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HomeMy WebLinkAboutTrussAA'A'
1�9'
II
II
II
II
II
M.
V-
-XI
AIM
�I
�I
UPS.
Mills
IMF
.
1
Hatch Legend
COFFERED CLNG
T.O.B@ 19'-0e
®T.O.B@ 9'-0-
HANGER LEGEND
511 11f12
• ALL h HANGERS GROWN ARE HTU28 UNLESS 5
OTHERWISE
• ALL A FLOOR HANGERS SHOWN ARE HHUS48
UNLESS NOTED OTHERWISE
MAIN WIND FORCE RESISTING SYE TEMIPC HYBRID IMPORTANT
WIND MCU-10
ENCLOSED no, Crowing Must Be Approved Mtl
3/12 EXPOSURE CATEGORY C Retuned Before FabrkwUwI Wig
OCCUPANCY CATEGORY II Begin. For Yaw Protection Check
WIND LOAD to MPH Dimnalons Mtl conditions Mor To
TCLL:
15
pSF
TCLL:
40
PSF
TOOL:
15
PSF
TODL:
10
PSF
BCOL:
5
p5F
BCDL:
5
PSF
TOTAL:
55
PSF
TOTAL:
55
PSF
DURATION:
125
DURATION:
1.00
CAUTIONW
DO NOT ATTEMPT TO ERECT
TRUSSES WRHOUT REFERRING TO
THE ENGINEERING DRAWINGS AND
BSCIal SUMMARY SHEETS.
ALL PERMANENT BRACING MUST BE
IN PLACE PRIOR TO LOADING
TRUSSES. us. SHEATHING,
PLIES AND
BEARING BLOCK REQUIREMENTS.
SCAB DETAIL5 (IF REQUIRED)
UPLIFT AND GRAVITY REACTIONS.
WARNING
Sackcharges Will Not Be Accaptetl
Regardless o/ Fault Without Nor
Notification By Customer WINK N
Houn And Invatigallon By
Build m FirmtSoum.
NO EXCEPTIONS.
to General Conhaator le Respo ollble
BUILDER:
GRECNATI BUILDERS
PROJECT:
TIPPINS RES
MODEL:
TD'PINS RES
ADDMSS:j 19105 0KEECHOSM M
LOT / BLOCK:
109E
CITY:
PORT ST LUCIE
COUNTY
ST LUCIE
DRAWN BY. JG
JOB,: 31—T
DATE: 10130R019 SCALE: NTS
REVISIONS:
1. STUB FLOORS PER MARKUPS
3.NO D.T.C. GABLES PER MARKUPS
3
Limulmem
FirstSoume
]015. NINGS HIGHWAY
FORT PIECE, FL 30.9a
Ph. (M)-COT53yg
P'aQ
Lumber design values are in accordance with ANSIfTPI 1 section 6.3
These truss designs rely on lumber values established by others.
RE: 2088179 - MiTek USA, Inc.
Site Information: 6904Parke East Blvd.
Customer Info: Grecnati Builders Project Name: Tippins Res Model: Tippins Resampa, FL33610-4115
Lot/Block: - Subdivision: -
Address: 19105 Okeechobee Rd, -
City: Port St. Lucie State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City: State:
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 mph
Roof Load: 45.0 psf Floor Load: 55.0 psf
This package includes 39 individual, Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that Iam the Truss Design Engineer and this index sheet
conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
q}
1
2
3
4
5
6
7
8
9
10
11
12
13
14
16
18
19
20
22
Seal#
T18693807
T18693808
T18693809
T18693810
T18693811
T18693812
T18693813
T18693814
T18693815
T18693816
T18693817
T18693818
T18693819
T18693820
T18693821
T18693822
T18693823
T18693824
Truss Name Date No. Seal# Truss Name Date
A01GE
11/19/19 23
T18693825
F13
11/19,
A02
11/19/19 24
T18693826
FG1
11/19,
A03
11/19/19 25
T18693827
FG2
11/19,
A04
11/19/19 26
T18693828
FG3
11/19,
A05GE
11/19/19 27
T18693829
FG4
11/191
BO1G
11/19/19 28
T18693830
HJ5
11/19,
B02G
11/19/19 29
T18693831
J1
11/19,
B03
11/19/19 30
T18693832
J3
11/19,
C01GE
11/19/19 31
T18693833
J5
11/19,
CO2
11/19/19 32
T18693834
M01
11/19,
CO3G
11/19/19 33
T18693835
V01
11/19,
F01
11/19/19 34
T18693836
V02
11/19,
F02G_
11/19/19' 35
T18693837
V03
11/19,
F03
11/19/19 36
T18693838
VO4
11/19,
F04
11/19/19 37
T18693839
V05
11/19,
F05
11/19/19 38
T18693840
V06
11/19,
F06G
11/19/19 39
T18693841
V07
11/19,
F07
11/19/19
F08G
11/19/19
F09
11/19/19
F11
11/19/19
F12
11/19/19
The truss drawing(s) referenced above have been prepared by
MiTek USA, Inc. under my direct supervision based on the parameters
provided by Builders FirstSource (Fort Pierce).
Truss Design Engineer's Name: Velez, Joaquin
My license renewal date for the state of Florida is February 28, 2021.
IMPORTANT NOTE: The seal on these truss component designs is a certification
that the engineer named is licensed in the jurisdiction(s) identified and that the
designs comply with ANSI/rPl 1. These designs are based upon parameters
shown (e.g., loads, supports, dimensions, shapes and design codes), which were
given to MiTek or TRENCO. Any project specific information included is for MiTek's or
TRENCO's customers file reference purpose only, and was not takedinto account in the
preparation of these designs. MiTek or TRENCO has not independently verified the
applicability of the design parametersorthe designs for any particular building. Before use,
thebuilding designer should verify applicability of design parameters and properly
incorporate these designs into the overall building design per ANSI/rPl 1, Chapter 2.
III II if,".
681.82
/ ATE OF '4/Z
E?%%�,, Q�
����/ 11IIIIII`
Joa uln Vela PE o.68182 �dm/\
MRe Usk Inc. Cod 6634
6984 a East d. Tampa R 33614 �
Date: �`\!
November 19,2019
Velez, Joaquin 1 of 1
Job Truss
Times Type
City
Ply
T78693803
2088179 A01GE
Common Supported Gable
1
1
Job Reference loalionall
bulmers rrrsr3ource Iron rlerce), Tort rlerce, rL-34B45, 8.240 s Jul 142019 MiTek Industries, Inc. Tue Nov 19 08:07:14 2019 Page 1
ID:xYTOOsSdFuZrxFVo_oR8SpyPvd9-Cl5aD1 UxgFU9gh?k8B9rGcb52ubNihwC GYhy?yHgph
1-11.6 33-0-0
0.2 16-6-0 31-0-8 - -14 35�0.0-2.0-0 40- 2002-a0 0_6
14�8
o-1-0
1-142 Scala = 1:59.3
5.00 12
4,15 =
t0
9I8
�- 34 33 32 31 3029 28 27 26 2524 23 22 21 20
3x4 = 3x4 =
33-0-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL,
in
(loc)
Well
L/d
PLATES GRIP
TCLL 25.0
i Plate Grip DOL 1.25
TC 0.39
Vert(LL)
-0.02
19
rdr
120
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.11.
Vert(CT)
-0.02
19
PIr
120
BCLL 0.0 '
Rep Stress Incr YES
WB 0.13
HOrz(CT)
0.01
18
n/a
n1a
BCDL 5.0
Code FBC2017[rP12014
Matrix-S
Weight: 1851b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD 2x4 Be No.2 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS- 2x4 SP No.3
REACTIONS. All bearings 33-0-0.
(Ib) - Max Horz 2=-149(LC 10)
Max Uplift All uplift 100 lb or less at joints) 28, 29, 31, 32, 33, 26, 25, 23, 22. 21 except 2= 188(LC 12).
34=-105(LC 12),20112), 18=-188(LC12)
Max Grav All reactions 250 Ib or less at joints) 27, 28, 29, 31, 32, 33, 26, 25, 23, 22, 21 except 2=370(LC
1), 34=339(LC 21), 20=1 22), 18=370(LC 1)
FORCES. (Ile) -Max. CompJMax. Ten. -All fames 250 (lb) or less except when shown.
TOP CHORD 8.9=-108/309, 9-10=-129/364, 10-11=129/372, 11-12=-108/316, 12-13_ 87/256
WEBS 3-34=-295/252, 17-20= 295/252
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10;,Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cal
11; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3)-1-11-510 1-0-11, Extedor(2) 1-0-11 to 16-6-0, Comer(3) 16-6-0
to 19-6-0, Exteriar(2) 19-6-0 to 34-11-5 zone: cantilever left and right exposed ; end vertical left and right exposed;C-C for members
and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate gripDOL=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 ANSIRPI 1.
4) All plates are 2x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads.
8) - This truss has beendesigned for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 28, 29, 31, 32. 33,
26, 25, 23, 22, 21 except Qt=lb) 2=188, 34=105, 20=105, 18=188.
Joaquin Velez PE No.66193
MTek USA, Ina FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 19,2019
A WARNING. wrdrydesrgeperemetereend RE NOTES ON MISAND/NCLODEDMREKREf RANCEPAGEMIF74n3 I 1W0i@0158EFONE USE
Design valid for use on1y wIM MTek® connectors. This design Is based only upon parameters shown, and Is for on in ilvidual building component. not
��-
a hues system. Before use, the bulding designer must verily. the applloablllty of design parameters and properly Incorporate Mrs design Into Me overall
building design. Bracing Indicated is to prevent buckling of individual buss web anti/or chord members only. Additional temporary and permanent bracing
MiTek-
is always requited for stability and to prevent collapse with possible persona/ injury and property damage. For general guidance regarding Me
fobricotion; storage, delivery, erection and bracing of busses and truss systems, seeAN31/IPII QuoBm�a.. Criteria, MIMI? and BC61 Building Component
Sabry Mformatbrrrvallabie from Truss Plate InsMote, 218 N. Lee Street, Butts 312,
69N Parke East BNe.
FL
Alexani VA 22314.
Tampa, 33610
Job Truss
Truss Type
OfY
Ply
T18693804
2088179 A02
Common
1
1
Jab Reference (optional)
otnimis nrslOourve Lron rlarcel, run narcn,,-avow, a.e4USJI1119LUIUMIleKlnauslnes,lnC. Iue N0Vla UB:U/ab2U19
Scale = 1:59.3
5.00 12
4x6 =
6
11<
0
3x4 = 46 = 3xB _ 4x6 = 3x4 =
LOADING (psQ
TCLL 25.0
TCDL 15.0
BCLL 0.0 '
BCDL 5.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017ITP12014
CSI.
TC 0.69
BC 0.80
W B 0.72
Matrix-S
DEFL.
Ved(LL)
Vert(CT)
Horz(CT)
in (lac) Vdefl L/d
-0.20 14-16 >999 240
-0.41 14-16 >955 180
0.13 10 rVa n/a
PLATES_ GRIP
MT20 2441190
Weight: 165111 FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 2-5-6 oc puffins.
BOT CHORD 2x4 SP No.2
BOT CHORD Rigid ceiling directly applied or 5-11-3 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1638/0-5-8, 10=163810-5-8
Max Horz 2=-149(LC 10)
Max Uplift 2=-602(LC 12), 10=-602(LC 12)
FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3157/1159, 3-5=-2839/1073, 5-6— 1961/841, 6-7=-1961/841, 7-9=.2839/1073,
9-10=-3157/1169
BOT CHORD 2-16=-945/2820, 14-16=-699/2272, 12-14=-729/2272, 10-12=-979/2820
WEBS - 6-14=-431/1087, 7-14=750/384, 7-12=-112/433, 9-12=-381/228,5-14=
750/384,
5-16=-112/433, 3-16=-381/228
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.OpsC h=25ft; B=45ft; L=2411; eave=4f : Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-11-5 to 1-0-11, Interior(1) 1-0-11 to 16-6-0, Extedor(2)
16-6-0 to 19-6-0, Intedor(1) 19-6-0 to 34-11-5 zone; cantilever left and right exposed ; antl vertical left and right exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 joints) except (jt=1b)
2=602, 10=602.
