HomeMy WebLinkAboutTRUSS PAPPERWORK�4,F,'LORID�1 GrORPORATIC}N,
4451 ST. LUCIE BLVD
FORT PIERCE, FL 34946
PH: 772-409-1010
FX: 772-409-1015
SCANNED www.AlTruss.com CLC-
"9-2
BY o a
st. Lucie County
9 Wi
J
TRUSS. ENGINEERING
BUILDER:
PROJECT:
E COUNTY:
v
J 6
J
:a
T/BLK/MODEL;
JOB#:
MASTER#:
OPTIONS:
RENAR
MORNINGSIDE
ST LUCIE
LOT.44 / MODEL:SEAMIST 2215 / ELEV.B1/ GAR R
78363
WRMSSMB1 L
."mm
�_ A-1 RUUF
TRUSSES
AFLORIDACORPORATION
RE: Job WRMSSMB1L
Lumber design values are in accordance with ANSI/iPI 1-2014 section 6.3
These truss designs rely on lumber values established by others.
Site Information:
Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE
Lot/Block: Model: SEAMIST 2215
Address: Subdivision:
City: County: St Lucie
A-1 Roof Trusses
4451 St Lucie Blvd
Fort Pierce, FL 34946
State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City:
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading
Conditions):
Design Code: FBC2017/TP12014 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 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
No.
Seal #
Truss Name
Date
No.
Seal #
Truss Name
Date
No.
Seal #
Truss Name
Date
1
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
10118/19
15
A0295904
D01
10118/19
27
A0295916
HJ7
10/18/19
4
A0295893
B01
10118/19
16
A0295905
D02GE
10/18/19
28
A0295917
J7
10/18/19
5
A0295894
B02GE
10/18/19
17
A0295906
FG01
10/18/19
29
A0295918
L01
10/18/19
6
A0295895
C01G
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
10I18h9
8
A0295897
CO3
10/18/19
20
A0295909
FL04
10/18/19
32
A0295921
V08
10/18/19
9
A0295898
C04G
10/18119
21
A0295910
FL05
10/18/19
33
STDL01
STD. DETAIL
10/18/19
10
A0295899
C05
10/18/19
22
A0295911
FL05A
10/18/19
34
STDL02
STD. DETAIL
10/18/19
11
A0295900
CA
10/18119
23
A0295912
FL05B
10/18/19
35
STDL03
STD. DETAIL
10/18/19
12
A0295901
CJ3
124
IA0295913
I FL06G
136
1 STDL04
I STD. DETAIL
10/18/19
I nesuss cmmng(s) remrencea rave ueen prepared byMlTek musines, 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 pmfessionalengineedng
nsponsibil'M1y solelyforthetruss components shown.
The suitabii tyand use of components foranyparticularbuilding'sthensponslbsityofthe budding
designer, perANSIMPI-1 Sec.2
The Truss Design Dmwing(s)(TDD]s]) referenced have been prepared based on the construction
documents (also refened to attires as 'structure! Engineering Dow rientsl provided bythe Building
Designermdle Ling the nature and characterofthewodr. .
The design critedathemin have been transfened to Manuel Martinez PEby [Al Roof Trusses orspecific
location]. These TDDs (also referred to attires as'Stmctural Delegated'
Engineering Documents') arespeciatystructural componentdesigns and may be part ofthe projects
deferred orphased submittals. As aTmss Desia-'n Eigtnwo4 Speciaty
Engineelj, the seal here and on theTDDreoreeents an airroYarias of omfesslonal enalnearino
responsbililyforthe design of the sing) Truss depicted o6 the TDD'orilA The Building Designeris
mponsble forand shall coordinate and review thbTDOs for
cempatrbifnywth thecwriten engtpoenngreWae' rim PleasemvwaadTDDsanda0relatednotes.
�� Page 1 of 2
�t C. OXa6173oT-
;!
Manuel Digitallyrsignedby
, Manuel Martinez
r "y rfk�8ti@-.2019.10.22
Marti
4'00'
*q' v j
zs`. crar ar
ManuelMadinez,P.E
4620 ParkVew Dc
St Cloud, FL 34T71
'464A-1 ROOF
MTRUSSES
AFLORIDAOORPORATION
RE: Job WRMSSMB1L
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
10/18119
41
STDL09
STD. DETAIL
10/18119
42
STDL10
STD. DETAIL
10/18/19
43
STDL11
STD. DETAIL
10118/19
44
STDL12
STD. DETAIL
10/18/19
45
STDL13
STD. DETAIL
10/18/19
46
STDL14
STD. DETAIL
10/18/19
47
STDL15
STD. DETAIL
10/18/19
48
1 STDL16
I STD. DETAIL
10/18/19
Lumber design values are in accordance with ANSI(TPI 1-2014 section 6.3 F
These truss designs rely on lumber values established by others.
Page 2 of 2
Job
Truss
Truss Type
oty
Ply
WRMSSMB1 L
A01AGE
Common Supported Gable
1
1 A0295890
LJobeference
(optional)_
A-1 wooT I russeS, tort Pierce, FL 34a , designLaltruss.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-EsMJBi6ddGl ogJDd?Novi2n_?LtOU9rT1_k3msyS95B
-1-0-0, 10-M 1 21-8-6 ,
44 =
3x4 = 22 21 20 1918 17 16 15 14 13 3x4 C
3x4 =
21-8-6
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/dell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.17
Vert(L-)
-0.00
1
n/r
90
MT20
244/190 '
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
We
n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix-S
Wind(LL)
0.00
1
n/r
120
Weight: 108 lb
FT =. 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
puriins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. AN bearings 21-7-14.
(Ib) - 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. -AII forces 250 (Ib) or less except
whenshown.
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) 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?PI 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 other members.
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
Qiaan4wgN/,nv�2�•Prf P0.'YTR'SBES (511Ri).GEfiES0.1EiU6vGU@9(fl(WS W6TDK-0.rSD1'ES]PCgIUglEtXYE'T fan. S'vP,Gcfgn pvsWm W �WW mbmpa Trm Durn BanM {:Vi4�MM
BA>t$�+9bex.Ysis®Wwl>bnw Wbaa chMesieKOa, EbiDD CR(0.'Tnw.�:ImWain nha]buvJbAi➢DPbrY6 NeTrvn DOS F+S�bq (u. E.aW ER�u}.R�tlmM'TDDnTm+a6+an
c4's,w.d8spebvYndwgrm,s;nrw�lS,/NBy G9ndv.vesry4T�uOYxW TDDaryunMTWt.TN Jeaq,� yrtma btcp ". tuL]"dyW w6MTrvnfnw'/BvhlmT-MmryniFy4M
Vnm. Ys(M.nl encvivC WmY BJF:]D>ryra atl'amN.tlWn0.L WISG. 4aibLLLyvdssbtPN,lla 9Cmtl UEniDD bHw WESTrw.-n5W¢96owgnF.tlnp.Yr4lalm iPtitf�RmaNYMmY
YMDa3Tih+9n.aMCa6cb NmOa6mn RNWM.Rv9a�WP^>6errGC�@,an6<nnpwv3 Web pimMm(BSOI Y'+-'� MMNv'EfiAa�,JmmnSbAnrt 6+se+� nrya^NrtSm✓9
G4atR/n Gr.-^m.6i+mc4YENm+nud Trm M�sAcc+-cuJ.nu'wnvrs'b'+e0b1'mtrs2tl 9nM'�,naAW4aVe'+n4MM.TItl N�RI`+4^f'aNDTl�6v6f'V D`WeoTrm BY�n^`£+P�MMd-`ivG lJ
evYYMbmb�na46,eGbTPtt.C�MO4M6P.iRttlivan�Rmr%,ptrn AOticMatx ibm+Y f>Tbmf.]mlOpxl Ba a+NwSmOcm�d 1
Truss
Truss Type
Oty
Pty
FJob
MSSMB1L:::
A01GE
GABLE
1
1 Y0295891
Job Reference o tional
A-1 Roof Trusses, Fort Pierce, FL 34946, desil.com
Run: 88.210 s 1 Mav 18 2018.Print: 8.210 s Mav 18 2018.Mi7ek Industries. Inc. Fri Oct 1815:29:56 2019
6.00 12 3x4 = 2x4 11
1112 13 14T3 15 16 17
10
3x4 i 9
S
9
0
1
] e
x6
6'I
6 5 S6
`3Fa � � � 3
3q.
26
x6-:
z6
7x6�
:5
m
6
QT2„r L�
61
3x4 iTtj
,im
0
43 41 39 36 34 31 29 27 25 22 19 78
qg d5 44 7x6 37
3x4= 3x4=
4x4 =
25-3-6
25-3-6
Plate Offsets (X Y)—
112:0-2-00-2-81 116:0-2-12 0-1-81 120:0-0-11
0-1-121
121:0-1-14 0-0-01 [23:0-1-14 0-0-0];
r46:0-0-0 0-0-111
LOADING(psf),
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/de8
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.45
Vert(L-)
-0.00
1
n/r
90
MT20
2441190
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
Hoa(CT)
-0.00
45
n1a
We
BCDL 10.0
Code FBC2017ITP12014
Matrix-S
Wind(L-)
0.00
1
n/r
120
Weight: 242 lb
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-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing,
Except:
10-0-0 oc bracing: 22-25,19-22,18-19.
7-6-0 oc bracing: 4546
WEBS
1 Row at ril 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 Hom
46= 343(LC 12)
Max Uplift_
All uplift 100 lb or less atjoint(s)
46, 18, 41, 39, 36, 34, 31, 27, 25, 22,
19 except 45=-288(LC 12), 43=-103(LC
12)
Max Gmv
All reactions 250 Ib 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 (Ib) or less except
when shown.
TOP CHORD
9-1 0=1 07/288, 10-11=-1331363,
11 -1 2=-1 271341, 12-13=-1231358,
13-14=-1211357, 14-1 5=-1 191354,
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=-0061149,
38-00=-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. It; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extern zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Truss designedfor 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 10.0 pat bottom
chord live load nonconcurmnt 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, 41, 39, 36, 34, 31, 27, 25, 22,19
except Qt=lb) 45=288, 43=103.
LOAD CASE(S)
Standard
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rSAG#6gnenisM1,eu.eNnhNew. wlen cGrnae TiMm MT'JD.pd(hwv uwkrpmef NiMuslMwiOD bsi6! Gin Enp'enev@R.. fiiN�Y ERA^ 3. m.rMma+viLOx�nesertsm
e[aSeka cfMAmfau'mN �9��N^emM<O2N6Mtlee4^Nmti' s+Um:Aac'e3q+RTCOa�:twmiP4t.TSCeA���°w��6NS^i�@�n.@��eNum IXYvaimvb�I�Y®As'Yaf4w
Ow�v, W O.misw9u�ulgvdwTe B'r1Sq G+W.htbsvaile2RMGGY».RG.bot6uNe.9 m'a MIiN.TN VMw.'IXMTODaMwM1 W wdlnTrvaa.6lvlmplsffi@.MmJ..m@a3Ym mdtm%NYt.MnyenLBb
alnbuM.SGSTmm3CMMv.m.NnMmn4aTP6m0MP02�eaaCB�bPis,aSe&Jeu6�?^,r�bm!¢.Mml6Wp+�bMT4YwC53G.asn4mM WP^�a'9WCm. ih1CN.vaTsmgnv@i.GimO
e:.me.r.,n.G.�,�...se.mwr�rv�+«n.+r,.ew..a.wa.wr...m.�®s�.ah.e..s.x.p..f �n,:,.,6'wha�n:.' Te. evbwiEa+.n:nmm:a•.waG+.�..n T.m ew.E•w..�m..r6�dm'n
�Y. Nmo»vz T2uCi,'Iflt.CgyeSM@SLi6h.I RueJTmaa�Ravf:tbaMAnGe.nreµh Im4naiY.DWCN&WIMwRmpm.m, <1 PaN}Mzp.
