt?yQvAi
L��1-2-0�
3x4 =
2 4 6
3x8 = 3x8 MT20HS FP-- 3x3 = 3x4 =
3x4 = x6 FP= 4x10 =
7 2 8 9 r 10
3x8 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
L/d
TCLL
40.0
Plate Grip DOL
1.60
TC 0.75
Vert(LL)
-0.66 13-14
>373
360
TCDL
10.0
Lumber DOL
1.00
BC 0.49
Vert(CT)
-0.43 13-14
>568
240
BCLL
0.0
Rep Stress Incr
NO
WB 0.64
Horz(CT)
0.10 12
n/a
n/a
BCDL
5.0
Code FBC2017/TPI2014
Matrix-S
LUMBER -
TOP CHORD 2x4 SP M 30(flat)
BOT CHORD 2x4 SP 240OF 2.0E(flat)
WEBS 2x4 SP No.3(flat)
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)
12 = 1195/0-6-14 (min. 0-1-8)
18 = 1196/0-6-14 (min. 0-1-8)
Max Uplift
12 =-243(LC 13)
18 =-241(LC 13)
Max Grav
12 = 1195(LC 1)
18 = 1196(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-3116/1497, 3-23=-3116/1497,
4-23=-3116/1497, 4-5=-3679/2394,
5-6=-3679/2394, 6-24=-3679/2394,
7-24=-3679/2394, 7-25=-3116/1500,
8-25=-3116/1500, 8-9=-3116/1500,
9-10=-3116/1500
BOT CHORD
17-18=-644/2089, 16-17=-2173/3587,
15-16=-2173/3587, 14-15=-2394/3679,
13-14=-2199/3573, 12-13=-651/2091
WEBS
10-12=-2312/720, 2-18=-2310/712,
10-13=-938/1133, 2-17=-944/1135,
7-13=-506/774, 4-17=-521/746,
7-14=-334/494, 4-15=-338/434
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) All plates are MT20 plates unless otherwise indicated.
3) All plates are 1.5x3 MT20 unless otherwise indicated.
Continued on page 2
4) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 243 lb uplift at
joint 12 and 241 lb uplift at joint 18.
5) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12,13
has/have been modified. Building designer must
review loads to verify that they are correct for the
intended use of this truss.
6) Recommend 2x6 strongbacks, on edge,. spaced at
10-0-0 oc and fastened to each truss with 3-10d
(0.131" X 3") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 209
lb up at 5-1-12, 209 lb up at 7-1-12, 209 lb up at
9-1-12, 209 lb up at 10-5-8, 209 lb up at 11-9-4, and
209 lb up at 13-9-4, and 209 lb up at 15-9-4 on top
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)
1) Dead + Floor Live (balanced): Lumber
Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 12-18=-18, 1-11=-170
Concentrated Loads (lb)
Vert: 9=209(B) 3=209(B) 5=209(B) 6=209(B)
23=209(B)24=209(B)25=209(B)
2) Dead: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 12-18=-18, 1-11=-170
Concentrated Loads (lb)
Vert: 9=209(B) 3=209(B) 5=209(B) 6=209(B)
23=209(B) 24=209(B) 25=209(B)
3) 1 st chase Dead + Floor Live (unbalanced): Lumber
Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 12-18=-18, 1-6=-170, 6-11=-90
Concentrated Loads (lb)
Vert: 9=209(B) 3=209(B) 5=209(B) 6=209(B)
23=209(B) 24=209(B) 25=209(B)
4) 2nd chase Dead + Floor Live (unbalanced): Lumber
Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
0A-8
LEA
3x6 =
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 104 Ib FT = 10%F, 10%E
Vert: 12-18=-18, 1-5=-90, 5-11=-170
Concentrated Loads (lb)
Vert: 9=209(B) 3=209(B) 5=209(B) 6=209(B)
23=209(B) 24=209(B) 25=209(B)
5) 3rd chase Dead: Lumber Increase=1.00, Plate
Increase=1.00
Uniform Loads (plf)
Vert: 12-18=-18, 1-6=-170, 6-11=-90
Concentrated Loads (lb)
Vert: 9=209(B) 3=209(B) 5=209(B) 6=209(B)
23=209(B) 24=209(B) 25=209(B)
6) 4th chase Dead: Lumber Increase=1.00, Plate
Increase=1.00
Uniform Loads (plf)
Vert: 12-18=-18, 1-5=-90, 5-11=-170
Concentrated Loads (lb)
Vert: 9=209(B) 3=209(B) 5=209(B) 6=209(B)
23=209(B) 24=209(B) 25=209(B)
7) Reversal: Dead + Floor Live (balanced): Lumber
Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 12-18=-18, 1-11=-170
Concentrated Loads (lb)
Vert: 9=209(B) 3=209(B) 5=209(B) 6=209(B)
23=209(B) 24=209(B) 25=209(B)
8) Reversal: Dead: Lumber Increase=1.00, Plate
Increase=1.00
Uniform Loads (plf)
Vert: 12-18=-18, 1-11=-170
Concentrated Loads (lb)
Vert: 9=209(B) 3=209(B) 5=209(B) 6=209(B)
23=209(B) 24=209(B) 25=209(B)
9) Reversal: 1 st chase Dead + Floor Live
(unbalanced): Lumber Increase=1.00, Plate
Increase=1.00
Uniform Loads (plf)
Vert: 12-18=-18, 1-6=-170, 6-11=-90
Concentrated Loads (lb)
Vert: 9=209(B) 3=209(B) 5=209(B) 6=209(B)
23=209(B) 24=209(B) 25=209(B)
10) Reversal: 2nd chase Dead + Floor Live
(unbalanced): Lumber Increase=1.00, Plate
Increase=1.00
Uniform Loads (plf)
Vert: 12-18=-18, 1-5=-90, 5-11=-170
QPoeaae Monsughly ravieu B,e'A-1 ROOF TRUSSES (SELLETn, GENERAL TERMS a CONDITIONS CUSTOMER (B fn ACIDPOW GMEN form. Verity 'gn parameters e!M read roles an H,is Truss Oetign Dravring (iDD) aeW U,e
A bpac`aR!' Er,gneer Tale- sheet before use. Unless cIt-fte staled on the TOD. on4y Alpine wnr for plates ffiiatl be used for a,a TOD b be vafid. Aa a Truss Design E"gNaedng f-. Spacia^_y Engi-), t met m arty TOD represents m
-pta-a at Me prolessi-al angina Mg-parr.Mity fwthe design ofthe smgle Truss depsted on the TOD eNy, unde, TPI-1. The design aaa m f eav loading omdtti a,-AbAly and use of this Trussfor any Buddi„g is the rusppmYa!Ry ofgre
0-, the O-e...ffi ed.9-1 Me Budding Dealgner, in the corta,d %the IRC, lha LBO, laws building cads end.TPI-f. The approval of the MD and any Twld use d Me T-, indudng hm ffiing, ebrage, imtalletion end bm=g M1 ba the rasp-bftj t
of the Building Designer aM Contraaw. Ag cores set out in Me TDD erld the pradioas aM guidelines of Ne Budding Component Safety information (Bbb SCI) punhed by TPI and SBCA are rence refed for gmarsi gu,danm. TPM dafims the nrsponu4ities entl
duties of the Truss Deaig-. Spaoa4y Engineer ead T- Manufacturer. amass otherwise defined by, Contrast agreed uprm in wdLrg by an perbas Imr W d. The Specially Egimw is NOT O,a SLAdo,g Desgner .,T- Syel- Eng"m- of any building. AB
oapilar¢ad te-a ere m defined in TPf-1. Copynght02016 A-1 R-f busses -Repre -hon of O,edoc>rmant, in eay form, is preI W" wtao t the mitten p-mim of A-1 RmfTrusaes.