Joaquin Velez PE No.68182
fill ek USA, Inc. FL Cart 6634
6304 Parke East Blvd. Tampa FL 33810
Data:
November 19,2019
,&WARNING-VsrydednParamerersend READ NOTES ON THIS AND INCLUDED MRENpEFERANCEPAGEM11-7473,c. laWo15aEFOREUSE
Design valitl for use only with MRek6 connectors. This tleslgn Is based only upon parameters shown and Is for an Individual build irg component, not
��-
a truss system. Before use, the bu Iding designer must verify the applioabllity of design parameters and properly Incorporate this tleslgn Into the overall
building tleslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracng
MiTeIC
Is always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection end bracing of trusses and truss systems seeANSVIPII Qua' lyy CrlorO, DSB49 and SCSI Building Component
6904 Parl aEast 6Nd.
Safety Infommgonavolloble from Truss Rafe Institute, 218 N. Lee Street, Sulfe 312, Also VA 22314,
Tampa, FL 33610
Job
Truss
I runs I ype
Q ryFly
T18693805
2088179
A03
Roof Spedal
5
1
Job Relerence (optional)
0
B.240 s Od 29 2019 MiTek Industries, Inc. Tue Nov 19 10:32:102019 Pagel
ID:xYTOOsSdFuZmFVcLoF,8SpyPvd9-aLFrDscOYfjHSpMLPavlpVfsh6iPiH?IpGzMpdyHfa3
-2-0-0 5-11-3 7-2-12 11-2-10 166-0 1 -0 23-9-0 28-1-3 30-8-e Mo 1802
2-0-0 541-3 1-3.8 3-11-td 5.36 6- 6-9-0 43-15 2-5-8 2-0-0
416 =
5.00 12
6xB= _...
7x10= 2x411
8-9-14 . 11.2-10 . 166-0 n-n,n
Scale =1:59.6
23-51d 23-g.14 an -BA sna.sna.n.n
a-9-14
24-11
5.36
6-
6-94
0- -10
6-8-10 0-142-4-10
Plate OftsetsiX,Y)--
12:0-0-10,Edgel,[7:0-5-0.0-3-0],[8:0-10-10,0-0-01,[9:0-0-8,0-1-81,(11:0-2-8,0-4-0].114:0-3-12,Edge1
LOADING(psQ
SPACING- 2-0-0
CSI.
DEFL
in
(too)
Vdeft
L/d
PLATES GRIP
TCLL 25.0
Plate Grip DOL 1.25
TIC
0.79
Verl(LL)
-0.37
2-14
>999
240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC
0.76
Vert(CT)
-0.65
2-14
>598
180
BCLL 0.0 '
Rep Stress Incr YES
WE
0.87
Horz(CT)
-0.28
2
n/a
Na
BCDL 5.0
Code FBC2017rrP12014
Matrix-S
Weight: 204 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No.1 'Except'
7-9: 2x5 SP M 26
BOT CHORD 2x4 SP No.2'Except-
2-14: 2x4 SP No.1, 8-11: 2x6 SP M 26
WEBS 2x4 SP No.3
OTHERS 2x6 SP M 26
LBR SCAB 7-9 2x6 SP M 26 one side
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc puffins.
BOT CHORD Rigid ceiling directly applied or 6-6-3 oc bracing.
WEBS 1 Row at midpt 7-11
REACTIONS. (lb/size) 2=1646/0-5-8, 9=1462/0-5-8
Max Ho¢9=152(LC 11)
Max Uplift2=-605(LC 12), 9=-470(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown.
TOP CHORD 2-17=-3010/1109, 3-17=-2903/1130, 3-4=-2568/1006, 4-5=-2453/1018, 5-18=-2224/912,
6-18=-2145/922,6-19=-2193/948,7-19=-2332/926,7-16=362611413,16-20=-3779/1394,
8-20=3805/1393, 8-9=-545/271
BOT CHORD 2-14=-927/2662, 10-11=-1192/3553, 8-10=-1192/3557
WEBS 6-11=-461/1225,11-14=-719/2274,5-11=-497/224, 3-14=-458/256,7-11— 1646/686,
7-10=0/329
NOTES-
1).®Attached 9-10-9 scab 7 to 9, front face(s) 2x6 SP M 26 with 2 howls) of 10d (0.131'x3°) nails spaced 9° o.c.except : starting at 5-4.4 from
end at joint 7; nail 2 row(s) at 3° o.c. for 2-11-0.
2) Unbalanced roof live loads have been considered for this design.
3) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=25ft; B=45ft; L-2411; eave=4ft; Cat. II;
Exp B; Encl., GCpi=0.18; MWFPS (directional) and C-C Extedor(2)-1-11-5 to 1-0-11, Intedor(1) 1-0-11 to 1"-0, Extedor(2) 16-6-0 to
19-6-0, Interior(1) 19-670 to 32-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;CC for members and
forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
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 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity
of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6051b uplift at joint 2 and 4701b uplift at
joint 9.
LOAD CASE(S) Standard
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 19,2019
A WARNING - Verify design parameters and READ NOTIES ON MIS AND INCLUDED MffgK REFERANCE PAGE Mel ra, IQA1qV?dlS BEFORE USE.
Deslgn valld for use only with MOekS connectors. This deslgn h based only upon parameters shown and Is for an individual building component, not
a truss system. Before use, the bustling designer must verify the applicability, of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and bracing
M!Tek*
permanent
Is always required for stabilly and to prevent colopse wtth possIble personal injury and property damage. For general guidance regarding me
fabrication, storage, delivery, erection and bracing of messes and truss systems, seeANSVrPIt ppa0y Criteria, DS049 and 501 Suldxrp Component
6904 Parke East Brie.safety
m/armakorwallable from Truss Plate Institute, 218 N. Lee Sheet. Butte 312. AlexO; VA 22314.
Tampa. FL 33610
Job Truss
Truss Type
Dry
Ply
T78693806
2088179 A04
Common
6
1
Job Reference (optional)
Builders FirstSource (Fart Pierce), Fort Pierce, FL-34945,
142019 MiTek Industries, Inc. Tue Nov 19 08:07:162019
5.00 12
46 =
Scale=1:57.1
Id
axa — 3x4 = 4x6 = 3x8 = 4x6 = 3x4 = 3x6
7-1-11 16-6-0 25-10.5 33-0.D
7-1-11 B-0-5 9-4-5 7-141
Plate Offsets MY)—
[2:0-0-10 Edge] [10:0-0-10 Edge]
LOADING (ps!)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Udell
L/d
PLATES GRIP
TCLL 25.0
Plate Grip DOL 1.25
TC 0.69
Vert(LL)
-0.20 13-15
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.80
Vert(CT)
.0.42 13-15
>933
180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.75
Horz(CT)
0.14 10
Na
rda
BCDL. 5.0
Code FBC20177TPI2014
Matrix-S
Weight: 1621b FT=20%
LUMBER -
TOP CHORD 2x4SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4SP No.3
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-5-1 oc puffins.
BOT CHORD Rigid ceiling directly applied or 5-6-12 oc bracing.
REACTIONS. (Ib/size) 2=1648/0-5-8, 10=1462/Mechanical
Max Horz2=152(LC 11)
Max Uplift 2=-608(LC 12). 10=-473(LC 12) _
FORCES. (Ib) - Max Comp./Max Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-3181/1189,3-5=-2063/1103,5-6=-1985/854,6-7=-1985/870,7-9=-2939/1168,
9-10=-3277/1284
BOT CHORD 2-15=-1034/2842, 13-15=-784/2294, 11-13=-780/2315, 10-11=-1117/2965
WEBS 6-13=-451/1103, 7-13=-776/394, 7.11=-170/482, 9-11=-448/289, 5-13=-750/383,
5-15=-112/433, 3-15=-381/227
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 9=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-11-5 to 1-0-11, Interior(1) 1-0-11 to 16-6-0, Extedor(2)
16-6-0 to 19-6-0, Intedor(1) 19-6-0 to 32-10-4 zone; cantilever left and right exposed; end vertical left and right elrposed;C-C for
members and forces 9 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
2=608, 10=473.
Joaquin Velez PE 110.68182
MiTek USA, Ina FL Calf 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 19,2019
AWARNING -Vedlydes/gnpommetereendREADNOTES ONTN/SANDINCLUDEDMITEKREFERANCEFAGEMBJ4Tdmv.laNa2ar5BEFOREUSE
Design valid for use only win Mlfek® connectors. This design Is based only upon parameters shown, and Is for on IndMtlual building component. not
a buss system. Before use, the building designer must verify the opplicablllry of design parameters and properly incorporate this tleslgn Into the overall
building design. Bracing Indicated is to prevent buckling of individual taus web anti/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possble personal Injury and property damage. For general guidance regarding me
fobdcotion storage. delivery, erection and bracing of trusses and truss systems seeAN9Utpit Quaff y Criteria, DS349 and BCSI BuadYry Component
Sobly Nformalbmvailable from Truss Rate Institute, 218 N. Lea Sheet. Suite 312, Alexandria, VA 22314
MiTek'
69M Parke Easr BNd,
Tampa, FL 33610 7
Job Truss
Truss Type
Oty
Ply
T18693807
2088179 AOSGE
Common Supponetl Gable
1
1
Job Reference (optional)
Builders FlrSISOBfae (Fort Pierce),
Fod Pierce, FL- 34945,
8.240a Jul 14 2019 MiTek Industries, Inc.'Tue Nov 19 08:07:18 2019 Page 1
ID:xYTOOsSdFLiZmFVo_oRBSpyPvd9-5eK530XSkU_bBIJVN1 EnOSmnlVygoW ovuWv5myHgpd
1-11-8
- 33-0-0
-2-a0 1-t a2
1£
31-0-8 3A-14 35-a0
2-0-00-2la4se8
14E-8 a -s 2-o-e
0-1-0
1-10.25cale =1:SB.5
5.00 12
4x6 =
10
4xa 33 32 31 30 2928 27 26 25 2423 22 21 20 19
3x4 = 3x4 =
3x4 =
Plate Offsets (X,Y)—
[2:0-0-2,0-0-01, 118:0-0-2,0-0-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(foe)
Vdefl
Ld
PLATES GRIP
TCLL 25.0
Plate Gdp DOL 1.25
TC 0.39
Vert(LL)
-0.00
1
nfr
120
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.14
Vert(CT)
-0.01
1
ndr
120
BCLL 0.0
Rep Stress ]nor YES
WB 0.13
Horz(CT)
0.01
18
n/a
n/a
BCDL 5.0
Code FBC2017/TP12014
Matrix-S
Weight: 1821b FIF=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied ore-0-0 oc puriins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 33-0-0.
(lb) - Max Harz 2=152(LC 11)
Max Uplift All uplift 100 Ib or less at joint(s) 27, 28, 30, 31. 32, 25, 24, 22, 21, 20, 18 except 2=-179(LC 12),
33=-105(LC 12),19=-172(LC 12)
Max Gmv All reactions 250 lb or less at loint(s) 26, 27, 28, 30, 31, 32, 25, 24, 22, 21, 20, 18 except
2=370(LC 1), 33=339(LC 21), 19=418(LC 22)
FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown.
TOP CHORD 8-9= 103/289, 9-10=-124/345, 10-11=-124/347, 11-12=-103/291
WEBS 3-33=-295/252, 17-19=-352/374
NOTES-
1) Unbalanced root live loads have been considered forthis design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL--3.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cal.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3)-1-11-5 to 1-0-11, Exlerior(2) 1-0-11 to 16-6-0, Comer(3) 16-6-0
to 19-6-0. Extenor(2) 19-6-0 to 33-0-0 zone; cantilever left and right exposed ; end vertical left and right elxosed;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 ANSVTPI 1.
4) All plates are 2x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads.
8) ` This tress 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.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 27, 28, 30, 31, 32,
25, 24, 22, 21, 20, 18 except (jt=1b) 2=179, 33=105, 19=172.
Joaquin Velez PE No.68182
MTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 19,2019
QWARNING-Verily Ceslgnperametenr..d NERD NOTES ON TH/SAND INCLUDED MREKREFERANCEPAGEMl47473rev.. 141MM015BEFOREUSE
Design volid for use only with Nl connectors. 1hls design Is based only upon parameters shown. and Is for an Indlvldual building component, not
��-
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
6 always required for stablllfy and to prevent collapse with posble personal Injury and property damage. For general guidance regarding me
fabrication, storage, calvary, erection and bracing of trusses and muss systems, seeANSIMIl Quo' Cm.do. OSUP and SCSI Building Component
6904 Parke East Met.
Safety Nformotbrgvalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Maxondrlo. VA 22314.
Tampa, FL 33610
Job Truss
Truss Type
pty
Ply
T1669380B
2088179 B0113
Hip Girder
7
1
Job Reference o tional
0.4vU s ew w eV I U an I Ex Inaumnes, Inc. I us Nov iu uo:u/:2u Zul e
3.00 F12
5x12 =
vvv 3 24
1, 2
d
3x6 = 23 39
2x4 II
2x4 II 7x10 =
42526 27 285 29
2x4 II 3x6 = 5xB =
22 40 21 41 20 42 43 44 1945 46
4x12 = 3x6 = 2x4 II 7x10 =
Scale = 1:70.0
2x4 11 5d, = 5x6 =
9 36 37 38 10 11
® $ ;pC
W —�� a\VI \` 12 t3g,b
l�
47 18 48 49 17 15 50 51 15 14 3x6 =
2x4 II 5x8 — 2x4 II
3x6 = 3x4 =
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL.