Job
Truss
Truss Type
Qty
Ply
WRMS3MBIL
A02
ROOF SPECIAL
11
1 AO295892
Job Reference (optional)
A-1 Root I russes, Fort Pierce, FL 34946, des1gn@a1tnlss.ccm
5x6 G
1
17
3x6 =
Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri
6.00 12 5x6 =
1.5x4 II
7 8
3x8 i 1.5x4
T w1Q
44 i 6 6 8 3
5
3x6 T
3x4 i 5 a 13 12
3 4 5x8= 3x4=
14
15 414 a
3x6 4.54 2
6 1
4x4
\\ -
3x6 =
Y
Dead Load Defl. =114 In
8-2-1
17-1-71
2- -6
25�5-2 31-0-2
3710.1437-71-6
8-2-1
8-11-16
8-7-11
-72 5-11-0
6E-72
Plate Offsets (X Y)-
I2:0-3-0 0-1-121 t13:0-5-4 0-3-01
LOADING(psf)
SPACING- 2-M
'CSI.
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 We
BCDL 10.0
Code FBC2017/TPI2014
Matrix
-MS
Weight: 200lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2'Except'
T1: 2x4 SP M 30
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3'ExcepP
W4,W6,W2: 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
puriins, except end verticals.
BOTCHORD
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. (Ib/size)
13 =
225510-3-8 (min. 0-2-11)
10 =
9610-3-8 (min. 0-1-8)
17 =
853/0-7-6 (min. 0-1-8)
Max Hom
17 =
423(LC 12)
Max Uplift
13 =
-672(LC 12)
10 =
-194(LC 23)
17 =
-110(LC 12)
Max Gmv
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.
TOPCHORD
2-3=-2175/1342, 3-4=771/365,
4-5=-655/401, 5-6=-107711505,
6-7=-1057/1706, 7-8=804N 549,
8-9=-297/764, 9-1O=346/733,
2-17=-878/737
BOT CHORD
16-17=-7831509,15-16=-1646/1977,
14-15=-1617/2011, 13-14=-478/664,
BOT CHORD
16-17=-783/509, 15-16=-164611977,
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,
5-1 3=-1 99211572, 7-13=-046/493,
8-13=15741897, 8-12=-365/570,
9-12=-335/373, 2-16=-850/1641
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=S.Opsf; h=25ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and GO ExLenon(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 pat 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 Qt=1b) 13=672, 10=194, 17=110.
LOAD CASE(S)
Standard
haselomgM/rrvwN•A-I ROC:TWa'fiE6 r6EllEFT. GEXERN.iEFM3atl WlNIMNfi CJ6TWER(9N'ERJACY_NPImn Ye{3Y bqn pen'nelenatl rtmn6amAm Tunpeap,pa'uh,p R�VI.wM
1 $e.-a%Er�p�m,Mrm0Nol 6tlm,o.Vntw eawr.Ys¢N mMTD0. myApi+mob+o�mauMmvem m,9a Too iwaDtIDpn Fmdvmemp paby vvry EnjnmJ,Maetlme,pTW,c}mrem
Gev.OV MNee suOvmJe�nImM6NYy �,•gym%bP�Uae9^dM¢n3YT,ua4ptlNmMToo )'.wM..lC1A.lIV MS+�®nH�.�9cmS .v.YM<f aYwdNUTrvabM'ouBIWVMnsRm.ID'1%dM
gm,nMm�mlpM6tC, 6e I66,km�Rvtiry aMmITRITM eppaJdMTW bO,a NMT�m,6v8bq MSy.eby,�u,ei.5m mtlbm.pe,W bma,.XsnDYy
bfe&,&Monbwstl Wne'cb.Aru,efxloCnMTODWMp.tl�,m66keXotlM ouW,i�^��6v1e,Y6rtaneM, R660Coms6�%F1mb 5FCAm Me�erce6M Wmb9�. TP,hM,en,eWa>rtOu aW
CN'm.Nv. Trvas oe�.ev.wa sy,..,.er„=.awm..r.wm..w,,.rmm.a6T.c=wa.v,.w,�,,.,..n,.v era>.m...owtTr.6v.�YE�rtlnroT e.e�v ��m.'a T..,:, 6r+�*�v:�m.hwas„v. cn
aapRal'¢W bnmwwtleba�m Tf4f.Gpr{J,IOZX60.1 PxlTrvsa._R,p�,.,p,,,d Pn Jmmxl'n vTlmA ipMbbJwTeAYm"Am {pmrt oat A, Xm(T,uues
Job
Truss
Truss Type
Oty
Ply
0295893
WRMSSMBIL
B01
Monopitch
8
1 !
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@aitruss.com
Run: 88.210 s 1 Mav 182018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fn Oct
3x4 i
6.00 12
4x6 6
6
4x4
Sx6 i 7
8
2 3x4 4.54 12
1 4x4
934 =
Dead Load Defl. =118 in
LOADING (pst)
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
I/deft
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.86
Vert(LL) -0.14
6-8
>999
360
MT20
244/190
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/rP12014
Matrix -MS
-
Weight: 94 lb
FT = 10%
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-
TOPCHORD
Structural wood sheathing directly applied or 35-10 oc
puriins, except end verticals.
BOTCHORD
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 guide.
REACTIONS. (fib/size)
9 =
771/0-7-6 (min. 0-1-8)
11 =
64010-1-8 (min. 0-1-8)
Max Horz
9 =
348(LC 12)
Max Uplift
9 =
-106(LC 12)
11 =
-268(LC 12)
Max Gmv
9 =
771(LC 1)
11 =
640(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (to) or less except
when shown.
TOPCHORD
2-3=-1815/1056, 3-4=278/0,
6-10=283/438, 5-10=317/481,
2-9=-784/666
BOTCHORD
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
moll iZ-E
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=S.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) Bearing at joint(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 Qt=1b) 9=106, 11=268.
LOAD CASE(S)
Standard
Job
Truss
Truss Type
Oty
Ply
WRMSSMBIL
B02GE
Monopitch Supported Gable
1
1 A0295894
Job Reference (optional)
A-1 HOOT I ruses, Fort Pierce, FL 34946, design@attruss.com Run: 88.210 s 1 May 18 2018 Print: 8210 s May 182018 MiTek Industries, Inc. Fri Oct 18 15:30:00 2019 Pagel
y ID:hYCoaQEtYhBIvUGjnCG04h¢ g-3?6nSmBOC6olYEhnLevJxg1 pkmgmugpLPwBO_WyS955
1� -4-10 16-11-6
L4-10 16-11-6 —T
5x11
30 29 2'F?6 25 23 21 19 17 15 14
Us = 7x6 � 7x6 i 7x6 i
7x6= 5x6=
LOADING(psf)
SPACING-
2-0-0
Cal.
DEFL.
in
(loc)
I/dell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC .0.93
Vert(LL)
0.00
1
n/r
120
MT20
244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.42
Vert(CT)
-0.00
2
n/r
80
MT20HS
187/143
BCLL 0.0
Rep Stress Incr
YES
WB 0.15
Horz(CT)
-0.00
29
n/a
We
BCDL 10.0
Code FBC2017fFP12014
Matrix-R
Weight: 149 Ib
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-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing,
Except:
10-0-0.oc bracing: 2930.
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 Ib or less at joint(s)
30, 14, 25, 23, 21, 19. 17, 15, 28
except 29=-542(LC 12)
Max Grav
All reactions 250 lb or less at joint(s)
14, 26,23, 21, 19, 17, 15, 28, 29
except 30=584(LC 12)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
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 (37second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=S.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
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/rPI 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 nonconcument 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
QPawmm^qf#nvwM•M0.p¢iAll66E61'6'u=A%.GEf�liY fEll'ewYCrRiORGXS d61W.L ('6{%YF=l.'L9HIXtECtCiP, bm.VM'mPo^Go��'+v W,aatrvAsm Mv4m=M+�9(7<xhetlM
4�4r/iee�aNmuaM l+k�w. WEacTe�eC6Nm6a itm.,✓h a'im _ctxbeMae eM1SR4ufel R+rMTJO brik..0.i.Tmakay�SM>•^"G (ae. Spec SEN�O. P.eWmM':i-0reT�fn
.c[HRs.m@MpukdeW e.'wrnG•.'�T�M'Oehs EeeknNPeeaLkT.va4DCLLf anero TLDd.Y.wleTiN.hmlmPmm'+LS>Mba9^iA.Ca:YNN6m inm Hs,rScld,gge�,p}cn,SFay@N
0.,m. W O.ns'e.ufwimO+p/twly 6w`]4,Gd*Vf .e.9atvnE.tldMRG4YBL.bat lv. ➢vd �GTpFf.tla4Aeali,MTCOMmIhNmeNMTw.Mica9Md*4.64rva.sJe3a6n �� �'Yu11�Mr.4*ubUf
n.w.@e..T7,.ue'.;�.6c.®erErv+^.�.an,mu..naa..,. w.®w.�mm.ah.cwaxwRe<w�b .aeHaw+:ee:r�,:e.Ti:.spy+:�c:...awme..e=+tivo.:amsT�ss6emme=o�w..ry a+'� w
cA:W Kmn.+voac6aNn TRf ltigTryNobYl4 F.i PnYinn...-RmWum,CPu 6imnceb Mfem.tCVSVWMIwN. aev2n Wt'm.m' daf Y:mlSema.
Job
Truss
Truss Type
Qty
Ply
A0295 895
WRMSSMBIL
CO1G
Hip Girder
1
1
Job Reference (optional) -
A-1 Roof Trusses, Fort Pierce, FL 34946, design@attruss.com
Run: 88.210 s 1 Mav 18 2018 Print: 8110 s Mav 18 2018 MTek Industries, Inc. Fri Oct 18 15:30:01 2019
Dead Load Deb. = 31161n
l3i
IN
9 19
8 20
7
3x6 11
5x6 WB=
6x6
=
M=
3x6 =
0-(,1-8
7-0-0
14-0-1
20-11-8
21r0-0
6-11-8
7-0-1
I
6-11-7
0 8
Plate Offsets (X Y)—
13:(1-1-12,0-3-81 f4:0-3-0 0-2-7f
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in
(loc)
Vdefi
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.55
Vert(LL)
-0A2
7-9
>999
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.74
Vert(CT)
-0.30
7-9
>830
240
BCLL 0.0
Rep Stress Incr NO
WB 0.31
Horz(CT)
0.08
5
n/a
n/a
BCDL 10.0
Code FBC2017iTP12014
Matrix -MS
Weight: 97 lb
FT = 10
LUMBER -
TOP CHORD 2x4 SP M 30 `Except'
T2: 2x6 SP 2400F 2.0E
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-6-1 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 8-4-5 oc bracing.