Job
Truss
Truss Type
Qty
Ply
WRMSSMBIL
FL07GE
GABLE
2
1
A0295914
Job Reference (optional)
H'1 RUUI 11 UbbUb, FUII I-MIUU, 1'L OHV9V, UUb1YIILWC IU Ubb.UUIII
1 2
Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:19 2019 Page 1
I D: hYCoaQEtYhBIvUGjnCGo4hzcczg-OflzRFPJkxB3K�9eeRy7lnCgJGzQPerSRBnNIu8wyS94o
p
:1-
3 4 5
to
0
12
14
a
317—
T
T
T
c
Y
13
io
a
d
10
9
8
7
6
1 4-0 2-8-0 4-0-0 5-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/defl
L/d
TCLL 40.0
Plate Grip DOL
1.00
TC 0.09
Vert(LL)
n/a -
n/a
999
TCDL 10.0
Lumber DOL
1.00
BC 0.01
Vert(CT)
n/a -
n/a
999
BCLL 0.0
Rep Stress Incr
NO
WB 0.03
Horz(CT)
0.00 6
n/a
n/a
BCDL 5.0
Code FBC2017/TP12014
Matrix-R
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
OTHERS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-0-0 oc
puriins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 5-0-0.
(lb) - Max Grav
All reactions 250 lb or less at joint(s)
10, 6, 9, 8, 7
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) All plates are 1.5x3 MT20 unless otherwise indicated.
2) Gable requires continuous bottom chord bearing.
3) Truss to be fully sheathed from one face or securely
braced against lateral movement (i.e. diagonal web).
4) Gable studs spaced at 1-4-0 oc.
5) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
LOAD CASE(S)
Standard
r
PLATES GRIP
MT20 244/190
Weight: 24 lb FT = 10%F, 10%GE
QPP'—'e1—Enia-ly rnf ttta:F.-1.RDDF 7RUSSE6.CEEELH{'j; GE7JE-I TEAMS aMAtp:D471 SIXiSTCMER1t U—d fl.th.00t6QC>MEM,,f 1.ilydasgnp9m*—Ira and raadnMa>aiee TY�v>D..I- LitaviO C7DOj and the
I S�ed"HyEng'asar rettt 1.co aheel bebm usa_ Un7ts ateee.Km stelad tha TDD, ad"IA'N a cm'necbr plates ahaa to deed fidte TDD la tiavakd.� fu buss DesiSq En9isaeleg (e. Syerio'fy Ertgiaaerf, tee neat as am/ TO refinesn�h ary
aceea^.>mtw sf lha pra{ s>Yme Mng aAnptp3tgrt,iWldy for lne da— ofV,esv,Bla Tr�szbuW.td anthe.TDDar y,. app—W.cSta desop mptio"a;b img eo"3tlwag,>uBabWy e:,d vxe bi tty TtuaS forany BV.*19e hlh rmpw>.DtCy ofBre
Oaoe; Nx Rxne('> av'Jx:riYad a9v^t ar t'�t B:nk� B Das.Bnar. k: t/w manrJ rd Nre 43G: Pw 7BG. brat hvl3mB co8e and T741: Ttw e7Ara_va! cS1M+TDD red enY fiutd use JtM+Truas. :?vJrvp ha^+13dr9, afmaYa. matWatan mi braanB ahWt be fhe ru>pontdu"Irty
eXi'rv9v2d%nG DesiB^arimC Ca.iragoi. Mrv�.tae:5elaut aiEre T[?D aM Me peerEce>mtl9-3 ulc d-"-j CcniDa�t. mlmg by A;,i:#,4H*—V, Thedpeie%y ".BCA a+"retetesced br9iDeia SYitlaT Sr-,
Cre rmsWrtu.&gi and
dulesnl L`re 7rusa Dees ^F> �'I.C..In_rand Twm RlaiextacT ssib>salie.^,medelneOhP®Gordi E, "ard^.'ad Wm' ",'t:n9 tP a7 t�s.ties urrvaYeQ Tha'SPearaRY En3aae%is NOT maE izfrng Deigner a -Truss &Yxbm E>BmearMam'Mm:dl^& tJl
dap3a#iaid tafms ata aaddfitied TP1�1. GagmahtC2B78 f4:1.Rool Tras��Raaroductian d(thlsdawmon0. bt. ita'rn.l%f%reeilltc4 dLnpvttM wtHtn yerm�sidn rt.A-t Aoaf Tn+-see
Job
Truss
Truss Type
Qty
Ply
A0295915
WRMSSMB1 L
FL08
ROOF TRUSS
7
1
Job Reference o tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2016 MiTek Industries, Inc. Fri Oct 18 15:30:20 2019 Page 1
ID:hYCoaQEtYhBIvUGjnCGo4hzcczg-UsJLebQxVFJwyJDdWrGO12sRrqlFatW1011 RgMyS94n
0-1-8
13 1
0--7-0� , 0-8-8
3x6 3 11
11
2
3x3
8
Ni
1.5x3 =
Ni
1
1
G
i
1.5x3 =
w 1 3
�
7
3x3 =
±
9 It
3x3 11 5 3x6 =
0-11-8
1
0-7-8
-9-
0-7_g
_1_ 1.1.0
0-2-8
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
I/defl
Ud
PLATES GRIP
TCLL
40.0
Plate Grip DOL
1.00
TC
0.08
Vert(LL) -0.00
5
>999
360
MT20 244/190
TCDL
10.0
Lumber DOL
1.00
BC
0.05
Vert(CT) 0.00
5
>999
240
BCLL
0.0 '
Rep Stress Incr
NO
WB
0.17
Horz(CT) -0.00
4
n/a
n/a
BCDL
10.0
Code FBC2017ITP12014
Matrix-P
Weight: 19 lb FT = 10%F, 10%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-0-8 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (lb/size)
4 = -209/Mechanical
5 = 701/0-8-0 (min. 0-1-8)
Max Horz
5 = -42(LC 10)
Max Uplift
4 =-209(LC 1)
Max Grav
5 = 701(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
6-7=-305/0, 7-8=-305/0, 1-8=-305/0
WEBS
2-6=0/358, 2-4=0/309, 2-5=-665/0
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left 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) Provide adequate drainage to prevent water ponding.