LOADING (psf) SPACING- 2-M CSI. DEFLin (loc) Well Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.25 TC 0.86 Vell -0.18 18 >999 240 MT20 2441190
TCDL 15.0 Lumber DOL 1NO5 BC 0.69 VeO-0.34 18 >674 180
epStesIBCLL 0.0 RWB Horz(CT) -0.01 12 Na Na
BCDL 5.0 Code FBC20P2014
Matrix-S Weight: 176 Ib FT=20%
LUMBER- _ BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-3 oc puffins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-6-7 oc bracing.
WEBS 2x4 SP No.3 *Except*
3-22,5-22,5-19,8-19,8-16,10-16: 2x4 SP No.2
REACTIONS. All bearings 0-8-0 except at=length)20=0-4-0, 12=0-3-0.
(lb) - Max Horz 2=-43(LC 22)
Max Uplift All uplift 1001b or less at joint(s) except 2=-382(LC 4), 20=-742(LC 8), 15=-638(LC 8), 12=-274(LC
22)
Max Grav All reactions 2501b or less atjoint(s) 12 except 2=741(LC 1), 20=2368(LC 17). 15=2000(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-1294/486, 3-4=-271/201, 4-5=-271/201, 5-6=-1011/337, 611/337,
8-9=-1258/424,9-10=-1258/424, 10-11= 338/1303,11-12=-357/1318
BOT CHORD 2-23=-437/1221, 22-23=-437/1252, 20-22=-2342(776, 19-20=-2342f776, 18-19=-654/2278,
16-18=-654/2278,15-16=-1768/579,14-15=-1768/579,12-14_ 1259/404
WEBS 3-23=-11/282, 3-22=-1006/337, 4-22=-465/232, 5-22=-915/2660, 5-20=-22171f61,
5-19=-1063/3455, 6-19=-514/235,8-19=-1330/418, 8-16=-1074/328, 9-16=-495/225,
10-16=-950/3117,10-15=-1840/623,10-14=-2461756,11-14=-462/175
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=25ft; 8=45ft; L=24ft; eave=5ft; Cat.
11; Exp B; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate gdp DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3821b uplift at joint 2, 7421b uplift at
joint 20, 6381b uplift at joint 15 and 2741b uplift at joint 12.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1121b down and 1661b up at
5-0-0, 71 Ito down and 78 Ito up at 7-0-12, 71 Ib down and 76 Its up at 9-0-12, 71 Ito down and 78 Ib up at 11-0-12, 71 Ib down and
78 Its up at 13-0-12,71 Its down and 78 Its up at 15-0-12, 71 Its down and 78 Its up at 17-0-12, 71 Ito down and 78 lb up at 19-0-12.
71 Its down and 78 Ib up at 19-11-4. 71 lb down and 78 le up at 21-11-4, 71 Ib down and 78 go up at 23-11-4, 71 Ito dawn and 78 Ito
Joaquin Velez PE No.68182
up at 25-11-4, 71 Ib down and 78 Its up at 27-11-4. 71 He down and 7B He up at 29-11-4, and 71 Its down and 78 to up at 31-11-4,
MTek USA, Inc. FL Cart 6634
and 112 lb down and 166 Ib up at 34-0-0 on top chord, and 226 Its down and 55 He up at 5-0-0, 39 Ito down at 7-0-12, 39 Ib down at
6904 Parke East Blvd. Tampa FL 33610
9-0-12, 391b down at 11-0-12, 39 Ib down at 13-0-12, 39 Its down at 15-0-12, 39 Ito down at 17-0-12, 39 Ito down at 19-0-12, 39 Ib
Bate:
down at 19-11-4, 39 lb down at 21-11-4, 391b down at 23-11-4, 39 Ile down at 25-11-4, 391b down at 27-11-4, 39 lb down at
29-11-4. and 39 Ito down at 31-11-4, and 2261b down and 55lb up at 33-114 on bottom chord. The designtselection of such
November 19,2019
Connectiondevice(s) is the responsibility of others
O WARNING -Whey design parameter, and READ NOTES ON MIS AMDINCLUOED 4/mEK REFERANCE PAGE NIP74M rev. INAi2al5 BEFORE USE
Design valid for use only with Mitek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a hum system. Before use, the building designer must verify the appllcablllty of design parameters and Papery Incorporate this design Into the overall
building design. Bracing Indicated is to prevent bucAing of individual truss web and/or chord members only. Additional temporary and permanent bracing
KWIC
Is always required for stoollty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication. storage, delivery, erection and bracing o1 ruses and hum systems weANSU1P11 Quality Ci teM, DS549 and BCSI Bull Component
6904 Parke East Blvd.
Safety Inlennatbrgvollabie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312 Alexandria. VA 22314.
Tampa, FL M610
Job Truss
Truss Type
pty
Ply
T18693808
2088179 B01G
Hip Girder
1
1
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL- 34945, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Nov 19 08:07:20 2019 Page 2
NOTES-
ID:xY-rOOsSdFuZrxFVo oRBSpyPvd9-11SrT4YG5EJOcSuVSGFWtr?6lVf6FF5NC709fyHgpb
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: 15=-80, 3-11=-80, 11-13=-80, 2-12=-10
Concentrated Loads (lb)
Vert: 3=-58(F) 11=-58(F) 23=-127(F) 16=-13(F) 9=-56(F) 14=-127(F) 24=58(F) 25=-58(F) 27=-58(F) 28--5B(F) 29=-58(F) 30— 58(F) 31=-58(F) 32=58(F) 33=-58(F)
34= 58(F) 35=58(F) 37=-58(F) 38=-58(F) 39=-13(F) 40=-13(F) 41=-13(F) 42— 13(F) 43=-13(F) 44=-13(F) 45=-13(F) 46=-13(F) 47=-13(F) 48=-13(F) 49=-13(F)
50=-13(F) 51— 13(F)
Job Truss
Truss Type
Oty
Ply
T18693809
2088179 B02G
Hip Girder
1
1
Job Reference (optional)
pun0ars 111.1Jaarcn true neruel, run rin'c . rc- JYnw,
0.24V SJUI 14 2Ule MI IeK measures, Inc. I ae Nov le ua:U/:21 2u19
Scale = 1:70.0
3.00 r12 10.16 MT20H5 =
2x4 11 Sag = 61 MT20HS=
Salo =
2x4 11
Sag =
2x4 11
6x12 MT20HS=
3 423 24 5 25 26 27 6 28
4x6 =
29 7 30 31
8
32 9 33
3410
35 11
Sx8 =
I1O
131b
81
22 21 36 20 37 38 39 19 -40
41 18 42 43
17
44 16 45
15
46 14
2x4 11 4x12= 7x10:=
2x4 11
6xB
8x14 MT20HS=
6xB=
2x4 H
1 Oxl6 MT20HS =
LOADING Pat) SPACING- 2-0-0
TCLL 25.0 Plate Grip DOL 1.25
TCDL 15.0 Lumber DOL 1.25
BCLL 0.0 Rep Stress Incr NO
BCDL 5.0 Code FBC2017/TP12014
CSI.
TC 0.92
BC 0.67
WB 0.98
Matrix-S
DEFL.
Ven(LL)
Vert(CT)
Hom(CT)
in (fee) Well Ud
-0.68 16-17 >508 240
-1.25 16-17 >276 180
0.07 12 n/a Na
PLATES
MT20
MT20HS
Weight: 208 lb
GRIP
244/190
187/143
FT=20%
LUMBER-
BRACING.
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD Structural wood sheathing directly applied or 2-3-0 oc puffins.
3-7,7-11: 2x4 SP M 31
BOT CHORD
Rigid ceiling directly applied or 2-4-7 oc bracing.
BOT CHORD 2x6 SP M 26 *Except*
WEBS
1 Row at midpt 7-19.
6-20
2-20: 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
5-20: 2x6 SP No.2, 6-20: 2x4 SP No.2
REACTIONS. (Ib/si2e) 2=-134/0-8-0, 12=1694/0-8-0, 20=3625/0-4-0
Max Hom 2=46(LC 4)
Max Uplift 2=-413(LC 18), 12=-668(LC 5), 20=-1144(LC 8)
Max Gmv 2=124(LC 10), 12=169118), 20=3625(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3= 642/2261, 3-4— 1273/4242.4-5=-1273/4242, 5-6=-1946/6311, 6-7=-185/559,
7-8=-6478/2045,8-9=-6478/2045,9-10=-6926/2230, 10-11=-6926/2230,
11-12=-4962/1599
BOT CHORD 2-22=-2175/6B4, 21-22=-2149/684, 20-21=-6311/2034, 19-20=-556/281,
18-19=-1181/4016,17-18=-1182/4010,16-17=-2377/7736,15-16— 2377/7751,
14-15— 1473/4777,12-14>1474/4755
WEBS 3-22=-29/284,3-21=-2411/757, 5-21=-751/2330, 5-20=-1590/560, 6-19=-340/1294,
7-19=-4736/1485,7-17=-809/2586,8-17=-415/189,9-17=-1317/466,9-16=0/270,
9-15=-883/245, 10-15=-439/219,11-15=-696/2281,11-14= 12/280, 6-20=-6003/1865
NOTES-
1) Unbalanced mot live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=25ft; B=45ft; L=24ff; eave=5ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
-
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) All plates are MT20 plates unless otherwise Indicated.
5) The Fabrication Tolerance at joint 3 = 16%
6) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads.
7) • 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.
Joaquin Velez PE No.66182
8) Bearing at joint(s) 20 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify
INTO USA, Inc. FL Cert 6634
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 413 lb uplift at joint 2, 668 lb uplift at
6904 Parke East Blvd. Tampa FL 33610
joint 12 and 1144 lb uplift at joint 20.
Date:
November 19,2019
QWARNi Vedlyirfae parannearsand READNODES ON MMANDWCLUDEDMREKREFERANCEPAGEW74Mmr 10113,laa15BEFONE USE
Design valid for use only with Mrek® connectors. rhls design 6 based only Won parameters shown, and is for On Individual building component. not
a truss system. Before use, he building designer must verify the appllCablllty, of design parameters and properly Incorporate this design Into the Overall
building design. Bracing indicated is to prevent buckling of lndividuol bass web antl/or chord members only. Additional temporary antl permanent bracing
Is always required for sioblllfy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication: stomps, delivery, erection and bracing of trusses and huss systems weANSVrpil Qua Criteria. Di and i guiding Component
Intomlalbnwoilpble hem Truss wotB InstiNte. 218 N. Lee Sheet Suite 312. Alexontlrl¢ VA 22314,
MO_
69M Parke East Blvd.Sobly
Tampa, FL 33610
Job Truss
Truss Type
ty
Ply
T78693809
2088179 B02G
Hip Girder
7
1
-71'
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL- 34945, 8.240 s Jul 142019 MiTek Industries, Inc. Tue Nov 19 08:07:222019 Page 2
NOTES-
ID:xVTOOsSdFuZmFVo_oR86pyPvd9-_PacumaziiVOdvcHgfjblwKn6BNa6ZOq W U6EXyHgpZ
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 112lb down and 166 lb up at 5-0-0, 71 lb down and 78 lb up at
7-0-12, 71 lb down and 78 lb up at 9-0-12. 71 lb down and 78 lb up at 11-0-12. 71 lb down and 78 lb up at 13-0-12, 71 lb down and 78 lb up at 15-0-12, 71 lb down and
78 lb up at 17-0-12, 71 Ib down and 78 lb up at 19-0-12, 71 lb down and 78 lb up at 19-11-4, 71 lb down and 78 lb up at 21-11-4, 71 lb down and 78 lb up at 23-11-4,
71 It, down and 78 lb up at 25-11-4, 71 lb down and 78 lb up at 27-11-4, 71 lb down and 78 lb up at 29-11-4, and 71 lb down and 78 lb up at 31-11-4, and 112lb down
and 166 lb up at 34-0-0 on top chard, and 226 lb down and 55 lb up at 5.0-0, 39 lb down at 7-0-12, 39 lb down at 9-0-12. 39 lb down at 11-0-12. 39 lb down at 13-0-12,
39 lb down at 15-0-12, 39 Ib down at 17-0-12. 39 It, down at 19-0-12, 39 lb down at 19-11-4, 39 lb down at 21-11-4, 39 lb down at 23-11-4, 391b down at 25-11-4, 39
lb down at 27-11-4, 39 lb down at 29-11-4, and 39 lb down at 31=11-4, and 226 Ito down and 55 lb up at 33-11-4 on bottom chord. The designtselection of such
connection device(s) is the responsibility of others.