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
2 =
1794/0,3-8 (min. 0-2-2)
5 =
17941O-0-8 (min. 0-2-2)
Max Hom
2 =
68(LC 7)
Max Uplift
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.
2) Wind: ASCE7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=S.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) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
5) ` This truss has been designed for a live load of
20.Opsfon 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 at --lb) 2=489, 5-089.
7) Hanger(s) or other connection device(s).shall be
provided sufficient to support concentrated load(s) 222
lb down and 239lb 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-M, 90 lb down at
9-0-12, 90 lb down at 10-5-12, and 90 lb down at
11-11-5,.and 400 lb down and.58 lb 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 (plo
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(13) 9=-400(B)
7=-400(B) 16=125(B)17=-125(B) 18=125(B)
19=73(13) 20=-73(B)
Qapa9t wo-ws�N�e.I.N•0.1 aoa rwrM l's'�+EeS,cwuau 16W6NCIXi�,iNMscJ61O1IER t�m+'emacuwwtEo6l-HrAm*�n; taw w..�.uz N,m .sa a,mnm M+m uwaat�m.aa�.
Si�maMENl�,dumuaF®10@n,¢e MMffifW[n qs TOO.rvNMm+wn,sb, d:v�W9�.mEbaeTW a ,�g'qn EnN^A^^B4c SyavMEnpMvl. PeeW an vpTW mHveb en
.v�T+�NWAme+m^+��9�++�^9mwuLJhly 9a Gugn6tlnv9YT,wbP.MmIM1mOmY.wMTN-1.tIwC �mmF<v�v.Atli�mW'#ma.z�nzNEDupwtlNUTw b+XErmNc4bvGm✓b0%dBn
o..a,s<w.r..�e��.amsa�+.a wa��sp �m m.m.,.ama.we.o-.isc.m�weaq tea. ewm�s.Tx+�r.amnu.mo a r,w,:wo-a sm�rv. mw.�Nusm.,ee.�rvwesa..,=,w��r
a"N"re.ae.i �;. �nrem=,w�er,i:a.wff`ww°�"x�.r. w`"`mew ewe,em«.��.,,;r+.vi,Rscnwm�eyrnwsacn.. m.,.m m.sma+a•r.�. rx+arw�ue,e.+w®su�.w
oaaaemmw...oas�.an.w, cwrM�eaisni aom T„m.._v.c�=m.mmwai,,..�"i,., ��i�.,,uw�+�TM�*. �•a c.�w.a�.�mTx.s�.3go✓E T �.xo*c. ammrm e®v.•o.T..w sr%�*Em:wm.n sWiaan.�u
Job
Truss
Truss Type
Oty
Ply
WRMSSMBIL
CO2
Hip
1
1 A0295896
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.com
Run: 88.210 s 1 May 18 2018 Prim: 8.210 s Mav 18 2018 Mil
3*4 =
1.5x4 11 3x4 =
Fn Oct 18 15:30:02 2019
4x4 = 5x8 = 4x4 =
Dead Load Defl. = 114 h
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (too)
Wall
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.78
Vart (LL)
-0.19 10-13
>999
360
MT20
2441190
TCDL 10.0
Lumber DOL
1.25
BC. 0.59
Verl(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 FEC2017ITP12014
Matrix -MS
Weight: 92 lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or4-M oc
pudihs.
BOT CHORD
Rigid ceiling directly applied or 9-10-10 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 =
924/0-3-8 (min. 0-1-8)
8 =
92410-3-8 (min. 0-1-8)
Max Hoe
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.
TOPCHORD
2-3=-1341/765, 3-4=-1073/632,
4-5=-922/593, 5-6=922/593,
6-7=-1073/632, 7-8=-1341l165
BOTCHORD
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 Extedor(2) zone; cantilever left and right
exposed; end vertical left ezposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) 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-M wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 2=191, 8=191.
LOAD CASE(S)
Standard
QPeva RwM1M"*vwN-i1 FOOFTW38E6l�l, GE1ERPt iFF6 atl CFYIDT]Nfi CJ6lONER �9VVE670.61(NOINEDGYffiEMl-� V� �pn Vmercbn*N wa]MEim Be T„¢s DerP m>0.GRDDIWM
r �Eegtli�Ma.enu YVlCb*m.Vnb d,v+lxe¢'Safm NTDD. u+Y F+M [anw.bpbawY Wvevlb•IV TCUb ei Dc9n Gg0.ernG M1*-S{vay Erpc®). Se Woe x^YiOD,amram
C�.W0.Mam,TxMpe0.mna M^��^imp6MiT f�3Gcajng0.J96 T.ei M1F �mMTDDoN. wEV TN-LiM �mnV� 6MirgwNJay.v^bt%ugmdlM1eTw fi. M'B'^n^V YBu�w+e3�N'tlOn
Subti9On9m WCaY�i.vm.N�mv�a�oND�9m. wroDmuef Ytl �n�0.1BC.WbAN9WmOTPL1.M .p.+m„dNWiDD v�GWMe^T'�9. Y^W.ve4bhsmtlb^z,DNNb6n,v+Lm+�Y
pXIJv¢atl Pe&JMi CemNene6YM'TMn6en l��%OODeaMdhTPI ed69(J.ea Men .aG bGm�tl9�ct. 1PFf ONwge2Vme�m'+� W
My H on Trvo 0.agree. 6Ta6y cpvmr stl Tvw Mew(vlw. uMaa eiFanm 6Me] fy * CUMd 9AM uY.n m wIInp Ly aE pvf ae inwXN. iFa 6{ef+Ny Enynxr a I.LT Pv Bv.
eAEa'¢�1Gww®66nJnliLl.Cmrgi0A16hIPafTr,¢ae-R*pWw.Eonggp Aoma;v, n9�nbpoFYibLMArvINmDm p.muslm WFl T.v.ITrvmi Vvq DulmemTrv»6y4n EepbwIXvpbNSry. F➢
Job
Truss
Truss Type
Qty
Ply
WRMSSMBIL
CO3
Common
�p
1 �A0295897
Job Reference o tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@aibuss.com Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MITek Industries, Inc. Fri Oct 1815:30:03 2019 Page 1
I D:hYCoaQEtYhBIvUGjnCGo4hzcczg-Uanv4nDGV1 AKPhPMOmTOZSfQpzor59on5tQ2a)yS952
-14-0 64-11 10-6-0 147$ 20-71$
64-11 1 55 41-5 64-2 '
44 =
04 = Sxe = 3x4 =
LOADING(pst)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.55
Vert(LL)
-0.17
7-13
>999
360
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/TPI2014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-34 oc
purins.
BOTCHORD
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 guide.
REACTIONS. (lb/size)
6 =
836/0-3-8 (min. 0-1-8)
2 =
925/0-3-8 (min.0-1-8)
Max Hom
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. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1361/805, 34=1054/647,
4-5=-1055/648, 5$=1363/809
BOTCHORD
2-7=-603/1177, 6-7=608/1180
WEBS
4-7=-393!/02, 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. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end verticel 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 noncencument 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 Ib uplift at
joint(s) except at --lb) 6=167, 2=201.
LOAD CASE(S)
Standard
Dead Load Dell. = 3116 in
PLATES GRIP
MT20 2441190
Weight: 911b FT=10%
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r EpN�yEgbv Msm tl,ol Mma ua Ux.am.�.e.wmo„wAO.piI0.P�m:,vN Ns W9Muaf bVs lW bG W! 4alw Oa'4^6µsP]M1a-6PCmh EnpYsf.0. WmvTliID rapawbn
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w o.w..m��m.wumm.^"moe+e^d.ba.mumaa.ru.wifie.�mma�w �m..,em.,.Ts weq++mwmo.,ewae,sann,m.-.wmw e.mx.�.e+:.w.se...eneawee. v....w+�+�*++r
am+ee+""OT�.u'u.6�"•"�'."paremu.,a..eam.oa..°�oe,...�e.e��"a ca: ie,w..e�n�nu„m,t6scewN.r+ahm.wserr..a..r.,.,m n.w.�m em.... ,arwxrem�w...w
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a WJislbrmeno0.lnNeilKl. Gpm9YCID160.1 Ps1 T,uyn-n�Vvaapm W Lb=av�eJ.nvy (wm a pc1,6MMMPea�Nm Pmvnnal>I pttlTai�
Job
Truss
Truss Type
pry
Ply
WRMSSMBIL
C04G
Common Girder
1
1 A0295898
Job Reference o gonal
v.-i Fowl irussus, run Pierce, rc 34946, cesign@alvuss.com
1
i
Hun: 85.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fd Oct 18 15:30:04 2019 Page 1
I D:hYCoaQEIYhBIvUGjnCGo4hzcozg-ynLIH7EuGK[B1 r_YaU_F6gBalN6HgamxKX967HyS951
44 =
R
Dead Load Did. =1/16 in
5-5-8
5-5-8
10-11-0
5-5-8
4x4=
LOADING (psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES
GRIP '
TCLL 20.0
Plate Gdp 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
HO2(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 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-8-2 oc
purlins.
BOTCHORD
Rigid ceiling direc0y 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 = 108010-3-8 (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. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-2=-1671/314,2-3=1671/314
BOTCHORD
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=S.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.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (t-lb) 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 to 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 (Ib)
Vert: 4=-258(F) 11=258(F) 12=-258(F) 13=258(F)
14=258(F)
Job
Truss
Truss Type
Qty
ply
WRMSSMBIL
C05
Common Supported Gable
1
1 A 0295899
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@attmss.com Run: 88.210 s 1 May 18 2018 Print 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 1815:36:05 2019 Page 1
ID:hYCoaQEtYhBIvUGjnCGo4hzcczg-Q vgVrEX1eQ2e77J88VUetksOndGZ6J4ZBv9fIfyS950
-1d-0 5-5-8 10-11-0 12-3-0
I 1-0-0 5-5-8 i 5-5-8 14-0
4x4 =
I
3x4= '- - - 3x4=
1.5x4 11 1.5x4 11 1.5x4 11
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.17
Vert(LL)
-0.00
7
nlr
90
MT20 244/190
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
We
BCDL 10.0
Code FBC2017/TP12014
MatrixS
Wind(LL)
0.01
7
n/r-
120
Weight: 47 lb FT= 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
puriins.
BOT CHORD
Rfgid 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 1'I)
Max Uplift
All uplift 100 It, or less at joint(s) 2,
6, 10, 8
Max Grav
All reactions 2501b or less at joint(s)
2, 6, 9 except 10=256(LC 23),
8=256(LC 24)
FORCES. (Ib)
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; porch left
exposed;C-C for members and forces 8 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
ANS11TPI 1.
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 2-M oc.
6) This truss has been designed for a 10.0 lost 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-M 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
Job
Truss
Truss Type
pry
Ply
WRMSSMBiL
CJ1
Comer Jack
4
1 A0295900
Job Reference (optional)
w-1 MOOT i msses, ron tierce, ru :waab, aesign(o-alvuss.com Run: 88.210 s 1 May 182018 Print 8.210 s May 182018 MiTek Industries, Inc. Fri Oct 18 15:30:06 2019 Pagel
> ID:hYCoaQEtYhBIvUG)nCGo4hzcczg-u9T2lpF9oyYvG98xiu0)B5H1uAzGlalEom!BAyS95?