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 209 Ib uplift at
joint 4.
7) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00
, Plate Increase=1.00
Uniform Loads (plf)
Vert: 4-6=-20, 1-3=-100
Concentrated Loads (lb)
Vert: 1=-285
QPiaase m Jh'y revises B.s -A-1 ROOF rH SSES t-SELEM-t, W&RAL TERMS and CONDITIONS CUSTOMER (' WEi.: f ..EKt16iNLEDGMENT' fmm. L'tnety &^.olio farsn,ota*s cent ra.M mArs en mfs Truss Oe cy D—g a00) anC me
Speaa'!y Er�inaer rehre:rca eheei hefwa use. Unless cJarwise vt9fzC an me TOD, GfAy Alpine Wnneefm PIe1es ehaH 4a sssetl farthe 7DD W f» vaktl. As a Truss Design Engiaseri>g {.e, SpeeieY.y ErzS#ae+3. me. Beal on arty TDD reyresenb an
eecapanesCma PnSt¢seipnaip.pinmg Devsao,uhlrN brthatlae"v;notmemob Truce tleainIg 1n -4 TPs1. T mu'er-1.1t dasgn ae'AanQiiane,bad''�aadinone,ew'.E�rli(ya. loos sf tA9 True far arty fWtldmp#Ne rcapons�T.tly of ma
Dovne; Iles OaviMa au'Jcvizsd agent urfhe EuiMing Dtmgi^er,b Fro cant aWLie1RO.ttw laid.bud G+utdinpuse C TPN.Thoa.�rtyW Wffm TIIDantlarry uesu7ma Trves,'uv�'udiryhsndfin9,staraye.inst Ratwrr and Wacnvg elue[t ba me mspunr�'IRy
at Nta rWMYnS Das+pmerand Conleagw.A➢rmtas aet outin 9e TOO e..dme. prae4weantl 9uiyelinee alma 9uyQin9 Cmnpa�I6Wefy lxJnrmstim{BSCt)puNl �atl try TpgeM S3CAmeretceencealmgerwWy 'aartoe. TP4t 6oliaeS Lice eaeponsiWb'tlas end
=pt s t Truss Designer. dp n T . EiCopytWd Tars$ Manufaa!urar, u*bss c,hrwisa rl ±sled 6ya Gonle i eSreed upon in vilbg ty cell pu!iss Mrdved. the Specie@Y En2;^ee'r is NOT Cre Bu7S'ng Desynarw Lune 6ystom Eepmenraf wry 6�'dug. A9
uvp:Sal S;d terms ors ae def etlm TPt�t, CagT�hIC21i6 A-1 RoofTrussas-Rep:atlucAbnot ads documeal, In arty fair:#ptahL'dsCueimaa}t8a m2rtfon pemiaslon of A-t Roof Ttuzss..
Job
Truss
Truss Type
Qty
Ply
WRMSSM$1L
HR
Diagonal Hip Girder
2
1
A0295916
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:22 2019 Page 1
ID:hYCoaQEtYhBIvUGjnCGo4hzcczg-QER53HSB1 sZeBcMOeFI UgTxhUdJx2kJaTLWYkFyS941
1-10-10 5-1-14 9-10-1
1-10-10 5-1-14 4-8-2
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.46
Vert(LL)
-0.23
6-9
>512
360
TCDL 10.0
Lumber DOL
1.25
BC 0.55
Vert(CT)
-0.45
6-9
>258
240
BCLL 0.0 *
Rep Stress Incr
NO
WB 0.34
Horz(CT)
0.01
6
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP 240OF 2.0E
WEBS 2x4 SP No.3
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)
4 =
135/Mechanical
2 =
514/0-4-9 (min. 0-1-8)
6 =
355/Mechanical
Max Horz
2 =
182(LC 22)
Max Uplift
4 =
-104(LC 4)
2 =
-136(LC 4)
6 =
-45(LC 8)
Max Grav
4 =
135(LC 1)
2 =
514(LC 1)
6 =
355(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-10=-663/176, 10-11=-658/193,
3-11=-595/194
BOT CHORD
2-13=-264/620, 13-14=-264/620,
14-15=-264/620, 6-15=-264/620
WEBS
3-6=-662/282
NOTES-
1) Wind: ASCE 7-10; VuIt=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp B; 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) This truss is not designed to support a ceiling and is
not intended for use where aesthetics are a
consideration.
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 104 lb uplift at
joint 4, 136 lb uplift at joint 2 and 45 lb uplift at joint 6.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 77
lb down and 61 lb up at 14-9, 77 lb down and 61 lb
up at 1-4-9, 36 lb down and 41 lb up at 4-2-8, 36 lb
down and 41 lb up at 4-2-8, and 68 lb down and 91 lb
up at 7-0-7, and 66 lb down and 88 lb up at 7-0-7 on
top chord, and 9 lb -down and 46 lb up at 1-4-9, 9 lb
down and 46 lb up at 1-4-9, 21 lb down at 4-2-8, 21 It
down at 4-2-8, and 39 lb down at 7-0-7, and 40 lb
down at 7-0-7 on bottom chord. The design/selection
of such connection device(s) is the responsibility of
others.
8) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert:1-4=-60, 5-7=-20
Concentrated Loads (lb)
Vert: 12=-84(F=-39, B=-45) 13=59(F=30, B=30)
14=-9(F=-4, B=-4) 15=-71(F=-32, B=-39)
Dead Load Defl. = 114 in
PLATES GRIP
MT20 244/190
Weight: 41 lb FT = 10%D
Pbme Marcughly review IA, -A-1 ROOF TRUSSES (-SELLER'S, GENERAL TERLIS and CONDITIONS CUSTOMrm ER CIBUYER-j ACKNOWLEDGMENT' foWnV desgn parameters and read notes on lee Truss Deygn Drevring (MD) —d Ne
Q Sp'Calty Engineer mlerense'heel before use. Unless otherwise'W.." on 13ie MD. sly Alpine wnnector plates ebag be used f fie TOD to be Nid' Ae a Truss Dasgn EngLneamg (i.e. sp-u . Engkeer), fhe seal on any TOD represent' an
'c I-mofthepmfesaional erymaerTg respvnsiLigiy fortF.e design of the single Truss depwied rn+Ihe TDD eNy, under TPI-t. The desgoassvmptions, badvg condUinns, wilabgly aE use Mtivs Truss forerry BuUding is ae nrspamibilify Dube
Owner, gw Owner's auUtorrzed egenl or the BWS q, Designer, m the wnlezl d the 1RC. Dw ISO, bast building eode eE TPI-f: The epprovl o1 die TOO aE any field —of the Truss, intludug hend6r'g, aforagS iretedetion and bre 'hell be the respon tgity
of Ure BuiEtla�p Deagcerend Canfredor. A9 nMea seloutwLRe TDDa Elbe preclixa mNguitlelh�v of the Budtlmg CompeneM Safety lnfonnation(BSCU WNished by TPt end 6DCf. sre reterenceCbrger'erel guidance. TP�there'ponsiGl—e
du6ea of the Truss Designor, Speciehy Engineer aE Truss Manufacturer, vde'a otherwise defined by a Conbac, agreed open in u'dmg by eg poraoa I-vo .The Speuelfy Engineer's NOT Me BW1Sm9 Desgner or Trues System Engager of any Wdg g. AU
—Maed farms are as defned in TPI-I. Copydgbl 02016 A-1 Roof T,ussea-Ropmd-hon M this dowme L vm any form, is preMbibd wittw t Me written parmiesioo of A-1 Roof Tmsses.
Job
Truss
Truss Type
Qty
Ply
A0295917
WRMSSMB1L
J7
Jack -Open
5
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:23 2019 Page 1
ID:hYCoaQEtYhBIvUGjnCGo4hzcczg-uR?THdSpoAhVpmxCBzpjNgUmj l cbnGwki?G6HhyS94k
7-0-0
7-0-0
3x4 =
7-0-0
7-0-0
3
Dead Load Defl. =1/8 in
Plate Offsets (X Y)—
f 1:0-2-0 Edoel
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 0.88
Vert(LL) 0.20
3-6
>422
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.71
Vert(CT) -0.25
3-6
>333
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.01
2
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MP
Weight: 22 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 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 Quide.
REACTIONS. (lb/size)
1 =
278/Mechanical
2 =
185/Mechanical
3 =
93/Mechanical
Max Horz
1 =
141(LC 12)
Max Uplift
1 =
-36(LC 12)
2 =
-115(LC 12)
Max Grav
1 =
278(LC 1)
2 =
185(LC 1)
3 =
130(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opsf, h=25ft;
Cat. II; Exp B; 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) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 36 lb uplift at
joint 1 and 115 lb uplift at joint 2.
LOAD CASE(S)
Standard
Pfease fD,onzughty review the •A-1 ROOF TRUSSES (-SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('HUYER-J ACIUMWLEDGMENT- foam Verify deign parameter and read nuts on Sus Tnes Deatgn Drvring (TDD) and the
Specatty Engineer rteranw shoal before am, Unless olharwae stemal on the TOD. only Alpine -a— plates shad be and fe the TOD to be valid. Ae a Tress Design Engineenng (i.e. Specialty Enghea ), the seal on any TOD rp.-,da an
arraplanmoftheprofesafonel enginnerb,g—paaibilityfor the deign of the stole Tvan delisted an the TOD only. under TPt-1. The design aawnnpl'mre, loading sondiliona,w,1,lAAy and uw of this Truce fm any B,khng is Re am—ibilityoflha
Owner, the Owner's auMortzed agent nr MeB ]ding Designer, in die—.d of the IRO, Bra IBC, t h lding oode and TPl-1. The approval of the TOD aM any MM use of bm Tress, intludM heading,-A—lia, hulegstioo and Waning a1.0 be the w pavnabMy
of she Buiidhg Deagx+and Corrtraae. Atlrates set out in the TOD andbe ins i era guidelines of lee B,M ng Component Tielety tnfonnefion (BSCg WWiahad by TPI and SSCAer referenced for general guidance. TPI-t def. the rsponsilatbm era
duli-e c f the Trues Designer, Speoally Engineered Truss Msnvtcluren uNeae ad onvise defined by. Contract egn od upon in vrtSing by 1 pm. i-1vad. The Specialty Engineer is NOT are Budding Designer or Truss System Ergbieer of a y building. AM
<apltalaetl tarrr,s ere es defined in TPf-t. GopD'agblG 4t1t6 R-1 Roaf busses-f'wPraducRon of this dpcamanL in arty trm, is f>roNbitd without the vrtitrn permiee'wn of A-1 Roo/Tmsses
Job
Truss
Truss Type
Qty
Ply
WRMSSMB1 L
L01
Common Supported Gable
1
1
A0295918
Job Reference o tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com - Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:24 2019 Page 1
I D:hYCoaQEtYhBIvUGjnCGo4hzcczg-MdZsUzTRZUpLQwWOlgLyvuO5BR7KWi9txe?fp7yS94j
-1 4-121 8-3 4 16-6-8 17-11-4,
114-12 ' 8-3-4 8-3-4 1 4 12
4x4 =
16 15
3x4 =
LOADING (psf)
SPACING-
2-0-0
CS'.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.25
Vert(LL)
-0.01
11
n/r
90
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.04
Vert(CT)
-0.02
11
n/r
80
BCLL 0.0
Rep Stress Incr
YES
WB 0.07
Horz(CT)
0.00
12
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-R
Wind(LL)
0.01
11
n/r
120
Weight: 91 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 10-0-0 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. All bearings 16-6-8.
(lb) - Max Horz
21=-113(LC 10)
Max Uplift
All uplift 100 lb or less at joint(s)
21, 12, 18, 19, 20, 15, 14, 13
Max Grav
All reactions 250 lb or less at joint(s)
21, 12, 17, 18, 19, 20, 15, 14,13
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-21=-175/254, 5-6=-104/273,
6-7=-104/273, 10-12=-175/265
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp B; 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) Truss designed for wind loads in the plane of the
truss only. For studs exposed to wind (normal to the
face), see Standard Industry Gable End Details as
applicable, or consult qualified building designer as per
ANSI/TPI 1.
4) All plates are 1.5x4 MT20 unless otherwise
indicated
5) Gable requires continuous bottom chord bearing.
6) Truss to be fully sheathed from one face or securely
braced against lateral movement (i.e. diagonal web).
7) Gable studs spaced at 2-0-0 oc.
8) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
9) * 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.
10) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 21, 12, 18, 19, 20, 15, 14, 13.