11) 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 (plfJ
Vert: 1-3=-80, 3-1 1=-80,11-13=-80, 2-12=-10
Concentrated Loads (lb)
Vert: 3=58(B) 11=-58(B) 22=-127(8) 17=-13(B) 8=-58(B) 9=-58(8) 16=-13(B) 15=-13(B) 10=-58(B) 14=-127(B) 23=-58(B)24= 58(B) 26=-5B(B) 27=-58(B)
28=-58(B)29=-58(8)30=-58(B) 31=-58(B)32=-58(B)33=-58(B)35=-58(B)36= 13(B) 37=-13(B) 38=-13(B)39=-13(B)40=-13(B)41_ 13(B)42=-13(B)43=-13(B)
44=-13(B)45=-13(B)46=-13(B)
Job - Tress
Truss Type -
Oty
Ply
T78693810
2088179 B03
Hip
1
1
Job Reference (optional)
ommers rirsraourcn lrmr r,.ne,, run nerve, ......
U.e4u s Jun4 aide ran arc mamines, mc. I ue rvov iu ua:urzz Cunu
Scale = 1:70.0
3.00 12 6xt2MT20HS=
7x10 =
3 4 2021
06 = 3x6 = 4x6 = 5x6 =
5 6 7 22 23 8
2x4 II 6xe 3x6 = 7x10 = Axe = 3x8 MT20HS= 4x6 =
LOADING (psf)
TOLL 25.0
TCDL 15.0
BCLL N. '
BCDL 5.0
SPACING- 2-"
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/rP12014
CSI.
TC 0.97
BC 0.95
WB
Matrix-S
DEFL in (loc) Vdefl Ud
Vert(LL) -0.44 13 >779 240
Vert(CT) -0.80 13-14 >434 180
Hoa(CT) 0.04 9 Na Na
PLATES
MT20
MT20HS
Weight: 1701b
GRIP
2441190
187/143
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.1 'Except'
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc pudins.
6-8: 2x4 SP M 31
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4 SP No.2
WEBS
1 Row at midpt 4-14
WEBS 2x4 SP No.3'Except'
4-14,5-13,7-11: 2x4 SP No.1
REACTIONS. (lb/size) 2=61/0-8-0, 16=2460/0-4-0, 9=1302/0-8-0
Max Horz 2=52(LC 8)
Max Uplift 2=-274(LC 22), 16=-772(LC 12). 9=529(LC 9)
Max Gmv 2=88(LC 21), 16=2460(LC 1),'9=1306(LC 22)
FORCES. (Ifie) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-718/1864, 3-4=-1054/2799, 4-5=-1892/842, 5-7=3916/1698, 7.8=-3081/1401,
8-9=-3236/1398
BOT CHORD 2-17=-1777/775, 16-17=-1775/779, 14-16= 2799/1183, 13-14=-721/1892,
11-13— 1577/3916, 9-11=-1278/3057
WEBS 3-16=-1405/621, 4-16— 1652/755,8-11=-48/349,4-14=-1951/4779, 5-14=-1069/514,
5-13=-881/2098,7-13=-424/253,7-11=-1066/431
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat.
II( Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 1-0-0, IntedoF(1) 1-0-0 to 7-0-0, Exarior(2) 7-0-0 to
11-2-15, Intefior(1) 11-2-15 to 32-0-0, Extedor(2)32-0-0 to 36-2-15, Interior(1) 36-2-15 to 41-0-0 zone; cantilever left and fight
exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) All plates am MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 2741b uplift at joint 2, 7721b uplift at
joint 16 and 529 Ib uplift at joint 9.
Joaquin VelaPE No.68182
MiTek USA, Inc. FL Cert 66M
6904 Parka East Blvd. Tampa FL 33610
Date:
November 19,2019
Q WARNING-Ver/yy doslgn panmeremand READ N07E5 ON WISANDWCLUDEDMWEKRUENANCEPAGEM674m., 10,012015eEFONE USE
Design valid for use only with Mifek® connectors. This design Is based only upon parameters shown. and a for an Individual building component, not
a truss system. Before use, the building designer must verity the applicability of cession parameters and properly Incorporate the design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
Is always required for stability end to prevent collapse with possible personal injury and property damage. For general guidance recording the
fabticallon, storage, delivery, erection and bracing of trusses and tress systems, seeAN lump 1 C,Ug Criteria, DSad9 antl SCSI Building Component
Safety Infotmotbnavoliabie from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandria, VA 22314.
�,-
MIMIC
69M Parke East Blyd.
Tampa, FL 33610
Job
Tribes
Trues Type
ry
Y
T18693811i
2088179
COIGE
Common Structural Gable
1
l
Job Reference (optional)
B.240 s Oct 292019 NTek Industries,Inc. Tue Nov 1910:18:392019. Pagel
ID:xYTOOs5dFuZrxFVo_oRSSpyPvd9-2JIFOYoJXTXMIBsUOisTSUZJkBVEBX7wKO0xr8yHfmk
SAO-O 1 If." i 13-8-0 t
2-0-0 S-10-0 5-10-0 2-0-0
06 =
3x411 1219 11 10 9 208 3z411
s1-9-Tz67s o10 A-712
21. n'lie
t
Scale=1:41.6
Plate Offsets (X,Y)--
(2:0-3-8,Edgel, 14:03-8,Edael
LOADING(psQ
SPACING- 2-0-0
CS.
DEFL
in
Qoc)
I/defl
Ud
PLATES
GRIP
TCLL 25.0
Plate Grip DOL 1.25
TC 0.64
Vert(LL)
0.01
8-9
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
SC 0.72
Vert(CT)
0.01
8-9
>999
180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.68
Harz(CT)
0.00
8
n/a
n/a
BCDL 5.0
Code FBC2017/TP12014
Matrix-S
Weight: 86 lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
2-14,4-6: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. All bearings 6-7-0 except at=length) 8=0-3-8, 12=0-3-8.
(III - Max Horz 11=-290(LC 10)
Max Uplift All uplift 100 is or less atjoint(s) except 10=-309(LC 12), 11=-409(LC 21), 9=-395(LC 22), 8=-332(LC
9), 12=-408(LC 12)
Max Gray All reactions 250 lb or less atjoint(s) 11, 9 except 10=942(LC 1). 8=674(LC 22), 12=686(LC 21)
FORCES. III) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-14=-264/194, 4-6=-266/197, 21-22=-158/327, 3-22=-156/489, 3-23=-158/489,
23-24=-160/327
BOT CHORD 13-14=-71/364, 12-13=-328/395, 12-19=-328/395, 11-19=-328/395, 10-11=-326/397,
9-10=-326/397, 9-20=-326/397,8-20=-326/397,7-8=-326/397, 6-7=-70/363
WEBS 3-10=-883/415, 2-13=-599/586, 4-7=-596/566
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=2411; eave=oft; Cat. 11;
Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-10-13 to 1-1-3, Intedor(1) 1-1-3 to 5-10-0, Exterior(2) 5-10-0 to
8-10-0, Interior(1) 8-10-0 to 13-6-13 zone; cantilever left and right exposed ; end vertical left and right 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 ANSVTPI 1.
4) All plates are 2x4 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 20.0psf 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, with BCDL= 5.Opsf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 309 Is, uplift at joint 10, 409 lb uplift at joint
11, 395 lb uplift at joint 9, 332 lb uplift at joint 8 and 408 Ib uplift at joint 12.
LOAD CASE(S) Standard
Joaquin Velez PE No.68182
61Tek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date;
November 19,2019
Q WARNING -Verify desl9n paremehrs end READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIL7473 rev. 101132015 BEFORE USE.
Design valid for use only with MBekl& connectors. TNs design a based only upon parameters shown, antl is for an Individual bulldog component, not
a truss system. Before use, the building designer must verify the applicabll0y of design parameters and properly Incorporate the design Into the overall
bullding design. Bracing Indicated is to prevent buckling of lndlulduct truss web antl/or chord members only, Additional temporary and permanent bracing
6 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabricaliom storage, deWery, erection and bracing of husses antl buss systems. weAAISVrpil peall8lyy CrSula. DS149 and SCSI Building Component
Safety erforma8onovollobie from Truss Fate Institute, 218 N. Lee Sheet Suite 312 Alexantltla. VA 22314,
MiTek'
6904 Pare East Blvd.
Tampa, FL 33610
Job Truss
Truss Type
Oty
Ply
T18693812
2088179 CO2
Common
4
1
Job Reference (optional)
Builders Prrslaource (Port Pierce), Pon Pierce, FL- J4e4b, 8.240 s Jul 14 2019 MiTek Industries, Inc. TUG Nov 19 08:07:24 2019 Page 1
ID:xY-rOOsSdFuZmFVo_oRBSDyPvd9-wohMJSbDJJlksDmfklKBgjOfNw_12EDhlgzDlOyHgpX
-2-0.0 5-10-0 11-1-0 13-8.0
2-o-0 5-10-0 VAN 2-0-0
axe =
1=
3,06 II 5x8 = 3x6 II
V5 "0 11-8-0
5-10-0 5.10.0
Scale=1:41.4
Plate Offsets (X Y)--
12:0-3-8 Edgel 14i0-3-8 Edgel
LOADING (pso
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
Vd
PLATES
GRIP
TCLL 25.0
Plate Grip DOL 1.25
TC 0.97
Vert(LL)
-0.02
7-8
>999
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.21
Vert(CT)
-0.03
7-8
>999
180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.08
Horz(CT)
0.00
6
Na
n/a
BCDL 5.0
Code FBC2017ITP12014
Matrix-S
Weight: 77 lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOTCHORD 2x4 SP No.2
WEBS. 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 8=676/0-5-8, 6=676/0-3-0
Max Horz 8=-290(LC 10)
Max Uplift 8=-284(LC 12), 6=-284(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-475/216, 3-4=-475/216, 2-8=-649/415, 4-6=-649/415
BOT CHORD 7-8=-255/365, 6-7= 76/368
Structural wood sheathing directly applied or 6-0-0 oc puriins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES -
I) Unbalanced mof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-10-13 to 1-1-3, Intedor(1) 1-1-3 to 5-10-0, Exterior(2) 5-10-0
to 8-10-0, Interior(1) 8-10-0 to 13-6-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 284 lb uplift at joint 8 and 284 lb uplift at
joint 6.
Joaquin Velez PE No.68182
101'rek USA, Inc. FL Cent 6634
69114 Parke East Blvd. Tampa FL 33610
Date:
November 19,2019
QWARNING-Vsrlfytlesl9rparamefereantl READ NOTES ON TNISAND/NCLUDEDMREKHEFERANCEPAGEM67473rev. 1GNa20l56EFO8E USE
Design voila for use only with Mrekws connectors. 7h6 tlaslgn Is to ad
only upon parameters shown, and Is far an IntlMduol buJding component. not
o Ild g .m. a lom use, the building designer mu1 verify Me applicablllty of tlesign parameters antl properly Incorporote this tleegn Info the overall
bNltling tlaslgn&ocing Indicoted6 to prevent buckling oflndviduolimss web and/or chord members only. Adtlitlondl fempwaryontl permanenibracing MiTek'
Is ciw0ys required for stability antl to prevent collopse wlm possible personal Njury antl property domdge. For genemi gultldnce regarding me
fdbticptlon, U mge, tlelNary, erection and brocing of busses antl buss systems, sseANSI/IP11 puaipy CM�M. DS6d9 and 6C31 SW41ny Caml>enenl 6904 Palle East Blvd.
Sooty Infplmatblgvo0dbletrom Truss fldte Insfltuta. 218 N. lee Sheet Sutta 312 Alexdndtld, VA 22314. Tampa, FL 33610
Job Truss
Truss Type
city
Ply
T18693813
2088179 CO3G
Common Girder
1
2
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL- 34945,
8.240 s Jul 14 2019 MiTek
Inc. Tue Nov 19 08:07:25 2019 Page 1
46 II
2x4 It
6.12 MT20HS=
7xt0=
6x12 MT20HS=
3.0-12
5-10-0
8-7-4
11-8-0
3-0-12
1 2.9-0
1 2-9.4
1 3-0-12
Scale=1:42.7
Plate Offsets (X,Y)—
17:0-5-0,0-4-121
LOADING (pso
SPACING-
2-"
CSI.