-1-4-0 0-11-11
1-4-0 0-11-11
2
f I
LOADING(psf)
SPACING- 2-0-0
CSL
DEFL.
in
(loc)
Well
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
We
BCDL 10.0
Code FBC201.7/rP12014
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
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordancewithStabilizer Installa8on uide.
REACTIONS. (lb/size)
3 =
-4/Mechanical
2 =
18310-3-8 (min. 0-1-8)
4 =
-la/Mechanical
Max Hom
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. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=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 & 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-M 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 100lb uplift at
joint(s) 3, 2, 4.
LOAD CASE(S)
Standard
Peav PmuC W me�N'0.f RWF iRV68E6 C6rLIRi'1.4EHEPK 1EPF4utl CGl0.'MXSG6TOYEP ITiYTFA1P6KNMILFLGYENI'Gn, V.,tY R.W^ pveaeMM etl nMan On Trm 6.YP��^6 (f➢Y) vW M
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•�edm.wd..bd.�vA.wc�warlsa.a.nrdm...aYT.,. aa.+ea.u.T®mr.,.w Txf. m. �.�.�.+M'a+.nd'.,sa,rm...aaay.a,>ae..n�,e f.er a,�e+n.e.,�r�mYrde.
o...a,o.w,s..ms,..a.��>a.au.aY.+'v��nw�,.adu.uc.o.,ec. meeaac�f..amFf.rw. we�aawToo o-aarxea.rm,.i.+e.�fi.�v.•bo-. w.m.b,.am.ay.eue.a.,ew�E+r
J!Y@iNINY�9^aaG fm4m Nraea n lODwtl OS a.Ya.atl futletisadEY BaVMCo-nin�bd<hMMKK`n1�PWEYr1MTR�b S�I.w,afnwNbMb� 1R1 CefwPe¢W^.��+�M
a,r.ae.TN..6.+s«.w.mnr Erv=®.er„�u..n�nw.w..ee..�.a.aAaer.a�x.�.a»a w�n.,m,vN.oc.�u..a..e.n.6e.m�r E,��exoT n.6wsro b.ov.oT,.,e crd..bc�mar o-.�v. iv
few..e Ym... oaaYa.TM.r.cm„ nne�6wf RMrnpa._v�,w.m,dr.. m..n«aria,. ram mauwaa.�emo..�eMo.�+o,m..f nwr.,,m
Job
Truss
Truss Type
Oty
Ply
WRMSSMBIL
CJ3
Corner Jack
4
1
A 0295901
Job Reference (optional)
A-1 Roof Trusses, Fort Pieroe, FL 34946, design@albuss.com Run: 88.210 s 1 May 182018 Print: 8.210 s May 182018 MTek Industries, Inc. Fri Oct 18 15:36:072019 Page 1
ID:hYCoaOEtYhBIvUG)nCGo4hzcczg-MMI Ow9Gn2FgmuJj7FcXyjlpCealnl IyNOVOFIWS95_
-1-4-0 2-11-11
1-0-0 I 2-11-11
6.00 12
rim
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(l)
4-7
>999
360
MT20
2441190
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
We
BCDL 10.0
Code FBC2017ITP12014
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
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. fib/size)
3 =
66/Mechanicel
2 =
221/0-3-8 (min. 0-1-8)
4 =
31Mtechanical
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; Vul1=160mph (3-second gust)
Vasd=124mph; TCDL=S.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
2) This truss has been designed for a 10.0 par bottom
chord live load nonconcument with any other live loads.
3)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 3, 2.
LOAD CASE(S)
Standard
Qpease NeuSM'ml,.[u'41 ACOF rP1156E6 r6ELLE0.'1. GENEIYJ.lFT016aM WNMIC06G1610YE0.r6VYERIICRAntF➢GlfcNi-bv, V.In/� V✓a^.�wvtl wOnPvaPn T,w M„P Or�K+6Oml W N
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.Rw�=.ay.w�,.'w.g....namwm6+Mba•.ea.m.e m.w�r,,,nai�w. a.rmm+r.,.,e.mt rn. e.�6..mw+a..bma..,.am...w»^b.,a,..awr,,..�+ry 6+amaawnw�a•Nae..
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vmldy0ynawe6lmEglR,. CM�109)184r PmI Tr,�,-RryrcbeM,tlgoppg,yy. y, �y'�'•' RtlniNp � c„Nr.1M 6p[ulb E,ge�siM1OTN BW1Fp fM4�aTrvo 6y,lm EyYw Mep NW]eq. iL
cop bm Y ptl,hlM i8va ba afa pn®,hn d MI gwfT�S
Job
Truss
Truss Type
Qty
Ply
WRMSSMB1L
CJ5
Comer Jack
2
1 A0295902
Job Reference (optional)
I
AID:hYCoaQEtYhBIvUGInCGo4hzcczg-aYl
inc. rn va in may.uo maa
4-11-3
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl
Lld
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.36
Vert(LL) 0.04 4-7 >999
360
MT20 244/190
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 FBC2017rrPI2014
Matrix -MP
Weight: 18 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOA CHORD 2x4 SP No.2
5) Provide mechanical connection b others of truss
others)
BRACING-
to bearing plate capable of withstanding 100 uplift at
P 9 P
TOP CHORD
joint(s) 3, 2.
Structural wood sheathing directly applied or4-11-11 oc
purfiT C
BO
ROT CHORD
LOAD CASES.
( )
Rigid ceiling directly applied or 10-0-0 oc bracing.
Standard
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
124/Mechanical
2 =
29210-3-8 (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 CC 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 nonconcument with any other live loads.
3)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
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mwmE.a�amr�.a�.�mmceWwm.a„mWti.u..mmmwroo. mN.m6. m�.=m cow w66..memwroo vmm wsmm6 B.o.6rWary e.ve�..Awwo,mrroo rer++.�e.�
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Job
Truss
-
Qfy
Ply
WRMSSMBIL
�Truss`rylpe
CJSA
Comer Jack
2
1 A0295903
Joh Reference o tional
A-t KooT l russes, Fon tierce, FL M4 b, desgn(maltruss.com Run: 88.210 s 1 May 182018 Print: 8.210 s May 182018 MiTek Industries, Inc. I'd Oct 1815:30:09 2019 Page 1
I0_hYCoaQEtYhBlvUGjnCG04hzcczg-lk9BLril5twU7ctWNIZQpjvUrOw VxSgUptMnyyS94y
6.00 12
2x4
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
I/deft
Lid
TCLL
20.0
Plate Grip DOL
1.25
TC
0.39
Vert(L-) 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/rP12014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4SPN0.2i
BRACING-
TOPCHORD
Structural wood sheathing directly applied or4-11-11 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
196/0-3-8 (min. 0-1-8)
2 =
130/Mechanicel
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. (Ib)
Max. Comp./Max. Ten. -All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=S.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 8 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
chard 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 Ib uplift at
joint(s)1, 2.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 16 lb FT=10%
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Job
Truss Type
pty
ply
7D��07
WRMS5MBILA0295904__._
_._,_ _ -.
Job Reference (optional)
t-i nw, ruses, ran neme, ru 34946, oesign@a1truss.com Hun: 88.210 s 1 May 182018 Print 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:10 2019 Page 1
ID:hYCoaQEtYhBIvUGjnCGo4hzcczg.nxjZYBIfsA2LlmSixk5gLxRgeoGSEM?pjTc JxyS94x
-1-4-0 4-0-2 7-10-8
1-4-0 4-4-2 8-6-6
I
4x4 = 3x4 =
Io Dead Load Defl. =1116 in
LOADING(psf)
SPACING-
2-"
CSI.
DEFL.
in
(loc)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.32
Vert(LL)
0.24
6-9
>391
360
MT20 2441190
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 FBC2017frP12014
Matrix -MP
Weight: 33 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP 240OF 2.OE
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and require
tl
cross bracing be installed during truss erection, in
accordance with Stabilizer Installa0on uide.
REACTIONS. (lb/size)
4 =
76/Mechanical
2 =
402/0-M (min. 0-1-8)
6 =
232/Mechanicel
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. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
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 verfical 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
joints) 4 except at --lb) 2=132, 6=142.
LOAD CASE(S)
Standard
rwm. emm,6nrm.b.n. •4t aaw Tm,ssEfi r6Eiusn eEv=e., iEw cmemwmxsasrouEn reurenaca,amtncumme.,�. vmMm� owmw. me w mmmi em rmm rw.Po..aa tiov) wu.
t 4wLMEigtry refmnv Ysl bb�m Ynlm dtiMne,pEm0y 1p0.vy Ppire w�eaWrytlu NibuatlbATppb[y VY6. Nairva Dssyn Fry6m�Yp Q.e.6{aaify Enpliw),MUYmeq TOD g2mnb ee
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O�v.pu0.mtTbuap¢atlgmlmlrt&dbp 6Spm.nMmietldOy WC. Pp IgC. Mtlpiig:aYatliP4l.TMmyrwd JtlmlOO Y6eeummfa Trm.T�6^96mbig Jpy.LaWe6y. mtlp,agepYbeu,npaaHGT
d Cw B,MgG+9mwICmLec6v iemmaMmdnMTOOWNp�[Yms�tl Gbm�>PztDYC^]�^^Wbm6Y�V bbm6tn R6LOPMnbf MlpmC58GarorY�,mMbianM Pmmv. TRI Cefwa W.eNa�eltteW
EUW�d MT,w (islym.6,ymlry E,q'vwrmtlirm Ymalxlq,. mom ommmm 66n6q• Cmpvfmmf,pm i, �9 pTY pmOeT Mtlm]. Tlv 6{maTy E,gNasaNOTM B 1Lp p,gmrmim 6Yebm En�mmry O�Yq. FY
a�Y'¢tl LLw �nm6Yi,1WLCeyy�OZ164t PVOTn®-11�pnW[b,pMmpnri Fmpbmupgi3EYdv�Ipm�YpnpmmYsm olMl poi Tams
Job
Truss
Truss Type
Oty
Ply
WRMSSMBiL
D02GE
Monopitch Supported Gable
1
1 A029590-9
Jab Reference o tional
A-1 Root Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 88.210 s i May 18 2018 Print 8.210 s May 18 2018 MITek Industries, Inc. Fri Oct 18
LOADING(psf)
SPACING-
2-U
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.20
Vert(LL)
0.00
1
n/r
120
TCDL 10.0
Lumber DOL
1.25
BC 0.04
Vert(CT)
-0.00
1
n/r
80
BCLL 0.0
Rep Stress Ina
NO
WB 0.06
Horz(CT)
0.00
n/a
n/a
BCDL 10.0
Code FBC2017frP12014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
MITek recommends that Stabilizers and required
cross bracing beinstalledduring truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. Al bearings 8-0-0.
(lb) - Max Horz
2=183(LC 12)
Max Uplift
All uplift 1001b 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=S.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
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?PI 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
PLATES GRIP
MT20 2441190
Weight: 41 lb FT=10%
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®itlgbW+rNGnesb./diW�MaLnvw TOCawam�Capw4WeIXb Mbp Ca�M1avil6aMy ea¢nmoi (69bI we0MW 1w YW,wM.uol bpw�Ngalw.. iA, .t4+eamsnC,nWRmwm
JGaotb Tw f�,4 .6i®fIE^j^�wdiwYMm�.u.4v rA,�e bS.wlta�Cdbat w�ntl 4-minim,iA4tlM+�YM.�1.i�E�'TfN�+'aIRrtM BWfN bW�virvv6M�^frJ6�pM�-` V. 30
®GAsf,mmv CYat<obaLniPFt CWymq Ca>16MI Pat Tnws-tLpWic.IW,tlquyxvmtFuphm.bpa6WMv.YwlbuiC�, ,dFipMlrvm®.