LOAD CASE(S)
Standard
Qlataaaa N+oroug* renew Ma `f-1 ROOF TRUSSES t SELLER^); GENERAL T6,1MIS tvd =40171ONS CUSTOMER (-BUYER].:.=40`WLFD ,WNW-/ Vanfy Aesp7 f — atl read na on tt Trasa D—' Drawnp (TDDJ p fha
SP-4* Ergsee rek— siael befora — Unless 'herv,rae —tad- Na TOD, eWf Alpine ¢.--t. pl.S nTa3 t. d fathe TOD la 1. vapid: A. T , 0-ign Ert9 �! R. Speasdy Englao , the -.1on arty TDO rePeserts an
eeeW--of the pWambnal erginaering rasim a+bddyfor the design.1Me singis Truss. dapicw an the TCD.,u; under TPf-1. Thy deign assssmPii ncI &Wi 9mnddlena;-.t0tya1d use.€ th9 Truss far cmy CWdmp 4<0 the
a—,th.o ebauNxxitt,dayxntarn.8.iM:npDeaganer.b:(hawn*d.11.FC,iAni6C.Axa1b0zrmyr .-0TA41.TMra-�Prvva'.WM.TOD .> -yid'—WMwT—,in7udvg7hwdfn,g,.1-a,mt.Uf—eroltxasduiahWif»CreouaPunblAy
W d,fl SUYAwg Desipnerand COMracler. AA emles.sal out m 9 TDD aM Me prycdms and A dalinas nl tlq au:arg Cainpa t Saiaty'nfonrollcn iDSC1J pufn'Es1w_d lip TM dSSGA are 10—MS-0 s! geidanoe_ Tr^4t deanees the resperts:hiMias end
&rlaa oltiw Trrras Deep. r, Spadahy Engineer and Truax RlvM.actr„er.,-t-othernise denWbpe CmA—t'.7kd upan -.,0 gby.M pwt.. m -&Th. SP-4, EN —is NOT ihn(3u6aDeaignar mT-6ystem Eog'v,ear olaery biding. F9
eaa"aSimdiarms aro osaaE�din TPit Cogss36aC911GA-iRr-i'Tmssas'-Rcaraeavioa cfltiisaaeumon{, in aryfotn,mppf:ttit�mntnoul tho+riitiery perre"rsion afR-1RwY Trusses.
Job
Truss
Truss Type
Qty
Ply
A0295919
WRMSSMB1 L
L02
Common
4
1
Job Reference (optional)
A--t mooT trusses, ran t" terce, rL 04y90, ae5Iyr1LC_Vd I LfU55.W111 iUf I. 00.4]U b I IVIdy 10 LU 10 r1111L. 0.4 IU J May IU GU IU IVII I MM II UUO111 u 1 . 11 - .. 1 - -.1
I D:hYCoaQEtYhBIvUGjnCGo4hzcczg-gp7EiJ U3KnxC245bJOsBS5Z6XrHDF5w1911C
16-6-8 ,17-11.4 ,
4x6 =
3
4x6 11 5x8 = 4x6 11
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
I/defl
L/d
TCLL
20.0
Plate Grip DOL
1.25
TIC 0.86
Vert(LL) 0.23
7-8
>830
360
TCDL
10.0
Lumber DOL
1.25
BC 0.70
Vert(CT) 0.19
7-8
>999
240
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.35
Horz(CT) -0.01
6
n/a
n/a
BCDL
10.0
Code FBC2017/TP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
W1: 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-11-11 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-10-14 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
8 =
746/0-7-4 (min. 0-1-8)
6 =
746/0-7-4 (min. 0-1-8)
Max Horz
8 =
-113(LC 10)
Max Uplift
8 =
-253(LC 8)
6 =
-274(LC 8)
Max Grav
8 =
746(LC 1)
6 =
746(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-756/1079, 3-4=-756/1080,
2-8=-674/903, 4-6=-674/904
BOT CHORD
7-8=-513/363, 6-7=-524/363
WEBS
3-7=-541 /308, 2-7=-275/306,
4-7=-264/306
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp B; 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) 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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 8=253, 6=274.
LOAD CASE(S)
Standard
i
Dead Load DeTI.=11161n
0
PLATES GRIP
MT20 244/190
Weight: 90 lb FT = 10%
Pleas MvmughIV review the -A-t ROOF TRUSSES CSELLER'), GENERAL TERMS erld CONDRIONS CUSTOMER rT1UYER'y ACKNOWLEDGMENr fomt Verity design parameters aM read n.fe5 on Mrs Truss 13es0gr1 Drewcg (TOO) and One
Specialty Engineer reference sheet before use. Unless flnelwme staled on the TDD. Doty Alpine wnneotar pletea shall be used Ise - TOO Is be valid. As a Trlrsa Design EngNesdng (i... Spscialy Engn ), the seal on any TOO rep... en
= n
evaphnce oftfie professional engineering ne.ponsbllityforthe dosign of R1e sirgls Truce dopicW on the TDD only, under TP41. The design asVmptcns, loading condlbono, cuilabady and- of th'ie Truce foreny Building is the n ep-lbikyoffhe
Owner, the O e. eubloraed.genl or the Budding Designer, in the context d the IRC, Ufa ISC, lovel Wilding code end TP14. The Wp-sl of the TOO and ony f W use of the Truss, induding h-d in, storage, imle7lehon and ons-9.bag isbre responsibMy
o! R1e Building Oesigrler and ConlreUor. AD notes set cut in Mt TDO and the pmdice. eM gvidelvles of Na Budding �mponent Safety 4nfsrmaEan (BSCQ PuNieh.d by TPI.M SHCAere refareuad forgerzerdl guitlenae. TPFS defines the-pansibl. a end
duties of d -Truce Designer, Specialty Engineerand Truss Manufacturer, ueess otherwise defined by a Cor to of e,md upon in wMirlg by parties imotved. The Spaciafty Engineer is NOT Me Building Designs, or Tmw System Erg%Weer of any Wilding. All
capliel¢ed terms a es defined in TPI-1. Copyright 02016 A-1 Roof Trusea - Reproduction of this dowmont, in any farm, is preI, z without the welt, ponniss'mn of At RoofTressee.
Job
Truss
Truss Type
Qty
Ply
WRMSSMB1L
VO4
Valley
1
1
A0295920
Job Reference (optional)
A-1 Root I russes, Fort Pierce, FL 34946, design(o7altmss.com Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:26 2019 Page 1
ID:hYCoaQEtYhBlvUGjnCGo4hzcczg-JOgcvfVi4543gEgnt5NQ?J6UnEn2_dfAOyUmt0yS94h
L 2-0-0 4-0-0
2-0-0 2-0-0
6.00 12 2 3x4 =
2x4
2x4
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in (loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.06
Vert(LL)
n/a -
n/a
999
TCDL 10.0
Lumber DOL
1.25
BC 0.09
Vert(CT)
n/a -
n/a
999
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
0.00 3
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-0-0 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 =
110/3-11-0 (min. 0-1-8)
3 =
110/3-11-0 (min.0-1-8)
Max Horz
1 =
11(LC 11)
Max Uplift
1 =
-22(LC 12)
3 =
-22(LC 13)
Max Grav
1 =
110(LC 1)
3 =
110(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. 11; Exp B; 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) 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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s)1, 3.