DEFL
in
(loc)
Mail
Ud
PLATES
GRIP
TCLL 25.0
Plate Grip DOL
1.25
TC 0.62
Vert(LL)
-0.06
6-7
>999
240
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.44
Vert(CT)
-0.11
6-7
>999
180
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.82
Horz(CT)
0.01
6
n/a
n/a
BCDL 5.0
Code FBC2017/FP12014
Matrix-S
Weight: 175 lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x6 SP M 26
WEBS 2x4 SP No.3 *Except* BOT CHORD
1-8,56: 2x4 SP No.2
REACTIONS. (lb/size) 8=4260/0-5-8, 6=4026/0-3-0
Max Horz 8=-224(LC 6)
Max Uplift 8=-1403(LC 8), 6=-1325(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 g1r) or less except when shown.
TOP CHORD 1-2=-983/397,2-3=-3433/1227, 3-4=-3433/1227;4-5=-967/392, 1-8=-750/315,
5-6=-739/312
BOT CHORD 7-8=-777/2292, 6-7=-706/2290
WEBS 3-7— 1544/4295, 2-7=-286/430, 2-8=-2681/824, 4-7=-288/433, 46— 2698/830
Structural wood sheathing directly applied or 6-0-0 cc pudins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 cc bracing.
NOTES-
1) 2-ply truss to be connected together with 1Od (0.131'x3') nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc.
Bottom chords connected as follows: 2x6- 2 rows staggered at 0-7-0 cc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 cc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps4 BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Encl., GCpi=0.I S; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
5) All plates are MT20 plates unless otherwise indicated.
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 1403 It, uplift at joint 8 and 1325 lb uplift
at joint 6.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1452 Ito down and 483 lb up at
1-7-4, 1452 Ib down and 483 lb up at 3-7-4, 1452 Ib down and 483 lb up at 5-7-4, and 1452 lb down and 483 lb up at 7-7-4. and
1452 lb down and 483 lb up at 9-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of
others.
LOAD CASE(S) Standard
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 19,2019
TI8693813
CO3G ICommon Girder
LOAD CASE(S) Standard
1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Unifonn Loads (pli)
Vert: 1-3=-80, 3-5=-80, 6-8=-10
Concentrated Loads (lb)
Vert: 7=-1452(B) 9=-1452(B) 10=-1452(B) 11=-1452(B) 12=-1452(B)
Q WARNING- yerllydeslgnperamefemand READ NOTES ON MMANOINCLUOEOM/TEKREFERANCEPAGEMRI4nmre 1a=ra15SEFORE USE
Design valid for use only with Mgel� connectors. Th6 design is based only upon parameters shown, and Is for an Individual building component, not
�-
a truss system. Before use. the building designer must verify the oppllcabllity of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
WOW
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabricoflon, storage. delivery, erection and bracing of trusses and buss systems. seeANSV1911 Quality Cdfeda, DSB49 and SCSI Bultlhsg Component
6904 Parke East Blvd.
Safety hrfalmalbmvolicble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Truss
Truss Type
Oiy
PlyT18693814
Pool88179 F01
Floor
8
1
Job Reference o 'anal
minters rundbource tran rarcel, run trustee, r�- aysva,
0-1-8 p.g.�p
H1 2-5-0 I �,
1
R8
27
3x6 =
3x4 = 3x4 =
2 3 4 5
3x4 II
3x4 = 3.6 FP=
6 7 8
e24U a JU114 ZU18 MI I eK lnamines, Inc. I Ue NOy l9 U6:U/2a ZUl9 rage l
ID:xYTOOsSdFuZrIFVo_oR8SpyPvd9-sBp7k8dTrA?S6Xw2dNfl852FjTZW2ez18SKNIyHgpV
1H 5-0� 0- 8
Saak = 1:54.7
US = 3x4 = 3x4 = 3x6 =
9 10 11 12 13 14 i5 16
0
29 d
N
26 25 24 23 22 21. 20 18 18 17
3x6'= 3x4 = 5.8 = 3.6 FP= 3x4 = 3x6 = 3x6 =
3x8 =
LOADING (psf) SPACING- 1-7-3 CS1. DEFL. in (loc) Udell Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1'00 TC 0.82 Vert(L-) -0.24 18-19 >948 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(CT) -0.34 18-19 >673 240
BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(CT) 0.04 17 Na Na
BCDL 5.0 Code FBC2017/rP12014 Matrix-S Weight: 183lb FT=20%F, 1ME
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-M oc puffins,
BOT CHORD 2x4 Ste No.2(flat) .except end verticals.
WEBS 2x4 SP.No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
REACTIONS. (lb/size) 17=748/0-3-8, 23=1644/0-3-8, 27=467/0-3-8
Max Grav 17=763(LC 4), 23=1644(LC 1), 27=535(LC 3)
FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-895/0, 3-4=-895/0, 4-5=-808/152, 56=-808/152, 6-8=0/858, 8-9=0/858,
9-10=-1127/0, 10-11=-1127/0, 11-12=-1698/0, 12-13=-1698/0, 13-14=-1497/0,
14-15=-1497/0
BOT CHORD 26-27=0/599, 25-26=-152/808, 24-25=-152/808, 23-24=-420/357, 22-23=-7MI38,
20-22=0/1698,19-20=0/1698,18-19=0/1771, 17-18=0/912
WEBS 2-27=-741/0, 6-23=-1000/0, 2-26=-20/372, 6-24=0/705, 5-P4=-283/0,4-26=0/342,
15-17=-1130/0, 9-23=-1346/0, 15-18=01734, 9-22=0/980, 13-18=-343/0, 11-22=752/0
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-M 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.
Joaquin Velez PE No.68182
MiTek USA, Ina FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 19,2019
,&WARNING -redly design psremeremand READNOTES ON TNISAND INCLUDED NO-EKREFERANCEPAGEW74mmr 10N.3,12015BEFORE USE.
Design valid for use only win Mgel,19 connectors. This design Is based only upon parameters shown antl Is for an Individual building component. not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only, Additional temporary and permanent bracing
MiTek'
Is always required for stoblllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fobrlcatlon. storage, delivery. erection and bracing of trusses and cuss systems seeANSURII Quality ClBado, DSB49 and Best Bultlhp Component
69M Parka. East Blvd.
Safety InfoomatbMvollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314,
Tampa, FL M610
Job Truss
Truss Type
Oty
ply
T78693815
2088179 F02G
Floor
7
1
Job Reference (optional)
ommem nmwwrue (Fort Fie w1, For Fier arena,
0-1-8
HH �•5--0
3x4 =
3x4 =
a.Z41) s JUI 14 ZUla MI tax Industries, Inc. I Us NOV IS 08:07:28 2019 Page l
ID:xYTOOsSdFuZncFVo_oR8SpyPvd9-oZxt9p&NYFALg40z7P7gZAOuXBJ_xaGCSxRRByHgpT
1:§Ad
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL.
3x4 II
3x4 = 3x6 FP= 4.6 = 3x4 =
9 g.� 1-7-8 o-�6.8
Scal4 = 1:54.7
3x4 = 4x6 = 4x6 =
0
31 0
N
29 28 27 26 25 24 23 22 21 20 19 19
3x6 = 3x6:= 3x4 = 5.8 = 3x6 FP = 3x4 = 3x4 = 3x6 =
3.8 = 4x6 =
LOADING (psf)
SPACING- 1-7-3
CSI.
DEFL.
in (lac) Udefl Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.81
Vert(LL)
-0.24. 20-21 >960 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.90
Vert(CT)
--0.35 20-21 >663 240
BCLL 0.0
Rep Stress lI Or NO
WEI 0.50
Hoa(CT)
0.04 18 Na Na
BCDL 5.0
Code FBC2017RPI2014
Mat dz-S
Weight: 188lb FT=20%F, 11%E
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.1(flat) *Except*
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins,
1-7: 2x4 SP No.2(flat)
except end verticals.
BOT CHORD 2x4 SP No.1(flat) *Except*
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
23-29: 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 18=919/0-3-8, 25=1693/0-3-8, 29=467/0-3-8
Max Gmv 18=934(LC 4), 25=1693(LC 1), 29=532(LC 3)
FORCES. (Ib) - Max. CompJMaz. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-887/0, 3-4=-887/0, 4-5=-795/148, 5-6=-795/148, 6-8=0/860, 8-9=0/860,
9-10=-1258/0, 10-11=-1258/0, 11-12=-1918/0, 12-13=-1918/O, 13-14=-1862/0,
14-15=-1702/0, 15-16=-1702/0
BOT CHORD 28-291 27-28=-148/795, 26-27=-148r/95, 25-26=-414/339, 24-25=-13/440,
22-24=0/1918, 21-22=0/1918,20-21=0/2076, 19-20=0/1862,18-19=0/1139
WEBS 2-29=-735/0, 6-25=-997/0, 2-28=-18/367, 6-26=0/704, 5-26=-284/0,4-28=0/340,
16-18=-1412/0, 9-25=-1428/0, 9-24=0/1056, 13-20=-268/55, 11-24=-869/0,
13-21=-358/0, 15-19=-278/0, 16-19=0/841, 14-19=-413/0
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._
4) CAUTION, Do not erect truss backwards.
5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 270 lb down at 28-6-4 on top
chord. The design/selection of such connection device(s) is the responsibility of others.
6) 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 +Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 18-29=-8, 1-17=-80
Concentrated Loads (lb)
Vert: 15=-219(B)
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 19,2019
® WARNING -Ventytlesignparamefersardl?"DNOTESON TN/SANONCLUDEDMIiEKNEFENANCEGAGEMX74YJree.raN32pr5aEFOHE USE.
Design valid for use only with MIreW connectors. This dedgn Is based only upon parameters shown, ands for an individual building component, not
a truss system. Before use, the building designer must verify Me applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing Indicated is to prevent buoNing of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek-
isalways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabricatlon. storage, delivery, erection and bracing of trusses and truss systems, seaUgiap Pli Quality Criteria, DS949 and SCSI Bultlbp Component
6904 Parke East Blvd.
$Wary Informaeanavollable from Truss Plate Institute. 218 N. Lee Sheet Suite 312, Alexandria. VA 22314..
Tampa, FL 33610
Truss
Truss Type -
oty
Ply
Fob
T18693816
9. F03
Floor
2
1
Job Reference (optional)
0-1-8
H 2-5-0
1.5x3 II
1.5x3 = 3x4=
1 2
ts,au s am Ir zu i e ml l es mousmes, mc. l ue Nov as ua:u/¢tl zui v ragas
ID:xYTOOsSdFuZrxFVo_oRBSDyPvd9-oZxt9pfkNYFALg40z7P7gZAVbXGO-7ZGCSxRRByHgpT
0.114
Scale=1:23.3
1.51C3 II 1.5x311
3 430 = 5
3x4 =
6
1.5xs II
7
3.6 = 3x4 = 1.5x3 II axis = 3x4 =
Plate Offsets (X,Y)—
[4:0-1-8 Edge] [11:0-1-e Edge]
LOADING (psf)
SPACING- 1-7-3
CSI.
DEFL.
in
(loc)
I l
L/d
PLATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.38
Vert(LL)
-0.08.
9-10
>999
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.57
Verl
-0.09
9-10
>999
240
BCLL 0.0
Rep Stress Incr YES
We 0.25
Horz(CT)
0.02
8
Na
n/a
BCDL 5.0
Code FBC2017/TPI2014
Mtl
Weight: 78 lb
FT=20%F, II%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc pudins,
BOT CHORD 2x4 SP No.2(flat)
except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 12=592/0-3-8, 8=59710-0-8
FORCES. (lb) -Max. Comp -Was. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1053/0, 3-4=-1053/0, 4-5=-1040/0, 5-6=-1040/0
BOT CHORD 11-12=0/679, 10-11=0/1053, 9-10=0/1053, 8-9=0/664
WEBS 6-8=-832/0, 2-12=-841/0, 6-9=0/472, 2-11=01477
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 0o 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.
3) CAUTION, Do not erect truss backwards.
Joaquin Velez PE No.68182
Mriek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
November 19,2019
AWARN/NG-VedlydeslgnparametersandREADNOTESONMISANDINCLUD£DMIFENREFERANCEPAGEMIF74Yan,TaGGiro15BEFOREUSE.