Job
Truss
Truss Type
Otty
Ply
WRMSISMBIL
FG01
FLOOR
2
A0295906
2 Job Reference (optional)
A-1 KeeT I ruses, Von Marco, rL :w b, ceslgnganruss.com Run: 85.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:11 2019 Pagel
c ID:hYCoaQEtYhBIvUGjnCGo4hzcczg-F7GxNJJHdUBBMwivUScvuey3BVjziPzx7MTSNyS94w
&5-2 6-1-9 &11-15 13-3-6 16-&8
3-5-2 33-6 3—M 3-3-6 3-5-2
416 =
15x6 =
4x6 =
44x6 =
6x8 =
64x6 =
Dead Load Defl. = 1/81n
5x6 =
2x4'11 5x6 = 5x10 MT20H5= 1.5x4 11 1.5x4 II 44 = 3x10 = 2x4 II
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (loc)
Well
Ud
PLATES
GRIP
TCLL 40.0
Plate Grip DOL
- 1.00
TC 0.47
Vert(LL)
-0.30 11-12
>655
360
MT20
2441190
TCDL 10.0
Lumber DOL
1.00
BC '0.78
Vert(CT)
-0.4111-12
>476
240
MT20HS
1871143
BCLL 0.0
Rep Stress Incr
NO
WB 0.61
Horz(CT)
0.08 8
n/a
We
BCDL 5.0
Code FBC2017rrPI2014
Matrix -MS
Weight: 197Ib
FT = 10%
LUMBER -
TOP CHORD 2x8 SP 240OF 1.8E
BOT CHORD 2x4 SP M 30 `Except'
82: 2x4 SP 240OF 2.0E
WEBS 2x4 SP No.3 `Except-
W2: 2x4 SP No-2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size)
15 = 2799/0-4-0 (min.0-1-10)
8 = 279910-3-8 (min. 0-1-8)
Max Grav
15 = 2799(LC 1)
8 = 2799(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) 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=-0476/0, 7-9=0/4335, 6-9=-4643/0,
3-13=2851/0,4-10=-2829/0
NOTES-
1) 2-ply truss to be connected together with 10d
(0.131'xX) 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
0-9-0oc.
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
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I 4+b,ry ErylM1a, Nmvrt m�wmon�n.w�,.emn.e�n.0 rnOq T00. mNI.Pu m'+nn>i�eYW Yarvel bEn iLONpceM Pao Trm Oeapn GgMUMp Pa 6pn�YEnpF,mI.M VYmmry TOO ,e�rmf®Ym
mNa�+dMmtlu�bf myw'agnepvAiYybNlmgn JYnwpbTrvn A�vYfm WlW mk..MulR-LiM4 �wvM'M Fa69mNi4ms,mubLYlmCu�Ylb TrvnbM'O.i4VYWIMaIDY/N0.
Oms.W0.n✓c aGW^6mMe�^wWpe+O^m.b,OnwalYWI0.C.0. i6C.IW 4a`6BmAam 1T1.T4 ytwYplNlr,O W,m�MMnm.iW'+gNmR.4wW.4v,dc5maYprmgv�tlbOnnap.�iYl
Wlm6tigFDOn9mNCm.Cuer.FY,m�mY enNMTOOWMp.mYuemCOmId�YW Bu^ini�WmITWYY�nbrtJm l66W yN'N�]gTHM66LPw.4anatlb,ryimY WUE+. THt bfisa PertfNm4me u0
dMEN6v Trvs0.ys.6po'6y vgnm Trvm Yvwb[Mv.uN,u oPwmc 6L�NgELwtln't¢aJ ipmnvin601tlrYY4rvdW.l,n 6PvMErpvbYOT Os 6uMsq D�tiymrmTrvn 6lflw EnpNwro,vryNVL4q. R0
cCY+@�OYevwodHwJnTR-1 WnylOA1641P. Tnm.,_p,p�mq,ppsy�,m,�,tia%I.mInpMDSU MOYpnepu.pm�n mctAlrbclTmm
Jab
Truss
Truss Type
Oty
Ply
WRMSSMBIL
FL02GE
GABLE
2
1 A0296907
a.
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.cem 'Run: 88.210 s 1 May 18 2018 Pdnt: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:13 2019 Page 1
ID:hYC QEtYhBIvUGjnCGo4hzcczg-BWOhACLY85RvcEAHc NzZ9FS7MEMxGPRmwGyS94u
LOADING(psf)
SPACING-
2-0-0
CSI.
TCLL
40.0
Plate Grip DOL
1.00,
TC 0.09
TCDL
10.0
Lumber DOL
1.00
BC 0.01
BCLL
0.0
Rep Stress Incr
NO
WB 0.03
BCDL
5.0
Code FBC2017/TPI2014
Matrix-S
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
puriins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 18-3-8.
(lb) - Max Grav
Al reactions 250 lb or less at joint(s)
17, 31, 30, 29, 28, 27, 26, 25, 24, 23,
22, 21, 20, 19. 18
FORCES. (Ib)
Max. Comp./Max. Ten. - Al 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
:?::�>;:�::iea`"u��:�;ys�::T:$<:
DEFL. in (too) Weft L/d
Vert(LL) n/a - We 999
Vert(CT) n/a - me 999
Hoa(CT) 0.00 17 n/a nla
PLATES GRIP
MT20 2441190
Weight: 87 lb FT = 10%F, 10%E
QFYm�aejnlr,.„..b'0.�ROfYT0.�RSE6r61lERn, GEHpFAt TEf3g et b6l.`M,9.SA5iWEPl�a9lL0MNt£WYFHI-bm. Y.�%N A��']MrrtMm hUm 4+M �.�Gn�aMh
ST.atl1YEgNrrmM1mo W[144.m.lAYs.a6.nm sYMm MTCp.gtlr/,tyy.y+mabyl6m Ja9b,mlMOw INObNA N.TxaafYY6+E�G✓..Aq PY[�yFrysaal. P. YJm YM1 iOO YYI
0.u.LL aMertNM tde.,LntlwymnN `�+m+OYM1 In WC.a4 MAsu4Y TrvwdMNanMTODm9/.,n9wiR1.iM0.epm.w{yn>bbMmrf.M1vn. wisYltYwtua WOn Tuo YxMf�u�6YM mCm>.L%%dOn
d 4a Buel+q CetP✓/uvC ro. N.vx�K tOUatl rtiwa3wW I�.beY WaznOmYWTA..T4muNdMT^a MMblfm✓MTrvn.iJW.96Y tiN..bN..YpCahmpt L�*9Mbewm0.n'-W
WW6..gvYL 6<wgcne^.6YW mbnn6n ReD1 WY"b NR"M:GCP e.,eYmxMW WYYY4Y"•- iVL,CWw.OeitR'm.Ym+M
mY.as.T,,,..u.tic+.3.x.YVFM�..�T..mu�.bm.v,,..�.em.vu susah.cWc�.m.�a�w.,4vbaw�..anmM.9.6w.'�vEWw�: Y�raY 6aNy G+vwnTrvs6NaeN-+NMY+sv- u
•vptYixYYmv¢�mPo4W w1Pl, W'7mg.lODI6IVIRa9Tmw-Rec.v�.CTvMyw4hx.1�T0.YM=fYM.IDxW M.WnP^YsadN (iMimma.
Job
Truss
Truss Type
Qty
Ply
WRMS6MBIL
FL03GE
Floor Supported Gable
1
1 A0295908
Job Reference o bonal
v.-i poor i msses, con rierce, rL ,wnno, oe119nLmaltruss.com Run: 65.210 s 1 May 18 2018 Pn t:8.210 s May 18 2018 MITek Industries, Inc. Fri Oct 18 15:30:14 2019 Page 1
r ID; In1 E14n4krFMR5vCX81m4z20vo-8y4OYLAvPZmEOITAa9cVncQCPiRABBPd5a7SiyS94t
Otm
3x3 II 3x3 = 3r3 11
y�I 1 2 3 4 5 6 7 a3x3= 9 10 11
vi 4, ST TI sit SP;I BL
I
22 21 2D 19 18 17 16 15 14 13 12
34 11 3x3 = 3x3 - 313 =
LOADING(psf) SPACING- 24)-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 FBC2017/TPI2014
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-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
puriins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 12-7-8.
(Ib) - Max Grav
All reactions 250 lb or less at joint(s)
22. 12, 21, 20. 19, 18, 17, 16, 15, 14,
13
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) 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. Srongbacks 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
CSI.
TC 0.09
BC 0.01
WB 0.03
Matrix-S
DEFL.
in (loc) Well L/d
Vert(L-)
n/a - n/a 999
Vert(CT)
We - n/a 999
Hom(CT)
0.00 12 n/a n1a
PLATES GRIP
MT20 244/190
Weight: 63 lb FT= 10%F, 10%E
Job
Truss
Truss Type
Qty
Ply
WRMSSMBIL
FL04
Floor
2
1 v0295909
Job Reference' o Uonal
N-i mom iw5ses, ron riema, r, araao, cesign�aa iwss.cam
0."
H 1 2-6-9
3x6 =
2
Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 1815:30:15 2019 Page 1
ID:hYCoaQEtYhBIvUGInCGo4hzcczg-7u WSbuMogjhdrXKgjHg2_9T6pu RvZMYslKg?WS94s
3 4
3x6 =
5
6
1ZL
V
V
b0 L
9 8 3.4 =
cA
3x4 =
3x4 =
12-7-8
Plate Offsets (X Y)--
18:0-1-8 Edgel 19:0-1-8 Edge]
LOADING (Pat)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.53
Vert(LL)
-0.16
9-10
>940
360
MT20 2441190
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 FBC2017/TPI2014
Matdx-S
Weight: 62 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-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-M 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
BOTCHORD
9-10=011166, 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
Job
Truss
Truss Type
Qry
Ply
WRMSSMBIL
FL05
Floor
10
1 A0295910
Job Reter rice (opfo all
r- i rxoor i ruses, ron r.erce, , ease,, aesignLaiuuss.com
0-1-8
H 1 2-6-0
4x10 = 3x6 FP=
Kun: umziu s i May in zuiu Print: u.ziu s May in zui6 MITek Industries, Inc. Fri Oct 18 15:30:16 2019 Page 1
ID:hYCoaOEtYhBlvUGJnCG04hzcczg-b44gpENOROpUThv H?B4bChcFCBlevhi5P3EXbyS94r
1.3-0 2-5-0 i 1-3-0
4x4 =
4x4 =
4x10=
0A1-8
Dead Laad Defl. = 1/8 In
3.6 = 3x12 = 3x4 = 3x4 = 3.12 MT20HS FP-- Us =
3xi2 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (too)
I/deft
Ud
PLATES
GRIP
TCLL 40.0
Plate Gdp DOL
1.00
TC 0.70
Vert(LL)
-0.40 16-17
>623
360
MT20
2441190
TCDL 10.0
Lumber DOL
1.00
BC 0.86
Vert(CT)
-0.5415-16
>453
240
MT20HS
1871143
BCLL 0.0
Rep Stress Incr
YES
WB 0.80
Horz(CT)
0.09 12
n/a
n/a
BCDL 5.0
Code FBC2017frP12014
Matrix-S
Weight: 103lb
FT= 10%F, 10%E
LUMBER -
TOP CHORD 2x4 SP M 30(flat) 'Except'
Tt: 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
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
12 = 113010-6-14 (min. 0-1-8)
18 = 1130IM-14 (min. 0-1-8)
Max Gmv
12 = 1130(LC 1)
18 = 1130(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
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
BOTCHORD
17-18=0/2128, 16-17=0/4505,
15-16=014748, 14-15=014506,
13-14=014506, 12-13=012127
WEBS
10-12=2352/0, 2-18=2353/0,
10-13=011680. 2-17=0/1679, 9-13=-259/0,
4-17=258/0, 8-13=949/0, 5-17=-949/0,
8-15=-109f729, 5-16=108f729,
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.