LOAD CASE(S)
Standard
Y
xo
0
PLATES GRIP
MT20 244/190
Weight: 10 lb FT = 10%
QPiesw fAneaughiy ramw Me :/'.-1.RxF TRilSdES C 'xi`1, vEt�EFA:. TERMS Rnd.CONORiONS CUSTOMER CWYERn.^LKtJOYYLEG AQENT-f L'arify des'yn parameters and read � en 3Nx T— Dassdn IIraa+np (IUD) n-4 ttw
Sp—.1y Eeglaeor mterenca shad before use. Unless ad:eMsa'sbt-d M Me TOD, arty Ayine dannedor pletes Owl b used t5 the TOO to be'vaw. 3t.. a nRe Design En9ineermg G.e. Spec�o."y E¢gkeary, gra.. seal on any Tu'D represanb an
exep�anced. Ma pro!assanol aagln—I rrspora3i61y W to deSign dithefm& Trusadapected ant"TDD any; undef7P1-1, The das+n .pimp loMmg—rdlons,eu:TebrlTy eTd use am th»Ttuss lcaaW5'Wmg k Me nRpans�2'Y W1he
0 ,er; the Owneta a,Jmiu�d eg.4 Me Si &,g DeAper, ini ph,. 01W 7RC; the ISO, local buil�g code wd TPIA, It* apprtiz»! oYMs TOD end m yfWd— Wthe Truax, imtudueg hvd5ng,s ,7e, hMa"M....I t e4t W. tm 4w mspemm+dlify
&the E..dr Dasignexantl Cowaxior:,Pft rwteeeetoutme. TOD-6—p-eeee..d gutYaGnesMtM Guit9ng Cu p�etd Salely [n(¢irt+eCon {BSC>)puh':sha06y TP{ .d 55CA era ic!enrntl to>gemre!gutdenae. TPM datieea Me reepoaMal as and
dii'seaf floe&uas Deed„rrr. M-A--r,-1 ..1J,ersis ftfeed»NrvOT M91S'ng Designm Tss 6ytam Rtl
eap'..al�d forms am os-defined inTPf� 1. �pyro�hl C2gTu R-7.RoolT.w.yoy� Rcsmdue}{m M th(s doeuman0. harry tome„ bRr'.ehiS#nd eNPwnl tlHI•tsnl;on Dana+aslan NF-f Rw4 Trusses
Job
Truss
Truss Type
Qty
Ply
A0295921
WRMSSMB1 L
V08
Valley
1
1
a
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:27 2019 Page 1
I D:hYCoaQEtYhBIvUGjnCGo4hzcczg-nCE_6?VKrPCwHNFzQpufXWeb9e?Bj4vJdcEJQSyS94g
4-0-0 8-0-0 -
4-0-0 4-0-0
6.00 F12
2x4
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.27
TCDL
10.0
Lumber DOL
1.25
BC 0.61
BCLL
0.0 *
Rep Stress Incr
YES
WB 0.00
BCDL
10.0
Code FBC20171TPI2014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 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)
1 =
270/7-11-0 (min. 0-1-8)
3 =
27017-11-0 (min. 0-1-8)
Max Horz
1 =
28(LC 9)
Max Uplift
1 =
-54(LC 12)
3 =
-54(LC 13)
Max Grav
1 =
270(LC 1)
3 =
270(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-262/271, 2-3=-262/271
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp B; 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) 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.
U4 =
2x4
•o
0
DEFL. in (loc) I/deft L/d PLATES GRIP
Vert(LL) n/a - n/a 999 MT20 244/190
Vert(CT) n/a - n/a 999
Horz(CT) 0.00 3 n/a n/a
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)1, 3.
LOAD CASE(S)
Standard
Weight: 23 lb FT = 10%
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'w1's'avtPte3russ Day.�9ner, Spemetly Eepaaeez end Trvss Rlamdactaxt teJess Cfie+w+`ae de!%+®d 4ya Godti�tti ned v�aain irl"n4 Ly ellpar!ies irndvad. Ian0e 1 oofT ei:B HOT P,e 9o�l'llrg Deagr,er orTmas System Enpbxar atmry bv:'.dvg. A9
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'
J U N E 20, 2019
TYPICAL HIP / KING JACK CONNECTION I STDTLOI
CORNERSET GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 175 rnph, ASCE
7-10, Exp. B, C up to 60' Mean Roof Height
wand Exposure D up to 30' Mean Roof Height.
A-1 ROOF TRUSSES
4451 ST_ LUCIE BLVD.
FORT PIERCE, FL 34946 Attach King Jack w/ (3) 1.6d Toe
772-409-1010 Nails @ TC .& BC
Attach End Jack's I Attach Corner Jack's
w/ (4) 16d Toe Nails @ TC w/ (2) 16d Toe Nails @! TC &
& (3) 16d Toe Nails @ BC :2 BC (Typ)
0
ti
Attach Corner Jack's
/ (2) 16d Toe.Nails
@ TC & BC (Typ)
1
FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03,
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
V-3'MAX.
DIAG. BRACE
AT 1/3 POINTS
IF NEEDED
IT IS THE RESPONSIBILITY OF THE BLDG.
DESIGNER OR THE PROJECT ENGINEER/ARCHITECT
TO DESIGN THE CEILING DIAPHRAGM AND ITS
ATTACHMENT TO THE TRUSSES TO RESIST ALL
OUT OF PLANE LOADS THAT MAY RESULT FROM
THE BRACING OF THE GABLE ENDS.
HORIZONTAL BRACE
(SEE SECTION A -A)
TRUSSSES III
24' O.C.
2XG DIAGONAL BRACE SPACED 4B'
O.C. ATTACHED TO VERTICAL WITH
(4) - 16d NAILS, AND ATTACHED TO
BLOCKING WITH (5) - 10d COMMONS.
NAIL DIAGONAL BRACE TO
PURLIN WITH TWO 16d NAILS.
2X4 PURLIN FASTENED TO FOUR
TRUSSES WITH (2) - 16d NAILS
EACH. FASTEN PURLIN TO BLOCKING
W/ (2) - 16d NAILS (MIND.
PROVIDE 2X4 BLOCKING BETWEEN
THE TRUSSES SUPPORTING THE
\BRACE AND THE TWO TRUSSES ON
\ EITHER SIDE AS NOTED. TOENAIL
\BLOCKING TO TRUSSES WITH (2) -
\ 10d NAILS AT EACH END. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
(5) - 10d COMMON'WIRE NAILS.
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 SCAB ALONG
SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL
NAILING SCHEDULE:
- FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE
7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131' _
X 3') NAILS SPACED 6' O.C.
- FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-9B, 02, 05), 150
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d
(.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM).
STRUCTURAL
GABLE TRUSS
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI
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.
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
I.- URAL
TRUSS
AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING
MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF
THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS.
THE BRACING SHOWN IN THIS DETAIL IS FOR
VERTICAL/STUDS ONLY.
JUL.Y 17, 2017 STANDARD PIGGYBACK TRUSS STDTL04
CONNECTION DETAIL
THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS:'
�i ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE
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' O.CJ 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 1 TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05
A-1 ROOF TRUSSES
44SZ4 QT 1 I IPIC RI %/h
FOF
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6" O.C.
DETAIL A
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.
_E END, COMMON
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 = MINIMUM 3112 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 TO THE ROOF W/ TWO USP
MINIMUM/REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
WS45 (1/4" X4.5") WOOD SCREWS
INTO EACH BASE TRUSS.
FEBROARY 5, 2018 1 TRUSSED VALLEY SET DETAIL I STDTL06
GENERAL SPECIFICATIONS:
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
W.
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
DRAWINGS.
All 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT
TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
A-1 ROOF TRUSSES 6. NAILING DONE PER NDS - 01.
4451 ST. LUCIE BLVD. GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C.
FORT PIERCE, FL 34946 TRUSS, OR GIRDER
772-409-1010 TRUSS
SECURE
W/(
VALLEYTRUSS y II �i II II II IIASETRUSSES
(TYPICAL) If 11
UG I nI L-. !1
(NO SHEATHING) N.T.S.
GABLE END, COMMON
TRUSS, OR GIRDER
P �2 VALLEY TRUSS TRUSS
(TYPICAL)
SEE DETAIL "A"
BELOW (TYP.)
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 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
ATTACH 2X4 CONTINUOUS #2
MAX TOP CHORD TOTAL LOAD = 50 PSF
SYP TO THE ROOF W/ TWO USP
MAX SPACING = 24" O.C. (BASE AND VALLEY)
WS3 (1/4" X 3") WOOD SCREWS
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
INTO EACH BASE TRUSS.
JULY 17, 2017 ' I (HIGH WIND VELOCITY) ^" I STDTL07
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
ATTA(
WIND DESIGN PER ASCE 7-98, ASCE 7-
WIND DESIGN PER ASCE 7-10: 170 MPI
MAX MEAN ROOF HEIGHT = 30 FEET
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE:
MAX TOP CHORD TOTAL LOAD = 50 PSI
MAX SPACING = 24- O.C. (BASE AND VA
SUPPORTING TRUSSES DIRECTLY UNGCr-, VALL-Mr I RUOOGO IVIUO I Dr -
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.
CLIP MAY BE APPLIED
TO THIS FACE UP TO A
NON -BEVELED MAXIMUM 6/12 PITCH
BOTTOM CHORD u I
NON -BEVELED
BOTTOM CHORD
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6/12 (MAXIMUM
12/12 PITCH)
poo
FEBRUARY 17, 2017 I STANDARD GABLE END DETAIL I STDTL08
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
A
* DIAGONAL BRACING
REFER TO SECTION A -A
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
W/lOd NAILS, 6' O.C.
V ER7
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.
VERTICAL
2X6 SP OR SPF
STUDk2X4
#2 DIAGONAL
BRACE
(4) - 16d
NAILS16d
NAILS
SPACED 6' O.C.
(2) lOdNAILSINTO
2X62X6
SP OR
SPF #2
2X4 SP OR
SPF #2L
HORIZONTAL
NAILED TO
RTICALS
SECTION A -A
W/(4) - 10d NAILS
12 \ PROVIDE 2X4 BLOCKING BETWEEN
FIRSTQ TRUSSES AS NOTED.
VARIES TO COMMON TRUSS THE TOENAILWBLOCKING TO TRUSSES
ET3
** L - BRACING REFER
TO SECTION B-B
3X4 =
v
24' MAX.
NOTE:
1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO
BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF
SYSTEM.
4. L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR
BETTER WITH ONE ROW OF 10d NAILS SPACED 6. O.C.
S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
AT 4' - 0' D.C.
6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
WITH 16d NAILS SPACED G' O.C. HORIZONTAL BRACE TO BE LOCATED AT
THE MIDSPAN OF THE LONGEST GABLE'STUD. ATTACH TO VERTICAL GABLE
STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A)
7 GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240
WITH (2) - 10d NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - 10d NAILS
(4) Bd NAILS MINIMUM,
PLYWOOD SHEATHING TO
2X4 STD SPF BLOCK
.B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE
9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS
TRUSSES. IF NEEDED
10. 10d AND 16d NAILS ARE D131'X3.0' AND 0131'X3S' COMMON WIRE NAILS
RESPECTIVELY. i
11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12
BY SPIB/ALSC.
i
MINIMUM STUD
STUD
WITHOUT
2X4
DIAGONAL
(2) DIAGONAL
BRACES AT
SIZE SPECIES
SPACING
BRACE
L - BRACE
BRACE
T
1/3 POINTS
AND GRADE
MAXIMUM STUD LENGTH
2X4SP#31STUD
12"0.C.
3-8-10
5.6-11
6-6-11
11-1-13
2X4 SP 431 STUD
I 16" O.C.
3-3-10
4-9-12
6-6-11
9-10-15
2X4 SP #31 STUD
24" O.C.
2-8-6
3-11-3
5-4-12
8-1-2
2X4 SP 42
12" O.C.
3-10-15
5-6-11
6-6-11
11-8-14
2X4 SP #2
16" O.C.
3-6-11
4-9-12
6-6-11
10-8.0
2X4 SP #2
24" O.C.
1 3-14
.3-11-3
6-2-9
9-3-13
DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO
BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE
WITH 10d NAILS 6' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER
90Y OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
ROOF
SHEATHING
/ (2) - 10d
NAILS
— TRUSSES @ 24' O.C.
2X6 DIAGONAL 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
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.
DETA
FEBRUARY 17, 2017 I T WITH 2X1 RACEEON Y IL I STDTL09
gOTES:
r-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING
:S IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 90% OF WEB LENGTH.
PHIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TC
:ONTINUOUS LATERAL BRACED WEBS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
NAILING PATTERN
T-BRACE SIZE
NAIL SIZE
NAIL SPACING
2X4 OR 2X6 OR 2X8
10d
6" O.C.
NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON
TWO—PLY TRUSSES NAIL TO BOTH PLIES)
NAILS
/ SPACING
BRACE
SIZE FOR ONE -PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2m T-BRACE
2X4 I -BRACE
2X6
2X6 T-BRACE
2X6 I -BRACE
2X8
2X8 T-BRACE
2X8 I -BRACE
BRACE
SIZE FOR TWO-PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T-BRACE
2X4 I -BRACE
2X6
2X6 T-BRACE
2X6 I -BRACE
2X8
2X8 T-BRACE
2X8 I -BRACE
T-BRACE / I -BRACE MUST BE SAME SPECIES
AND GRADE (OR BETTER) AS WEB MEMBER.