Design valid for use only with MiRess, connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not
a truss system. Before use. Me building designer must verify Me appliccbllity of design parameters and properly Incorporate this design Into Me overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me
fabrication, storage, delivery. erection and bracing of fusses and hum systems, seeANSVMII Quality CrBurla. DSB-89 and SCSI Sell Component
6904 Parke East Blvd.
Safety InformaBerc,olloble from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Join Truss
Truss Type
I]ty
ply
T18693817
2088179 F04
Floor
1
1
Job Reference (optional
0-1-8
H4 �� 2
d.a4u s dui 14 euTu mr i eK Inalremes, Inc. I Ue NOV 19 UB:0729 2019 Pagel
ID:xYTOOsSdFLtZmFVo_oRBSpyPvd9-GmVFM9fM8sN1z_tdW mMNmjfRxcmjR5OR6g_dyHgpS
W
scale = 1:56.1
1.5x3 II 1.Sx3 II 3x6 FP= l.W II 1.5x3 II 1.5K3 II
2 3 4 5 6 7 B 9 10 11 12 13. 14 15 16 17
29 28 27 26 25 2423 22 21 20 19 18
3x6 = 1.5x3 11 3.8 = 34 FP= 3.6 = 3x6 = 1.54 11
1.54 II 1.54 II
Plate Offsets (X Y)--
[4:0-1-e Edgel (11:0-1-B Edge][15:0-1-e Edoe7 (16:0.1-e
Edgel
[25:0-1-B Edge] [2T0-1-e Ednel
LOADING (psf)
SPACING- 1-73
CSI.
DEFL.
in (loot Well
Ud
PLATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC
0.44
Verl
-0.07 28-29 >999
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.00
BC
0.56
Vert(CT)
-0.09 28-29 >999
240
BCLL 0.0
Rep Stress lncr YES
WB
0.29
Hom(CT)
b.02 21 ri/a
Na
BCDL 5.0
Code FBC2017/TP12014.
Matrill -
Weight: 189 lb
FT=20%F, 11%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. All hearings 0-3-8.
(lb) - Max Uplift All uplift 1001b or less at joints) 18
Max Grev All reactions 250 lb or less at joints) 18 except 26=1295(LC 16), 30=540(LC 5), 21=990(LC 4)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-907/0, 3-4=-907/0, 4-5=-827/0, 5-6=-827/0, 6-8=0/526, 8-9=0/526, 9-10=-654/0,
10-11=-654/0,11-12= 638/0, 12-13=-638/0,13-14=0/466,14-15=0/466
BOT CHORD 29-30=0/605, 28-29=01827, 27-28=01827, 26-27=-119/382, 25-26=-139/300, 24-25=0/654,
22-24=0/654, 21-22=01305
WEBS 2-30=-748/0, 6-26=-922/0,2-29=0/379, 6-27=0/615, 13-21=-818/0, 9-26=-843/0,
13-22=01470, 9-25=0/524, 15-21=-491/0
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) All plates are 3x4 MT20 unless otherwise indicated.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)18.
4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
5) CAUTION, Do not erect truss backwards.
Joaquin Velez PE No.68182
i USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 19,2019
QWARN/NG-Vedry EeslgnpsramlhsrdREAD NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MX7473rev. fa41.'pla15 BEFORE USE
Design valid for use only with M9ek® connectors. This design is based only upon parameters shown, and B for an Individual building component not
a truss system.. Before use, Me building designer must verity. Me oppiicobllny of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent bucWing of individual fruz web and/or chord members only. Additional temporary and permanent bracing iwiTek'
Is always required for slobiliTy and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me
fabrication, storage, delivery. erection and bracing of trusses and truss systems seeANSVMll Quality Cdtedo, DS8419 and BCSI Building Component 6904 Parke East Brad.
Safety Informartionovallobie from Truss Plate results. 218 N. Lee Street, Sulfe 312. Alexandria, VA 22314. Tampa, FL 33610
Job Truss
Truss Type
Oty
Ply
T78693818
2088179 F05
Floor
3
7
Job Reference (optional)
awmem n�muuu�w tru.. r,e,ueH 1u11
0.1-8
H 2-5-0 i 0-8-4 i
1.5x3 II
1.bx3 = 3x4 = 1.5.3 II
1 2 3 43x4 =
15.24u a Jul 14 ZUla NIIleK industries, Inc. weNovl9 Ua:W:3uzulg Pagel
ID:xYTOOsSGFLiZmFVo_oRBSpyPvd9-Iy2daVg_v9Vua8Dp4YRbw_GSAKz5Sv9ZgIOYW4yHgpR
3x4
6
Scale=1:22.8
316 = 3x4 = 1.5X3 11 3x6 = 3x4 =
LOADING (psf)
SPACING-
1-7-3
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC 0.31
Vert(LL) -0.06 9-10 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL
1.00
BC 0.49
Ven(CT) -0.0811-12 >999 240
BCLL 0.0
Rep Stress Incr
YES
WB 0.24
Horz(CT) 0.02 8 1 n/a
BCDL 5.0
Code FBC2017/TP12014
Matrix-S
Weight: 77 lb FT=20%F, 11%E
LUMBER-
BRACING.
TOP CHORD 2x4 SP No.2(flat)
TOP CHORD Structural wood sheathing directlyapplied or 6-0-0 oc pudins,
BOT CHORD 2x4 SP No.2(flat)
except end verticals.
WEBS 2x4 SP No.3(8at)
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 12=581/0-3-8, 8=586/0-3-8
FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown
TOP CHORD 2-3=-1017/0, 3-4=-1017/0, 4-5=-1009/0, 5-6=-1009/0
BOT CHORD 11-12=01664, 10-11=0/1017, 9-10=0/1017, 8-9=0/649
WEBS 6-8=-814/0, 2-12=-822/0, 6-9=0/451, 2-11=0/449
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X T) nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
3) CAUTION, Do not erect truss backwards.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 19,2019
Q WARNING - Verify Eas/9a paramef...d READ NOTES ON THIS ANDINCLUDED MITEKREFERANCE PAGEMA7473ni MAlloV15SEFOREUSE
Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
bullding design. Bracing Indicated is to prevent buckling of Individual III web and/or chord members any. Additional temporary and permanent bracing
b always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the
fabrlCOMon, storage, delivery, erection and bracing of houses and trun systems, SeeANSVIPII Qual9fthy cm•In. Os11a9 and eaI twdnp eompanml
Safety Informatbmvollobie from Truss Plane Institute. 218 N. Lee Street. Suite 31Z Alexandria VA 22314.
��-
MiTek'
69M Parke East Blvd.
Tampa, FL 33610
Job Truss
Truss Type
my
Ply
T18693819
2088179 F06G
Floor Girder
1
1
�JolbReferencel[optional)
owionr. ....sour. I,w, rnus,a), To. Imes, m-0rera, 8.24U S Jul 142U19 MI I ex Industries, Inc. Tue Nov 19 08:07:31 2019 Pagel
ID:xYT00sSdFuZmFVo_oRBSpyPvd9-DBcOnnccgT01Clo7eGzgSBotBkG9BLfvPA52WyHgpO
250 LI_ 1-0I �q
THIS TRUSS IS NOT SYMMETRIC. Scale=1:33.1
PROPER ORIENTATION IS ESSENTIAL.
1.Sx3 11 1.5x3 11 1.54 II 1.5x3 I I
1 2 3 4 5 6 7 19 8 9 10
3x6 = 1.5%3 II ,
w m is n
348 = 1.5x3 11
1.5x3 II
Plate Offsets (X,Y)--
14:0-1-8,Edce1 r8:0-1-8.Edae1 [9:0-1-8 Edgel
rl5:0-1-8 Edoel
LOADING (psf)
SPACING- 1-7-3
CSI.
DEFL
in (lac)
Vdefl
Ud
PLATES
GRIP
TCLL 40.0
Plate Grip OOL 1.00
TC 0.94
Vert(LL)
-0.0716-17
>999
360
MT20
244/190
TCDL 16.0
Lumber DOL 1.00
BC 0.63
Vert(CT)
-0.0916-17
>999
240
BCLL 0.0
Rep Stress Incr NO
WB 0.29
Horz(CT)
0.01 11
1
Na
BCDL 5.0
Code FBC2017/TP12014
Matrix-S
Weight: 1121b
FT=20%F, 11%E
LUMBER- BRACING -
TOP CHORD 2x4 SO No.2(flat) TOP CHORD
BOT CHORD 2x4 SO No.2(flat)
WEBS 2x4 SP No.3(Bat) BOT CHORD
REACTIONS. (lb/size) 18=543/0-4-0, 11=174/Mechanical, 14=1183/0-4-0
Max Uplift 11=-6(LC 3)
Max Gray 18=550(LC 10). 11=228(LC 7), 14=1184(LC 9)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-918/0, 3-4=-918/0, 4-5— 852/0, 5-6=-852/0, 6-7=0/415, 7-8=0/415
BOT CHORD 17-18=0/601, 16-17=0/852, 15-16=0/852, 14-15=-25/398
WEBS 7-14=,332/0, 2-18=-754/0, 6-14=-872JO, 2-17=0/397, 6-15=0/609, 5-15=-253/0,
8-14=-572/0
Structural wood sheathing directlyapplied or 6-0-0 oc purlins,
.except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) All plates are 3x4 MT20 unless otherwise Indicated.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joints) 11.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131 ° X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6) CAUTION, Do not erect truss backwards.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 251 lb down at 14-11-12 on top
chord. The design/selection of such connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plQ
Vert: 11-18=-8, 1-10=-80
Concentrated Loads (lb)
Vert: 19=-200(F)
Joaquin Velez PE No.66182
f47ek USA, Inc. FL Cert6634
6904 Parke East Blvd. Tampa FL 33610
Data:
November 19,2019
Q WARNING. Ved1ydesl9n1rem hma.dREAD NOTES ON TNISANOINCLUDWM? KREFERANCEPAGEM6NMmv. IhD3¢0151EFOREUSE
Design valid for use any with MBek® connectors. m6 design Is based only upon parameters shown, and Is for an Individual building component, not
a hum system. Before use, the building designer must verity Me applicability of design parameters and properly Incorporate INS design Into the overall
building design. Bracing Indicated 6 to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
IS always required for stability and to prevent. collapse with possible personal injury and property damage. For general guidance regarding the
fabrication. storage. delivery. erection and bracing of humes antl hum systems. seeANSUIP1t QualiIf1yy Cdterb; DSB-09 and BCSI Building Component
Safety Infemrallonavalloble from Truss Fate Institute, 218 N. Lee Sheet Suite 31Z Nexandria. VA 22314.
�,-
Miiek'
6904 Parke East Blvd,
Tampa, FL 33610
Job Truss
Truss Type
Oty
Ply
T78693820
2088179 F07
Floor
3
1
Job Reference (optional)
owiacrs ruswwmn 1rur. Fi... run raei 34945, 8.240 s dui 1920 i 9 Miiex mousmes, inc. iue Nov la ue:ur:31 Zul u rage1
ID:xY-rOOsSdFUZrxFVo oR85pyPvd9-DecOnnccgTelClo7eGzgSBowPkAgBJojvPA52WyHgpO
2 5.0 1.6-0
scale=1:32.6
1.50 II 316 = 1.5x3 ll 3x4 = 1:Sx3 11 3x4 = 1.54 II 3x6 = 1.5x311
1 2 3 4 5 6 7 8 9
0
d
N
15 14 13 12 11 10
3x4 = 3x6 = 1.5x3 II 3x4.=: 3x6 = 3x4 =
Plate Offsets (X Y)--
14:0-1-8 Edgej 112:O-l-0 EdgeI
--
LOADING (pst)
SPACING- 1-7-3
CSI.
DEFL.
in (too)
Vdefl
L/d
PLATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.73
Vert(LL)
-0.24 11-12
>951
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.98
Ven(CT)
-0,33 11-12
>691
240
BCLL 0.0
Rep Stress Incr YES
WS 0.41
Horz(CT)
0.05 10
n/a
n/a
BCDL 5.0
Code FBC2017/TPI2014.
Matix-S
Weight: 104 lb
FT=20%F, 11%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directlyapplied or6-0-0 oc pudins,
BOT CHORD 2x4 SP N0.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
REACTIONS. (lb/size) 10=837/Mechanical, 15=837/Mechanical
FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-1656/0, 3-4=-1656/0, 4-5= 2094/0, 5-6=-2094/0, 6-7=-1668/0, 7-8=-1668/0
BOT CHORD 14-15=0/980, 13-14=0/2094, 12-13=0/2094, 11-12=0/2041, 10-11=0/984
WEBS 8-10=-1234/0,2-15=-1229/0, 8-11=0/857, 2-14=0/847, 6-11=-468/0, 4-14=-652/0, 6-12=-144/312
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.