Job
Truss
Truss Type
Oty
ply
A0295911
WRMSSMBIL
FL05A
Floor
3
1
Job Reference(opriona0
A-1 Roof Trusses, Fort Pierce, FL 34946, design@aItruss.com Run: 88.210 s 1 May IS 2016 Print: 8.210 s May 18 2018 MTek Industries, Inc. Fri Oct 18 15:30:16 2019 Page 1
ID:hYCeaOEtYhBIvUG1nCGo4hzcczg-b44gpENOROpUThv H?64bChZGCA2evu151 3EXby394r
0-"
H 2�{'- F 1-M 2-5-0
1.Sx3 11
1.5x3=
— - 1.Sz3= �zt0= i:5x'iZI-3i4""I:Sx371— t:5Kt1�3a
1 2 3 4 5 6 7
1.5x3 II
R a 10
Dead Lead Dell. =1181n
11
3x8= We= 314= 3x4= 318= 3.8=
3x12 MT20HS FP=
9-3-0 10-e-0 11'-0 20-7-8
43-0 1s-n �1-n-n R-11-R
Plate Offsets (X,Y)—
113:0-2-0,Edge1. 114:0-1-8,Edee1,
115:0-1-8,Edge1,
116:0-0$.Edael
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
TCOL 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
We
n/a
BCDL 5.0
Code FBC2017ITP12014
Matrix-S
Weight: 102lb
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*
B2: 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except and verticals.
BOT CHORD
Rigid ceiling directly applied or 1G-M 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.
TOPCHORD
2-3=-3596/0, 3-4=-3596/0, 4-5=464110,
5-6=-4641/0, 6-7=4641/0, 7-8=-3621/0,
8-9=3621/0, 9-10=-3621/0
BOTCHORD
16-17=0/2101, 15-16=0/4424,
14-15=0/4641, 13-14=0/4442,
12-13=012145
WEBS
5-15=375/34, 6-14=-046/56,
2-17=-2322/0, 2-16=0/1653, 3-16=-259/0,
4-16=916/0, 4-15=-1221694,
10-12=2362/0, 10-13=011631,
8-13=258/0, 7-13=908/0, 7-14=-1347718
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 (0.131a
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
5) CAUTION, Do not erect Imes backwards.
LOAD CASE(S)
Standard
Job
Truss
Truss Type
Qry
Ply
WRMSxSMB1L
FLOSB
Floor
1
1 A0295912
Job Reference (optional)
• 0-1-8
H 21 6-0� 1-10 -1
1.5x3 II
1.5x3 =
1.5x3 =
3x6 = 1.5x3 II
1
2 3
c
618
R1]
Bi
o •x
15
3x4 =
3.4 =
34 FP=
nun: 00, m 5 1 May 10 4U 10 YOm: O.ZIU 5 May 10 ZU16 M11 eK InOUSMe5, Inc. Fn Oct 18 15:30:11 ZU19 Page 1
I D:hYCoaQEtYhBIvUGjnCGo4hzcczg-3HeC0aO2CKxL5rU2ri)J7PEn Fc7xNRWrK3pn31 yS94q
2-7-8
Dead Load Deft.=11161n
1.5x3 11
1.5x3 II 3x6 = 3.6 = 3x6 FP= 3x4 = 3x3 11
4 _. 5 6 7 8 8 10
14
3x4 =
9 12
3x6= 3.8=
LOADING(psf)
SPACING- 2-D-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.68
Vert(L-) -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 FB02017frPI2014
Matrix-S
Weight: 103lb 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
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling direcfly applied or 6-0-0 oc bracing.
REACTIONS. (lb/size)
13 = 1289/0-3-8 (min. 0-1-8)
16 = 60910-6-14 (min., 0-1-8)
11 = 336/1viechanicel
Max Grav
13 = 1289(LC 1)
16 = 620(LC 3)
11 = 422(LC 7)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1433/0, 3-4=-1433/0,4-5=-1433/0,
5-6=0/876, 6-7=-6521174, 7-8=-652/174,
8-9=-652/174
BOTCHORD
15-16=011053, 14-15=0/1433, 13-14=0l734,
12-13=-876/0, 11-12=-21/640
WEBS
4-14=288/0, 6-13=-708/0, 2-16=-1164/0,
2-15=01420, 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.
Job
Truss
Truss Type
Qty
Ply
WRMSSMBIL
FL06G
Floor Girder
1
1
»0295913
re
Job Refence o clonal
A-1 Root Trusses, Fort Pierce, FL 34946, design@aibuss.com
0-1-8
H r 2-M
8.210 s May 182018 MiTek Industries, Inc. Tue Oct 22 10:25:21 2019 Pagel
ID:hYCoaQEtYhBIvUGjnCGo4hzcczg-jBddyAQMfUoj4S9GiOmJYCArrY7eFIx8m6GGt;yQvAl
i-3-0� 11�2-0-� 0-1A
ilg
aK
r-11
-
3.6 =
3x8 = 3.8 MT20HS FP=
15 14
3X3 = 314 =
13
3.8 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Well
Ud
TCLL 40.0
Plate Grip DOL
1.00
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 Ina
NO
WS 0.64
Hoiz(CT)
0.10 12
rda
n/a
BCDL 5.0
Code FBC2017/TP12014
Matrix-S
LUMBER -
TOP CHORD 2x4 SP M 30(flat)
BOT CHORD 2x4 SP 240OF 2.OE(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 cc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
REACTIONS. (lb/size)
12 = 1195/0-6-14 (min.0-1-8)
18 = 119610-6-14 (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. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-3116/1497, 3-23=-311611497,
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
BOTCHORD
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=-2310f712,
10-13=938/1133, 2-17=-944/1135,
7-13=506l774, 4-17=-5211746,
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 am 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 Ill uplift at joint 1It.
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-" cc 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 devices) 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 Ib up at 10-5-8, 209 Ill up at 11-9.4, and
209 lb up at 13-9-4, and 209 lb up at 15-9-4 on lop
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 Inaease=1.00
Uniform Loads (plf)
Vert: 12-18=-18, 1-11=170
Concentmted 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)1sl chase Dead +Floor Live (unbalanced): Lumber
Inaease=1.00, Plate Increase=1.00
Unifoml Loads (plf)
Vert: UA8=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)
22:5
4
26.
PLATES GRIP
MT20 244/190
MT20HS 1871143
Weight: 1041b FT = 10%F, 10%E
Vert: 12-18=18, 1-5=90, 5-11=170
Concentrated Loads (Ib)
Vert* 9=209(B)3=209(B)5=209(B)6=209(B)
23=209(B)24=209(13)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 (pit)
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: 1st 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
Uniforn Loads (plf)
Vert: 12-18=-18, 1-5=-90, 5-11=l70
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Job
Truss
Truss Type
Qty
Ply
WRMS.SMBIL
FL07GE
GABLE
2
A0295914
1
re
Job Refence lartirnall
A-i Kom i cusses, roa rierce, r� aasao, uesign�waiuuss.mm
7 2
Run: 88.210 s 1 May 18 2018 Print 8.210 s May 18 2018 MTek Industries, Inc. Fri Oct 1815:30:19 2019 Page i
ID:hYCoaQEtYhB1vUG)nCGo4hzcczg-MRFPJkxB3K9eRy7inCgJGzQPerSR8nN IuewyS94o
9-1-18
3 4 5
0
1
12
14
T
3T
I
T
13 0
t
Id
aIs
10 9 8 7 6
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (too)
I/deft
L/d
TCLL 40.0
Plate Grip DOL
1.00
TC 0.09
Vart(LL)
n/a -
me
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/TPI2014
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-
TOPCHORD
Structural wood sheathing directly applied or 5-0-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
REACTIONS. Al bearings 5-0-0.
(Ib) - Max Grant
All reactions 250 lb or less at joint(s)
10, 6, 9, 8, 7
FORCES. (Ib)
Max. Comp./Max. Ten. - Al forces 250 (Ib) 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 stmngbacks, 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
PLATES GRIP
MT20 2441190
Weight: 24 lb FT = 10%F, 10%E
Job
Truss
Truss Type
Oly,
PIy
A0295915
WRMSSMBIL
FLOE
ROOF TRUSS
7
1 9;
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 88.210 a 1 May 18 2018 Print 8.210 s May 18 2018 Mffek Industries, Inc. FriOct 18 15:36:20 2019 Pagel
ID:hYCoaOEtYhBIvUGInCGo4hzcczg-UsJLebOxVFJwyJDd WrGO12sRrglFatW1011 RgMyS94n
0-1-8
uo -
a11a
0-7-e as.o sae
0-7-e
LOADING(psf)
SPACING-
2-M
CSI.
" L. in
(loc)
I/defi
L/d
TCLL 40.0
Plate Grip DOL
1.00
TC
0.08
VeL) -0.0 rt(L0
5
>999
360
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
We
BCDL 10.0
Code FBC2017/iP12014
Matrix-P
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-M oc
puriins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (fie/size)
4 =
-209/Mechanical
5 =
701/0-8-0 (min. 0-1-8)
Max Hom
5 =
-42(LC 10)
Max Uplift
4 =
-209(LC 1)
Max Gram
5 =
701(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) 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=-66510
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=S.Opsf; BCDL=5.0psh 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 nonconcument with any other live loads.
4) • This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M 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 lb 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 (pit)
Vert: 4-6=-20, 1-3=-100
Concentrated Loads (Ib)
Vert 1=285
PLATES GRIP
MT20 2441190
Weight: 19 Ile FT = 10%F, 10%E
Job
Truss
Truss Type
OtY
ply
WRMS6MB1 L
HJ7
Diagonal Hip Girder
2
1 A0295916
Job Reference o tional
^-i Roca iFusses, Fort Fierce, rL,xa % oesigniaanruss.com
3
Run: un.ziu s 1 May 16 2e1a Fruit: 8.210 s May 18 2018 MTek Industries. Inc. Fri Oct 18 15:30:22 2019
LOADING(psf)
SPACING-
2-M
CSI.
DEFL
in
(too)
I/deb
L/d
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 [nor
NO
WE 0.34
Horz(CT)
0.01
6
n/a
n/a
BCDL 10.0
Code FBC2017/ 1312014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP 2400F 2.0E
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be Installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
4 =
135/1VIechanical
2 =
514/0=1-9 (min. 0-1-8)
6 =
355/1VIechanical
Max Hom
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.