NAILS
WEB
NAILS
I -BRACE
NAILS
WEB
T-BRACE
SECTION DETAILS
FEBRUARY 17, 2017 1 LATERAL BRACING RECOMMENDATIONS I STDTL10
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY B TO 10 FEET
ALONG A FLOOR TRUSS.
NOTE 1: .2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE
TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY
A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW.
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
772-409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS
FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY
CONNECTED, BY OTHERS, AT THE ENDS.
INSERT WOOD SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (OD NOT
USE METAL FRAMING ATTACH TD VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
ANCHOR TO ATTACH WEB WITH 13) - 10d SCAB WITH (3) - 10d
TO TOP CHORD NAILS (0.131' X 3') NAILS (0.131' X 3'). r ATTACH TO VERTICAL
BWITH LS )
(D 313X
NAILS 3')
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRONGBACK
ATTACH 2X4 VERTICAL
TO FACE OF TRUSS.
FASTEN TO TOP AND
BOTTOM CHORD WITH
(2) - 10d NAILS (0.131'
X 3') IN EACH CHORD
ATTACH TO CHORD
WITH (2) #12 X 3'
WOOD SCREWS
(0.216' DIA.)
USE METAL FRAMING -J Z- ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH
ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d OUTSIDE FACE OF CHORD INTO
TO BOTTOM CHORD NAILS (0131' X 3') NAILS (0.131' X 3') EDGE OF STRONGBACK (DO NOT
USE DRYWALL TYPE SCREWS)
TRUSS 2X6 4' -
STRONGBACK (TYPICAL
0' WALL
SPLICE) (BY OTHERS)
THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT,
DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB
CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (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 I LATERAL TOE -NAIL DETAIL
STDTLI I
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45° WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN
THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS
SHOWN).
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL
BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
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
772409-1010
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
93.5
85.6
74.2
72.6
63.4
J
.162
108.8
99.6
86.4
84.5
73.8
.128
74.2
67.9
58.9
57.6
50.3
c�
.131
75.9
' 69.5
60.3
59.0
51.1
Z
0
J
.148
81.4
74.5
64.6
63.2
52.5
in
N
M
r
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE ENO DETAILS SHOWN BELOW.
VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY.
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
A---i NEAR SIDE
VALUES SHOWN ARE CAPACITY PER TOE -NAIL. SIDE VIEW
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: A ----I NEAR SIDE
3 (NAILS) X 84.5 (LB/NAIL) X 1.15 COOL) = 2915 LB MAXIMUM CAPACITY 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
ANGLE MAY
VARY FROM
30' TO.60"
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
45.00'
41
FEBRUARY 17, 2017 UPLIFT TOE -NAIL DETAIL I STDTL12
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
THIS DETAIL SHALL BE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
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
e
162
72
58
39
37
25
_
0
.128
54
42
28
27
19
I-_
Z
Z
OJ
.131
55
43
29
28
19
LU
.148
62
48
34
31
21
J
Lo
J_
N
Q
�
Z
.120
51
39
27
26
17
0
Z
.128
49
38
26
25
17
OJ
.131
51
39
27
26
17
.148
57
44
31
28
20
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30° WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE
MEMBER END AS SHOWN.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION.
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE
FOR WIND DDL OF 1.33:
3 (NAILS) X 37 (LB/NAIL) X 133 COOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
FOR WIND DOL OF 1.60:
3 (NAILS) X 37 (LB/NAIL) X 1.50 COOL 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
DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT -CONNECTION.
•*r USE (3) TOE -NAILS ON 2X4 BEARING WALL
•*• USE (4) TOE -NAILS ON 2X6 BEARING WALL
NEAR SIDE
FAR S:
)E
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
IL
NAIL
NAIL
SIDE VIEW
END VIEW
FEBRUARY 5, 2016 I TYP 2x2 NAILER ATTACHMENT 15TDTL13
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
lw*-Wl:,
2x2 NAILER ATTACHMENT
GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 170 mph, ASCE
7-103 29'-0" Mean Height, Exp. B, C or D.
' Aprif 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDT1,I4
FO EXTERIOR FLAT, GIRDER TRUSS
A-1 ROOF TRUSSES
4451 ST..LUCIE'BLVD.
FORT PIERCE, FL 34946
772-4094010
(4) 12d
TRUSS 2411 O.C.
UPLIFT CONNECTION
(SEE ROOF TRUSS)
EXTERIOR FLAT
GIRDER
I
12
VARIES [,�
I
(4) 12d
MAX 30" (2'-611)
2x6 #2 SP (Both Faces)
24" O.C.
SIMPSON H5
FEBRUARY 17, 2017
STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I 5
� DAMAGED OR MISSING CHORD SPLICE PLATES STDTL1,�
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK *
X
(INCHES)
MAXIMUM FORCE (LBS) 15% LOAD DURATION
SP
OF
SPF
HF
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
20
30
24"
1706
2559
1561
2342
1320
1980
1352
2028
26
39
30"
2194
3291
2007
3011
1697
2546
173E
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
• DIVIDE EQUALLY FRONT AND BACK
ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF
THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X41 THREE
ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (.131' DIA. X 3').
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN
THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE.
THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS)
THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C
•10d NAILS NEARSIDE
+10d NAILS FAR SIDE
BREAK
6' MIN
TRUSS CONFIGURATION
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO
THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT
AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE).
DO NOT USE REPAIR FOR JOINT SPLICES
NOTES:
1. THIS REPAIR DETAIL IS TO BE USED ONLY ,FOR THE APPLICATION SHOWN. THIS REPAIR
DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE
TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN
THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF
SUPPORTING THE LOADS INDICATED.
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR
AND HELD IN PLACE, DURING APPLICATION OF REPAIR.
3. THE .END DISTANCE, EDGE, DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID
UNUSUAL SPLITTING OF THE WOOD.
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
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
r
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
TRUSS CRITERIA:
LOADING: 40-10-0-10
DURATION FACTOR: 115
SPACING: 24. O.C.
TOP CHORD: 2X4 OR 2X6
PITCH: 4/12 - 12%12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
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 (.14B' DIA. X 3') SPACED 6' O.C.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO
AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
2X SC
NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED
WHEN OVERHANG HAS BEEN BROKEN OFF.
IMPORTANT
THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24'
O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD
LOADS NOT EXCEEDING 50 PSF.
TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.
REFER TO INDIVIDUAL TRUSS DESIGN
FOR PLATE SIZES AND LUMBER GRADES
E