Joaquin Velez PE No.68182
MTek USA, Inc. FL Cod 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
Job Truss
Truss Type
of
ply
Ply
T78693821
2088179 F08G
Floor Girder
1
1
Job Reference (optional)
ouaaeru rlrmJou6 flea rllnc),. lull norm,r-L-Jvyva, e.4411 S Jai 144V l e MI I eK mpuslees, Inc. I us Nov l e ue:u/:J2 zunu large
ID:xYTOOsSdFLiZmFVO OR8SpyPvd9-hLAO?BiERNogSNCCzU3?PLC381JmTs73veayyHgpP
1.Sx$�h -0R� d 0 7-0 3x4 = 1.Sx3 11
9 2 3 10 4
B 7 6 5
1.5x3 II 1.5x3 II
3x4 = 3x4 =
Scale = 1:12.8
Plate Offsets (X,Y)--
12:0-1-8,EcIgej,13:0-1-8,Edde1
LOADING (psf)
SPACING- 1-7-3
CSI.
.DEFL.
in
(loc)
Udell
Ud
PLATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.29
Vert(L-)
-0.00
7
>999
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.00
BG 0.06
Vert(CT)
-0.00
6
>999
240
BCLL 0.0
Rep Stress Incr NO
We 0.06
Hom(CT)
0.00
5
Na
n/a
BCDL 5.0
Code FBC2017/TPI2014.
Matdx-S
Weight: 27 lb
FT=20%F, 11%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 5=264/Mechanical, 8=283/Mechanlcal
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc puffins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-" oc bracing.
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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 165 lb down at 0-10-4, and 157
lb down at 2-5-7 on top chord. The deslgntselection of such connection device(s) is the responsibility of others.
5) 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 +Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (pit)
Vert: 5-8=-9, 1-4=-80
Concentrated Loads Ila)
Vert: 9— 121(F) 10=-121(F)
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 19,2019
Q IwIiNDIG- Yams, desfgnparamN and READ NOTES ON TN/SAND INCLUDED MrEKREFEl1ANCEFAGEMI474T3rev. 1MW1015SEFOREUSE
—7
Design valid for use only win Miter connectors. This design Is based only upon parameters shown, and Is for an IndNWual building component, not
a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members ony. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with passable personal Injury and property damage. For general guidance regarding the
fobrlcaliorx storage, delivery, erection and bracing of trusses and truss systems. seeANSIAPII Quality, Cristo, D3549 and SCSI Building Component
Safety Informallonavalloble from Dues Plate Institute. 21B N. Lee Shoot. Sulfa 312. Alexandria, VA 22314.
MiTek'
6904 Parke East Blvd.
TernDa, FL 33610
Job Truss
Truss Type -
Oty
Ply
T78693822
2088179 F09
Floor
2
1
Job Reference (optional)
10.11I nrswourw fro. rrerca/, ran rierce, rL- JgV40, eZ4u8 Jul 14 Zino Nit ex mausmes, Inc. I ue NOV le ua:ur ZIU Yage 1
ID:xYTOOsSdFuZmFVo_oRBSpyPvd9-hLAO?BiERnlcgSNCCzU37PLCSBIkwsjs73veayyHgpP
1.5x9 h 1 8 0 - I- 2-5-0 1i5x3 11
1 2 3x4 = 3 Scale = 1:12.8
5 4
3x4 = 3x4 =
4.4.0
LOADING (psf)
SPACING- 1-7-3
CSI.
DEFL. in
(loc), Udefl Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.26
Vert(LL) 0.00
5 .... 360
MT20 244/190
TCDL 10.0
Lumber DOL -1.00
BC 0.16
Vert(CT) -0.04
4-5 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.04
Horz(CT) 0.00
4 Na n/a
BCDL 5.0
Code FBC2017/rP12014
Matrix-P
Weight: 261b FT=20%F, 11%E
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2(flat)
TOP CHORD
Structural wood sheathing directly applied or 4-4-0 oc pur ins,
BOT CHORD 2x4 SP No.2(flat)
except end verticals.
WEBS 2x4 SP No.3(flat)
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=185/Mechanical, 5=185/Mechanical
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
NOTES-
1) Refer to girder(s) for truss to truss connections.
2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-11(0.131 ° X 3°) nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 19,2019
Q NARI Vmfydo9/en Peremetemend NEAO NOTES ON THISANO INCLUOEOM/TEKNEFERANCEPAGEM11i Ia=?Vr56EFOPEOSE
Deslgn valid for use only with Mit9a Connectors. This ❑asign B based only upon parameters shown. and Is for on IndNldual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addlllonal temporary and permanent bracing
Is always reaulred for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the
tabricol om storage, delivery, erection and bracing of hoses and truss systems, seeANSIMIJ Gual"T Criteria, DS349 and SCSI BWdlnp Component
Safety Intonational from Russ Plate InmMe, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
��-
MiTek'
6904 Parke East Blvd.
Tampa. FL 33610
Jab Truss
Truss Type
Oty
Ply
T78693823
2088179 Fit
Floor Supported Gable
1
1
Job Reference (optional)
ommvm �„„�uu,w lrou-'n q, ucr, run riuwu, r� u-,vvv,
2
13
a.24U 5 JU114 ZUle Ml r ex m0u91nes, Inc. I Ue NOV TB Ua:U/:J4 2u1v vage l
ID:xYTOOs5dFuZrxFVo_oR8SpyPvd9-9XkmCXisC4tSRcyO1h71Xc103Y50fJ87MjfC7OyHgpO
T4
3 4 5 6 Scale =1:12.7
/2 11 10 9 8 7
3x4 = 3x4 =
14
0
LOADING (pso
SPACING- 2-0-0
OSI.
DEFL. in
(too) Well Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.08
Vert(LL) n/a
- rJa 999
MT20 244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.02
Vert(CT) n/a
- Na 999
BCLL 0.0
Rep Stress ]nor YES
WB 0.03
Hom(CT) 0.00
7 n/a n/a
BCDL 5.0
Code FBC2017/TP12014
Matrix-R
Weight: 38 lb FT=20%F, 11%E
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2(flat)
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc pudins,
BOT CHORD 2x4 SP No.2(flat)
except end verticals.
WEBS 2x4 SP No.3(flat)
BOT CHORD
Rigid ceiling directly applied or 10-0-0 ad bracing.
REACTIONS. All bearings 6-4-0.
(Ib) - Max Grav All reactions 2501b or less at joint(s) 12, 7, 11, 10, 9, 8
FORCES. (Its) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) All plates are 1.5x3 MT20 unless otherwise indicated.
2) Gable requires continuous Bottom chord bearing.
3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e.
diagonal web).
4) Gable studs spaced at 1-4-0 oc.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131' X T) nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
Joaquin Velez PE No.68182
MiTsk USA, Inc. FL Cart 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
November 19,2019
Q WARNING- Verl/ydesign Pemmetemand READ NOTES ON THMANDNCLUOEOM?KREFERANCEPAGEMX7479mv. 111N12af5BEFORE USE.
Design valid for use only wM MBedW connectors. This design Is based only upon parameters shown, and Is for an IndNlduol building component, not
a truss system. Before use, Me building designer must verify Me appllcobllity of design parameters and properly Incorporate MIs design into the overall
bullding design. 8racing Indicated is to prevent buildding of Individual truss web and/or chard members only. AddlBonal temporary and permanent bracing
Is always required for stability and to prevent collapse won, possible personal lnlury and property damage. For general guldanoe regarding the
fabrication. storage, delivery, erection and bracing of trusses and truss systems: seeANA/rptl Gu CMedol DSa-09 and BCSI Building Component
Mfoenationavalloble from Truss Rate Institute. 218 N. lee Street, Suite 312, Alexontlrl0. VA 22 14.
MiTek'
69M Parke East Blvd.Safety
Tampa, FL 33610
Job Truss
Thus Type
0tyPl
T18693824
2088179 F12
Floor
1
=JbS
otona
ounaers mistouume krun rrorcu), ran rlerce, aveao,
a-1-8
H 2-5.0 1-6-6
10
1.5x3 11 3x4 = 1.5x3 11
1 2 3
8.240 S JUI 142U1 U MI I eX IOdustnes, Inc. We Nov 19 08:07:33 2019 Pagel
ID:xYTOOsSdFuZmFVo_oRBSpyPvd9.9XkmCMSC41SRcyOlh?IXctHNYx9fGH?MjfC7CyHgpO
3x4 =
4
OH8
Scale =1:17.5
1.Sx3 =
8 7 3x4
15Yi II
3X6 =
3x6 =
Plate Offsets (X,Y)--
[2:0-1-8 Edge][7:0-1-e Edgel
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(too)
Vdefl
Ud
PLATES
GRIP
TOLL' 40.0
Plate Grip DOL 1.00
TC 0.70
Vert(LL)
-0.14
6-7
>788
360
IVIT20
2441190
TCDL 10.0
Lumber DOL 1.00
BC 0.66
Ven(CT)
-0.23
6-7
>476
240
BCLL 0.0
Rep Stress Incr YES
WB 0.22
Horz(CT)
0.01
6
n/a
n/a
BCDL 5.0
Code FBC2017/TPI2014
Matrix-S
Weight: 551b
FT=20%F, 11%E
LUMBER- BRACING -
TOP CHORD 2X4 SP No.2(flat) TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc pudins,
BOT CHORD 2x4 SP No.2(flat)
except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 9=504/0-3-8, 6=504/0-3-8
FORCES. (Its) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-600/0, 3-4=-600/0
BOT CHORD 8-9=0/600, 7-8=0/600, 6-7=0/527
WEBS 4-6=-651/0, 2-9=-735/0
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Recommend 2x6 srongbacks, 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.
Joaquin Velez PE No.68182
MiTek USA, Ina. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 19,2019
0 WARN/NG - Verity desff dparameens.d READ NOTES ON TN/SAND INCLUDED MREKREFERANCEPAGEMX74TJ rev. 1NA2[OfSREFORE USE.
Design valid for use only with MBeR® connectors. nnis design Is based only upon parameters shown, and Is for an Individual building component, not
o truss system. Before use. Me building designer must veafy the appllcabllity of deegn parameters and properly Incorporate this design into Me overall
building design. Bracing Ndicofed is to prevent buckling of Individual huss web and/or chord members only. Addlnonol temporary and permanent bracing
Is always required for stability and to prevent callo;ose with possible personal injury and property damage. For general guidance regarding Me
fobrlcoflon, storage, delivery, erection and bracing of Musses and bust Weems, seeANSI/IPI1 Quallry Criteria, DS649 and OCSI aulding Component
Spbly mformalbrrJvolloble from truss Flote Institute. 218 N. We Sheet Suite 312. Alexandria, VA 22314.
��-
MiTek"
69M Parke East Blvd.
Tampa, FL 33610
Job Truss
Truss Type
Oty
Ply
T18693825
2088179 F13
Floor
q
7
Jab Reference (optional)
uunaers rumbource Iron Pierce), ran race, rL- daavo,
0-1-8
H 2.5-0
0-10.8
8.2405 JUI 14 2UIS MI I ex Industries, Inc. I u6 Nov 19 08:07:34 2019 Pagel
ID:xYTOOsSdFuZrxFVo_oR8SpyPvd9-djl8PtjUz07J3mXaJOWX4gQW uyLIOjB9bNOlfryHgpN
Scale=1:18.8
1.5x3 II
1.5x3 = 3x4 = 1.5x3 II 1.5.3 it 3x4 = 1.5x3 II
1 2 3 4 5 6
3x6 =
3x4 =
Plate Offsets (X,Y)--
18:0-1-8,Edge1, (9i0-1-8,Edge1
LOADING (psf)
SPACING- 2-M
CSI.
DEFL,
in
(loc)
Vdefl
Ud
PLATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.40
Vert(LL)
-0.06
9-10
>999
360
MT20
244/190
TCDL '10.0
Lumber DOL 1.00
BC 0.41
Vert(CT)
-0.12
9-10
>999
240
BCLL 0.0
Rep Stress Incr YES
VIB 0.24
Horz(CT)
0.01
7
Ida
n1a
BCDL 5.0
Code FBC2017/TPI2014.
Mataril
Weight: 631b
FT=20%F, IME
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD
Structural wood sheathing directly applied or 6-0-0 as pudins,
BOT CHORD 2x4 SP No.2(flat)
except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD
Rigid ceiling directlyapplied or 10-0-0 oc bracing.
REACTIONS. (Ib/sjze) 10=598/0-8-0, 7=604/0-3-8
FORCES. (lb) - Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-903/0, 3-4=-903/0, 4-5— 903/0
BOT CHORD 9-10=0/654, 8-9=0/9D3, 7-8=0/644
WEBS 5-7=-807/0, 2-10=-809/0, 5-8=0/369, 2-9=0/360
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) 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.
3) CAUTION, Do not erect truss backwards.