TOPCHORD
2-10=663/176, 10-11=-658/193,
3-11=-595/194
BOTCHORD
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; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf, h=25ft;
Cat. II; Exp B; Encl., GCpi=0.16; 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
chard live load nonconcurrent with any other live
loads.
4) Y This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M 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 (a) 77
Ito down and 61 lb up at 1-4-9, 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 Ib
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 46lb up at 1-4-9, 21 lb down at 4-2-8, 21 lb
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=-%F=4, B=4)15=-71(F=-32, B=39)
Dead Load Deft. =1141n
PLATES GRIP
MT20 2441190
Weight: 41 lb FT=10%
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Job
Truss
Truss Type
WRMSSMBIL
J7
�0295917
RQtyPly ee Jb
A-1 Roof Trusses, FortPierce, FL 34946, design@altruss.cam Run: 88.210 s 1 May 182018 Pdnt: 8.210 s May 18 2018 MITek Industries, Inc. Fri Oct 18 15:30:23 2019 Page 1
ID:hYCoaQEtYhBIvUGjnCGo4hzcczguR7THdSpoAhVpmxCBzpjNgUmjl cbnGwki?G6HhyS94k
I
3x4 =
6.00 F12
LOADING(ps9
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
I/deft
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC
0.88
Vert(LL) 0.20
3-6
>422
360
TCDL
10.0
Lumber DOL
1.25
BC
0.71
Vert(CT) -0.25
3-0
>333
240
BCLL
0.0 '
Rep Stress Incr
YES
WB
0.00
Hom(CT) -0.01
2
We
n/a
BCDL
10.0
Code FBC2017frPI2014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-M 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 =
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 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-CExterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) 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 Ib uplift at
joint 1 and 115 lb uplift at joint 2.
LOAD CASE(S)
Standard
Dead Load Deb. =1/a in
PLATES GRIP
MT20 244/190
Weight: 22111 FT=10%
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a.u.. M�6mpT �. �m'1T T+qb nn�ixm urM e�.unba�ol�ep Eb�,si�M�EaM�vl �i uCaF Wha'Iimm�aM�.I�M SNPrMYe^P�R✓�'OTM6mibf90.�uPar6�xm Trm sl'/��MEE^Yti�NW� �
uMtl�ut b,.a wmb4u0rTtt1.6MrGu0A16F6 Pm1TmwE-Rem=+m�JA66gmw.t haMMTu PdW41 NVCLmaiMM��GN0.1 MCITrvmc
Job
Truss
Truss Type -
qry
ply
WRMSSMBIL
L01
Common Supported Gable
1
1 A0295918
Job Reference o tional
n-i Roos i msses, ran nerve, rr..weao, aesi9n�aalwss.com
Run: tlb.zlu s 1 May 16 201a Ynnt: 821n s May 182018 Mil
4x4 =
21 20 19 18 17 16 15 14 13 12
3x4 =
Inc. Fri Oct 1815:30:24 2019
6-6-8
LOADING(psf)
SPACING-
2-"
CSI.
DEFL,
in
(loc)
Udefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TO 0.25
Vert(L-)
-0.01
11
n/r
90
MT20 2441190
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
Matdx-R
Wind(L-)
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-
TOPCHORD
Structural wood sheathing directly applied or 10-0-0 oc
puriins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MITek recommends that Stabilizers and required
cross bracing be Installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. All bearings 16-6-8.
(lb) - Max Harz
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. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-21=-175/254, 5-6=-104/273,
6-7=-104/273, 10-12=175265
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; 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 nonconcument with any other live
loads.
9)' This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
10) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s) 21, 12, 18, 19, 20, 15, 14. 13.
LOAD CASE(S)
Standard
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Job
Truss
Truss Type
Oty
Ply
A0295919
WRMSSMBIL
L02
Common
4
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.mrn
Run: 88.210 s 1 May 18 2018 Print 8.210 s May 18 2018 MTek Industries, Inc. Fri Oct 18 15:30:25 2019
4x6 =
Dead Load Defl. =11161n
4x6 11 5x8 = 4x6 II
8-3-0 16-6-8
F% 1 8-34
Plate Offsets (X,Y)—
f2:0-2-12,0-1-81,I4:0-2-12,0-1-81,16:Edoe,0-3-81.(7:0-",0-3-01
LOADING(psf)
SPACING- 2-M
CSI.
DEFL in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.86
Vert(L-) 0.23
7-8
>830
360
MT20 244/190
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
Hom(CT) -0.01
6
n/a
We
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 90 lb FT =10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
Wl: 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-11-11 oc
purlins, except end verticals.
BOTCHORD
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. (Ib/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. (Ib)
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. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone;.can8lever 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 nonooncument 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 100lb uplift at
joint(s) except Ct--lb) 6=253, 6=274.
LOAD CASE(S)
Standard
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Job
ms
7mu
Truss Type
pry
Ply
WRM5SMBIL
Valley
1
A0295920
Job Reference (optional)
n-1 xooi i russes, Tort Tierce, rL J9 b, cesigntmaltruss.com Run: 66.2113 s 1 May 182018 Print 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:26 2019 Pagel
3- ID:hYCoaQEtYhBlvUGjnCGo4hzcczg-JOgcvtVi4543gEgnt5NQ9J6UnEn2_dfAOyUmt0yS94h
2-0-0 4-0-0
2-0-0 2-M
Y
00
2x4 G
6.00 12 2 3x4 =
2x4 1
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (loc)
I/deg
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.06
Vert(LL)
We -
n/a
999
TCDL 10.0
Lumber DOL
1.25
BC 0.09
Vert(CT)
We -
We
999
BCLL 0.0 '
Rep Stress [nor
YES
WB 0.00
Horz(CT)
0.00 3
We
We
BCDL 10.0
Code FBC2017/TP12014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-0-0 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be Installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
1 = 11013-11-0 (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. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) 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=S.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 8 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 pat bottom
chord live load nonconcument with any other live loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M 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 Ib uplift at
joint(s) 1, 3.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 10 lb FT=10%
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Job
Truss
Truss Type
Oty
Ply
WRMSSMBIL
V08
Valley
1
s0295921
1
re
Job Refence o tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.com Run: 88.210 s 1 May 182018 Print 8.210 s May 18 2018 Milrek Industries, Inc. Fri Oct 1815:30:27 2019 Page 1
ID:hYCoaOEtYhBIvUGjnCGo4hzcczg-nCE_6?VKrPCwHNFzOpurAW eb9e?Bj4vJdcEJOSe94g
6.00 r 12
2x4
3.4 =
2
2x4 1
LOADING(psf)
SPACING-
2-0-0
Cat.
DEFL.
in (Too)
Well
Ltd
TCLL 20.0
Plate Grip DOL
1.25
TC
0.27
Vert(LL)
n/a -
n/a
999
TCDL 10.0
Lumber DOL
1.25
BC
0.61
Vert(CT)
n/a -
rue
999
BCLL 0.0
Rep Stress Incr
YES
WE
0.00
Horz(CT)
0.00 3
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-P
LUMBER -
TOP CHORD 2x4 SIP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOTCHORD
Rigid ceiling directly, applied or 104)-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 =
270f7-11-0 (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 Gmv
1 =
270(LC 1)
3 =
270(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
1-2=-2621271, 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=S.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 & 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-" 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 It, uplift at
joint(s)1, 3.
.LOAD CASE(S)
Standard
3
PLATES GRIP
MT20 244/190
Weight: 231b FT=10%
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,DUNE 20, 2019
TYPICAL HIP / KING JACK CONNECTION I STDTL01
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34W
772-409-1010
CORNERSET GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 175 mph, ASCE
7-10, Exp. B, C up to 60' Mean Roof Height
and Exposure D up to 30' Mean Roof Height.
Attach End Jack's
w/ (4) 16d Toe Nails @ TC
& (3) 1.6d Toe Nails @ BC
Attach King Jack w/ (3) 16d Toe
,Nails @ TC & BC
0
ttach Corner Jack's
4 (2) 16d Toe Nails
@ TC & BC (Typ)
Attach Corner Jack's
w/ (2) 16d Toe Nails @.TC &
BC (Typ)
FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03
A-/ ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34W
772>09-1070
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
1' - 3' MAX.
DIAL. BRACE
AT 1/3 POINTS
IF NEEDED
IT IS THE RESPONSIBILITY OF THE BLOG.
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 @
ENO WALL
2X6 1
D.C. A
(4) -
NAIL DIAGONAL BRACE TO
PURLIN WITH TWO l6d NAILS.
2X4 PURLIN FASTENED TO FOUR
TRUSSES WITH (2) - 16d NAILS
EACH. FASTEN PURLIN TO BLOCKING
V/ (2) - 16d NAILS (MIN.).
PROVIDE 2X4 BLOCKING BETWEEN
THE TRUSSES SUPPORTING THE
BRACE AND THE TWO TRUSSES ON
EITHER SIDE AS NOTED. TOENAIL
BLOCKING TO TRUSSES WITH (2) -
10d NAILS AT EACH ENO. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
(5) - 10d COMMON WIRE NAILS.
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 VINO 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 S' 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 IOd
(131'X3') NAILS SPACED S' D.C. (2X4 STUDS MINIMUM).
STRUCTURAL
GABLE TRUS!
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
I TRUSS
UKAL
TRUSS
;TI In
AN AOEOUATE 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.
1ULY 17, 2017 STANDARD PIGGYBACK TRUSS
/mil KIKII ^P I/ Kl MST.,, 1 STDTL04
THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS:
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' D.C.) A PURLIN
TO BE LOCATED AT EACH BASE TRUSS JOINT.
ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8'
TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48' O.C. PLATES
SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48' O.C.
STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH
FOUR (4) 6d (1.5' X 0.099') NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM
UPLIFT CAPACITY OF 377 LBS. AT EACH 2' X W 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 1 STDTL05 -
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34M
772<09-1010
VALLEYTRUSS
(TYPICAL)
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6" O.C.
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
P 12
SEE DETAIL'A'
BELOW (TYP.)
GENERAL SPECIFICATIONS:
1. NAIL SIZE=3'X0.131'=10d
2 WOOD SCREW = 4.5' WS45 USP OR EQUIVALENT.
3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES.
4. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND
SECURE TO BASE TRUSSES AS PER DETAIL'A".
5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
6. NAILING DONE PER NDS-01.
7. VALLEY STUD SPACING NOT TO EXCEED 48'O.C.
BASETRUSSES
VALLEY TRUSS
(TYPICAL)
ATTACH 2X4 CONTINUOUS #2
SYP TO THE ROOF W/ TWO USP
WS45 (1/4' X4.5') WOOD SCREWS
INTO EACH BASE TRUSS.
TRUSS CRITERIA:
GABLE END, COMMON
TRUSS, OR GIRDER TRUSS
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 6112
CATERGORY II BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24' O.C. (BASE AND VALLEY)
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
FEBIRUARY 5, 2018 I TRUSSED VALLEY SET DETAIL I STDTL06
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
VALLEY TRUSS
(TYPICAL)
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6' O.C.
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
DETAIL A
(NO SHEATHING) N.T.S.
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
'A'
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
DRAWINGS.
S. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT
TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
6. NAILING DONE PER NOS -01.
7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C.
P 12
SEE DETAIL'A'
BELOW (TYP.)
BASETRUSSES
GABLE END, COMMON
TRUSS, OR GIRDER
VALLEY TRUSS TRUSS
(TYPICAL) -
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6112
CATERGORY II BUILDING
EXPOSURE
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
772409-1010
ATTACH VALLEY TRUSSES TO LOWER TRUSSES
WITH USP RT7 OR EQUIVALENT.
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
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24' O.C. (BASE AND VALLEY)
SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST BE
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.
NON -BEVELED
BOTTOM CHORD
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
NOTE: VALLEY STUD SPACING NOT TO y �'
EXCEED 48' O.C. SPACING.
CLIP MAY BE APPLIED
TO THIS FACE UP TO A
MAXIMUM 6112 PITCH NON -BEVELED
BOTTOM CHORD
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6112 (MAXIMUM
12/12 PITCH)
FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL I STDTL08
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
W/10d NAILS, 6' O.C.
VERI
STUD
SECTION B-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
VERTICAL
2X6 SP OR SPF
STUDVBRACE
02 DIAGONAL
BRACE
(4) - 16d
NAILS16d
NAILS
SPACED 6' O.C.
(2) IOd NAILS
INTO 2X62X6
SP OR
SPF #2
2X4 SP OR
SPF #2L
HORIZONTAL
NAILED TO
RTICALS
SECTION A -A
W/(4) - Uld NAILS
DIAGONAL BRACE 4' - 0' D.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSSDESIGN CRITERIA.
12 PROVIDE 2X4 BLOCKING BETWEEN
Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED.
TOENAIL BLOCKING TO TRUSSES
* WITH (2) - 10d NAILS AT EACH ENO.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - 10d NAILS
(4) Bd NAILS MINIMUM,
B 3X4= PLYWOOD SHEATHING TO
2X4 STO SPF BLOCK
v
* DIAGONAL BRACING ** L - BRACING REFER
REFER TO SECTION A -A TO SECTION B-B 24' MAX.
/
1DT.MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE ENO TRUSS AND WALL TO
12' MAX.
BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.
--
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF
-
SYSTEM.
4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR
BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C.
5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
/
AT 4'-0' O.C.
6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
WITH 16d NAILS SPACED G' D.C. HORIZONTAL BRACE TO BE LOCATED AT
THE MIDEPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE
STUDS WITH (3) IOd NAILS THROUGH 2X4 (REFER TO SECTION A -A)
-
7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. - DIAG.
BRACE
B. THIS DETAIL ODES NOT APPLY TO STRUCTURAL GABLES. AT 1/3
POINTS
S. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE
IF
NEEDED
TRUSSES.
10. 10d AND 16d NAILS ARE 0131'X3A' AND 0131'X3.5' COMMON WIRE NAILS
RESPECTIVELY.
11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12
BY SPIB/ALSC.
MINIMUM STUD
SIZE SPECIES
AND GRADE
STUD
SPACING
WITHOUT
BRACE
2X4
L - BRACE
DIAGONAL
BRACE
(2) DIAGONAL
BRACES AT
1/3 POINTS
MAXIMUM STUD LENGTH
2x48P#VSTUD
12'0.C.
3-8-10
5&11
6-6-11
11-1-13
2x4SP#31STUD
16'0.C.
3-3-10
4-9-12
6-6-11
9-10-15
2x4SP43ISTUD
24'O.C.
2-8-6
3-11-3
54-12
8-1-2
2X4SP*2
12'0.C.
3-10-15
5-6-11
6Fr11
11-8-14
2x4 SP42
16'0.C.
3-G11
4-9.12
6-6mll
10-8-0
2X4 SPE
24'O.C.
3.1-4
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
90% 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' D.C. ATTACHED
TO VERTICAL WITH C4) -
16d NAILS, AND ATTACHED
TO BLOCKING WITH (5) -
10d NAILS.
HORIZONTAL BRACE
(SEE SECTION A -A)
END WALL
IS BASED ON COMPONENTS AND CLADDING.
OF BRACING IS BASED ON MWFRS.
FEBRUARY 17, 2017
LATERAL BRACING RECOMMENDATIONS I STDTLIO
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34M
772-0D94010
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMINGSYSTEMS,
2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET
ALONG A FLOOR TRUSS.
NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE
TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY
OF THE METHODS ILLUSTRATED BELOW.
NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS
FROM ENO TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY
CONNECTED, BY OTHERS, AT THE ENDS.
USE METAL FRAMING
ANCHOR TO ATTACH
TO TOP CHORD
INSERT WOOD SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (DO NOT
ATTACH TO -VERTICAL CC ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
Ell WITH \
NAILS (013131d X 3')\ NAILS SCAB tITH 3d 0.131'X 3')�ATTACH TO VERTICAL WEB WITH C3) - 10d
NAILS (0131' X 3')
P65is ••
1
1
h
.•II �1* m
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRONGBACK
USE METAL FRAMING ATTACH TO VERTICAL
ANCHOR TO ATTACH WEB WITH (3) - 10d
TO BOTTOM CHORD NAILS (0131' X 7)
ATTACH 2X4 VERTICAL
TO FACE OF TRUSS.
FASTEN TO TOP AND
BOTTOM CHORD WITH
(2) - 10d NAILS (0131'
X 3') IN EACH CHORD ,
ATTACH TO CHORD
WITH (2) #12 X 3'
WOOD SCREWS
(0.216' DIAJ
ATTACH TO VERTICAL )-INSERT SCREW THROUGH.
SCAB WITH (3) - IDd OUTSIDE FACE OF 'CHORD INTO
NAILS (0131' X 39 EDGE OF STRONGBACK (00 NOT
USE DRYWALL TYPE SCREWS)
TRUSS 2X6 4' - O' WALL
STRONGBACK r
(TYPICAL SPLICE) � (BY OTHERS)
THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT,
DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB
CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0131' X 3')
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) -
10d NAILS C0131' X 7) STAGGERED AND EQUALLY SPACED (TO BE USED ONLY
WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL).
BLOCKING
(BY OTHERS)
FEBRUARY17,2017 LATERAL TOE -NAIL DETAIL STDTL11 e.
u
A-1 ROOF TRUSSES
4461 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45• WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN
-THROUGH-AND-EXIT AT -THE -BACK -CORNER -OF THE -MEMBER -ENO -AS
SHOWN).
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL
BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO
SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
TOE -NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
DIA
SP
OF
HF
SPF
SPF-S
.131
88.0
80.6
69.9
68.4
59.7
o
.135
93.5
85.6
74.2
72.6
63.4
J
in
.162
108.8
99.6
86.4
84.5
73.8
ri
.128
74.2
67.9
58.9
57.6
50.3
co
g
.131
75.9
69.5
60.3
59.0
51.1
r
.148
81.4
74.5
64.6
63.2
52.5
ri
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' OIA. X 35') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 115:
3 (NAILS) X B45 (LB/NAIL) X 1.15 (OOL) = 2915 LB MAXIMUM CAPACITY
ANGLE MAY
VARY FROM
30' TO 60'
45.00'
ANGLE MAY
VARY FROM
30' TO 60'
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW.
VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY.
SIDE VIEW
(20) 2 NAILS
NEAR SIDE
FVT-
NEAR SIDE
SIDE VIEW
(2X4) 3 NAILS
FVFNEAR SIDE
NEAR SIDE
NEAR SIDE
45.00°
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
ANGLE MAY
VARY FROM
30' TO GO'
45.000
FEBRUARY17,2017 I 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
O
J
.135
60
48
33
30
20
U7
(T7
.162
72
58
39
37
25
J
2'
0
.128
54
42
28
27
19
Z
Z
.131
55
43
29
28
19
LU
.148
62
48
34
31
21
J
J
N
Q
M
Z
.120
51
39
27
26
17
CD
Z
.1211
49
38
26
25
17
O
.131
51
39
27
26
17
.148
57
44
31
28
20
M
NUTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30° WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE
MEMBER ENO AS SHOWN.
2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION.
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. ,
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X. 3.5') WITH SPF SPECIES TOP PLATE
FOR WINO OOL OF 133:
3 (NAILS) X 37 (LB/NAIL) X 133 COOL FOR WINO) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO
FOR WINO DOL OF 1.60:
3 (NAILS) X 37 (LB/NAIL) X 1.60 (OOL FOR WINO) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING
DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
*a* USE (3) TOE -NAILS ON 2X4 BEARING WALL
*to USE (4) TOE -NAILS ON 2X6 BEARING WALL
NEAR SIDE
FAR Si
IE
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
L
NAIL
NAIL
SIDE VIEW
END VIEW
FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT STDTLI3 R
2x2 NAILER ATTACHMENT
-
GENERAL SPECIFICATIONS
A-1 ROOF TRUSSES
FORT PIERCE,IFL 34946 MAX LOAD: 55 psf Roof Load, 170 mph, ASCE
n2.409-1010
7-10, 291-0" Mean Height, Exp. B, C or D.
1.0X4
April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTL14
FO EXTERIOR FLAT GIRDER TRUSS
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
(4) 12d
TRUSS 2411 O.C.
UPLIFT CONNECTION
(SEE ROOF TRUSS)
EXTERIOR FLAT
GIRDER
12
VARIES
(4) 12d
MAX 3011(21-611)
2x6 #2 SP (Both Faces)
2411 O.C. .
SIMPSON H5
FEBRUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15
DAMAGED OR MISSING CHORD SPLICE PLATES !
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409A010
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK *
X
(INCHES)
MAXIMUM FORCE (LBS) 15% LOAD DURATION
SP
OF
SPF
HF
----2X4—
20
-- 2X6
30
—2X4—
1706
—2X6—
2559
--1X4—
1561
—2X6-
- -2X4—
—2X6—
—2X4—
—2X6
24'
2342
1320
1980
1352
2028
26
39
30'
2194
3291
20D7
3011
1697
2546
1738
2608
32
48
36'
2681
4022
2454
3681
2074
3111
2125
3187
38
57
42'
3169
4754
2900
4350
2451
3677
2511
3767
44
66
48'
3657
5485
330
5019
2829
4243
2898
4347
• DIVIDE EQUALLY FRONT ANO BACK
ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF
THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 3').
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN
THE MAIN MEMBER. USE A MIN. 3' MEMBER ENO 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
X
BREAK
110jd�NAILS NEAR SIDE 104
+10d NAILS FAR SIDE
X' MIN
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 INOICATED.
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR
AND HELD IN PLACE DURING APPLICATION OF REPAIR.
3. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID
UNUSUAL SPLITTING OF THE WOOD.
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY.
E. THIS REPAIR 15 LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
FEBRUARY17,2017 1 SCAB APPLIED OVERHANGS I STDTL16
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34945
772-409-1010
TRUSS CRITERIA:
LOADING: 40-I0-0-10
DURATION FACTOR: 115
SPACING: 24' O.C.
TOP CHORD: 2X4 OR 2X5
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
END BEARING CONDITION
NOTES:
1. ATTACH 2X--SCAB (MINIMUM N2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF IOd COMMON WIRE NAILS (148' DIA. X 3') SPACED 6' D.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.
Ifila i4lum
THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 400 SPACED 24'
Or. 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.