Joaquin Velez PE Na.63182
1aTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 19,2019
,& WARNING -Ardrydeelgnper+me4mantl READ NOTES ON THISANO INCLUDED MREKREFERANCEPAGEM61473MI. fauasOI56EFOREUSE
Design valid for use only with MBe& connectors. This design Is based Only upon parameters shown, and Is for on Individual bull component, not
��-
a fnus system. Before use, Me building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
bulltling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
Is always required for stability antl to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the
fabdcallon, storage, delivery, erection and bracing of busses and hues systems seeAN5U1P11 Quality Criteria. DS549 and SCSI Building Component
Safety arformalbnavallable from Truss Plate Insfill 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
MiTek'
6904 Parke East Blvd.
Tampa, FL 33610
Job Truss
Truss Type -
Oly
Ply
T78693826
2088179 FG1
Flat Girder
1
2
Job Reference (optional)
Cepa6rs rirsmaurce Iron riudcl, ran nnrce, rL-,54a9a,
3xS = 3x4 = 3x4 = 3xfi = 7x10= 2x4 II 7x10 =
1 2 3 24 4 25 5 6 7 26
s Jul 14'2U19 MI I eK mammas, Inc. I us Nov 19 OB:07:352019 Pagel
Vo oRBSpyPvd9-5v WdCk7ji7Ahv6m51mdl zbmU471 JpI BIBHyHgpM
26:16 29-4-5 32-11-4 33- 0
3-3-15 &3-15 &&15 12
Scale=1:59.1
3x6 = 3x4 = 30 = 3x8 =
8 27 9 10 11
9
N
3x8 = 3x4 = 7x10 = 3x6 = 4x12 = 3x6 = 7x10 = 3x4 = 3a =
a 14 a-rn
0• 12 3-6-15
trn-lu 1u-3-a
&&15 3-3-15
13-tl-tl 1B-B-U
3-4-15 2-9.8
19-3-tl
2-9-B
22-8-]
3-415
2&0-6
3-3-15
29-4-5 32-71-4
3-3-15 3-fi-15
3 0
0- 12
Plate Offsets(XY)—
f5:0-5-0,0-4-81U:0-5-00-4-81 (12:0-4-40-1-81
f13:0-3-80-1-81
(15:0-5-00-4-81
(19:0-5-00.4-81
(21.0-3-80-1-81 (22:0-0-40-1-81
LOADING (par)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Well L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.71
Vert(LL)
0.7016-17
>324 240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.18
Vert(CT)
0.69 17
>329 180
BCLL 0.0 '
Rep Stress Incr NO
WE 0.78
Horz(CT)
-0.06 12
n/a Na
BCDL 5.0
Code FBC2017/rP12014
Matrix-S
Weight: 442 to
FT=20%
LUMBER -
TOP CHORD
2x6 SP No.2
BOT CHORD
2x6 SP M 26
WEBS
2x4 SP No.3'Excepl'
7-16,5-18,1-22,11-12: 2x6 SP No.2
REACTIONS. (Ib/si2e) 22=919/0-e-0, 12=1866/0-8-0, 18=5497/0-4-0
Max Uplift 22=-1755(LC 4), 12= 1755(LC 5), 18=REL
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1279/3410, 2-3=-948/6077, 3-4=0/8010, 4-5=0/9064, 5-6=0/9272, 6-7=0/9272,
7-8=-2872/9064,8-9=-4859/8010, 9-10=-4912/6077, 10-11=-3279/3410
BOTCHORD 20-21=-3410/1279, 19-20=-6077/948, 18-19=-8010/0, 17-18=-9139/0, 16-17=-9139/27E1,
15-16=-8010/4859,14-15=-6077/4912,13-14=-3410/3279
WEBS 7-16=0/1023, 5-18=-3419/573, 2-21=-604/1609,2-20=-2939/0, 3-20=0/1259,
3-19=2359/0, 4-19=0/933, 4-18=-3721/0, 5-17=-291/4093, 6-17=-431/251,
7-17=-3846/0,11-13=,3754/3610, 10-13=-1516/1609,10-14=-2939/1800, 9-14= 718/1259,
9-15=-2177/0, 8-15=-7/933, B-16=-2180/0, 1-22=-869/1724, 1-21=-3754/1408,
11-12=-1801/1724
NOTES-
1) 2-ply truss to be connected togetherwith 10d (0.131'x3') nails as follows:
Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9.0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vult=1Still (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=331t; eave=4ft; Cat.
II; Exp B; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water pending.
5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrant with any other live loads.
6) ' This truss has been designed for a live load of 20.0ps1f on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1755 lb uplift at joint 22 and 1755 lb
uplift at joint 12.
8)'M indicates Released bearing: allow for upward movement at joint(s) 18.
LOAD CASE(S) Standard
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cori 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 19,2019
Q WARNING -Vsd1Ydes/9APer4me(ers4Ad READNOTES ON IN/SAND INCL1N)EOMOEKREFERANCEPAGEM1F74Md,x 10012015BEFORE USE
Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
��-
a truss system. Before use, the building designer must verity me applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of lndlvlduol truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability antl to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and huss systems, meANSUIPII at alBy Criteria, DSO-69 and BCSI Building Component
69N Parke East Blvd.
Safety Inform moncvallabie from Truss Rate Institute. 218 N. Lee Street. Suite 312 Alexandria. VA 22r14.
Tampa, FL 33610
Job Truss
Thus Type
Oty
plyT18fi93826
2088179 FG1
Flat Girder
7
2
Job Reference (optional)
Builders nrstsource Iron Pierce), Fort Pierce, FL-34945, 8.240a Jul 14 2019 MiTek Industries, Inc. Tue Nov 19 08:07:362019 Page 2
ID:%YTOOSSdFuZrxFVo oRBSpyPvd9-Z6OvgYIlU7F1I3hzRpY?9FVmWISJsUES2MskjyHgpL
LOAD CASE(S) Standard
1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Veil: 12-22= 10
Trapezoidal Loads (pli)
Vert: 1=-187-to-6=-304(F=-117), 6=304-to-11— 187
Q WARNING -Verrydesign parameters and READ NOTES ON MIS AND INCLUDED MITEKREF£RANCE PAGE MIF747areV. 711,11311015 BEFORE USE.
valid for use only w0h Mgel,9 connectors. This design Is based only upon parameters shown, antl is for an individual building component, not
a buss system. Before use, Me building designer must verify Me applicability of design parameters and properly Incorporate this dedgn Into Me overall
building design. Bracing Indicated is to prevent buckling of Individual hers web and/or chord members only. Additional temporary and permanent bracing
Is always required for stabllity, and to prevent collapse with possible personal ln7ury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of hussar and huss systems. seeANSVTPII Quality Criteria, DS549. and SCSI Building Component
Safety Informabonwallabie from Truss Rate Imlltule, 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314.
WitDesign
MiTek'
6904 PaAe East BNr1.
Tampa, FL 33610
Job
Truss
runs ype
ry
y
T1B69382]
2080179
FG2
ROOFTRUSS
1
3
Job Reference (optional)
aUaU eats raga 1
ID:xYTOOsSdFuZIXFVo_oROSpyPvd9-Y_2u GOhYk1elNOPmOdg5Zy[NrHC2xyHlm_PZyHfbo
33%
323 5108 ]% P&a 1367 15 - 62-1 19L1a 'u'-7.1 310.7 23% 29e3 ]1-13 3T1E 353.13 39-16a
32-0 2E8 6161a FIl-Ia 333 IAt-10 -2-10 32d 323 138 F10.W 333 2-1-0 2DU 22-5 &H
Scale=1:76.3
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL.
5X8= 2x4 11 4X12=4X6=2x411 7x10= 5x8=
8xl2= 5x8= 7x10= 2X411 4X6= 5x12= 2X411 7z10=
1 2 3 4 5 6 32 7
8 9 10 33 11 12 13 34 14 35 15
1
l�
tV
30 29 28 27 26A 2536 24
23 22 21 20 19 18 37 38 17 39 16 40
3x811 012 = 3X6 11 5x12 = 5X8 = 5X8
= 8x10 = 5xl2 = 5x8 = 402 = 3x8 11 1 Ox14 = 6X8 11
Sxl0= HHUS26-2
8x14 MT2OHS= HHUS46 HHUS46
FASTEN TRUSS TO BEARING FOR
HHUS26-2 HHUS46
THE UPLIFT REACTION SHOWN
HHUS46
WHILE PERMITTING NO UPWARD
MOVEMENT OF THE BEARING.
3z-0 stow sa-a 13tr7 tsar rTz-t
as%
1%-14 2- 2.1072s% zoos 31-t3 aa-t3 3sa.tz 3(41%
3z-0 2a3 tnola 1-n-ta aaa tm-to -z-m
it
3z3 3z3 tie sate 2aa z-1-0 2-00 22s o a1a
Plate Offsets (X,Y)-- [6:0-4-8,0-5-0], [7:0.3-8,0.2-8], [8:0-3-0,0-3-4], [9:0-3-8,0-2-8], [10:0-5-0,0-4-8], [13:0-3-4,0-2.8], [16:0-5-4,0-"], [18:0-5-12,0-1-8], [19:0-7-0,0-6-0], [21:0-3-8
.0-2-81 [22:0-3-8 0-2-81 f23:0-5-0 0-6-01 [24:0-3-e 0-2-81
[25:0-3-8 0-2-81 [26'0-2-00-2-41 f27:0-5-0 0-6-01 [30V-5-4 0-1-81
LOADING(psQ
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TIC 0.54
Vert(LL) -0.40 21 >863 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.00
SC 0.58
Vert(CT) -0.66 20-21 >528 240
MT20HS 187/143
BCLL 0.0 '
Rep Stress Incr YES
WB 0.97
Horz(CT) -0.06 16 n/a n/a
BCDL 5.0
Code FBC2017/TPI2014
Matrix-S
Wlnd(LL) 0.6422-23 >539 240
Weight: 8691b FT=20%
LUMBER-
BRACING -
TOP CHORD 2x6 SP M 26'Except'
TOP CHORD Structural wood sheathing directly applied or 5-6-2 oc pudins, except
6-10: 2x6 SP No.2
end verticals.
BOT CHORD 2x8 SP 240OF 2.0E
BOT CHORD Rigid ceiling directly applied or 6-0-0 0o bracing.
WEBS 2x4 SP No.3'Except'
1-30, 15-16: 2x8 SP 240OF 2.0E, 5-26,11-20: 2x6 SP No.2
1-29,3-29,15-17,13-17:2x4 SP No.1
REACTIONS. (lb/size) 30— 1803/0-8-0, 16=8237/0-3-8, 26=9691/0-4-0
Max Hor430=72(LC 5)
Max UpIift30=-2184(LC 2), 16=-2967(LC 5). 26=REL
Max Gmv30=133(LC 7), 16=9474(LC 2), 26=10306(LC 2)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-30=101/1968, 1-2=-46/4445, 2-3=-46/4445, 3-0=0/14172, 4-5=0/16502, 5-6=0/16502,
6-32=-48/8337,7-02=-46/8337,7-8=-2811/9444,8-9=-15430/10449, 9-33=-19875/10341,
10-33= 19875/10341,10-11=-23065/9883,11-12=-23065/9883,12-13— 24930/9385,
13-34=-14848/4808,14-34— 14848/4808,14-35=-14848/4808, 1"5— 14848/4808,
15-16=-7941/2635
BOT CHORD 29-30=396/55, 28-29=-9776/0, 27-28=-9776/0, 26-27=14172/0, 25-26=-8245/0,
25-36=-9393/2811,24-36=-9393/2811, 23-24=-10303/9894, 22-23— 10305/9896,
21-22=-10398/15430,20-21=-10290/19875,19-20=-9377/24930,18-19=-8515/24896,
18-37=-8515/24896, 37-38=-8515/24896, 17-38=-8515/24896,17-39=-582/1752,
39AO---582/1752,16-40=-582/1752
WEBS 5-26=-1474/218, 13-18=-301/2370,4-27=0/1901, 3-27=-5550/0,4-26=-3077/0,
13-19=-1083/2175,12-19=-1254/1022,12-20=-2340/1686,1-29=-4550/27, 2-29=-739/123,
3-29=0/6064,11-20=-596/191,6-26=-10941/1550,6-25=-487/4535, 7-25=-9901/1284,
7-24— 337/3557, 8-24= 7991/1072,10-20=-1156/3497, 10-21=-2031/268,9-21=-644/4896,
9-22=-2608/196,8-22=-275/6094,15-17=-4782/14786,14-17=-1172/452,
13-17=-1149314237
NOTES-
1) 3-ply truss to be connected together with 1Od (0.131°x3°) nails as follows:
Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-7-0 Do.
Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc.
Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 Do, 2x4 -1 row at 0-9-0 Do.
2) All loads are considered equally applied to all plies, except if noted as front IF) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=39ft; eave=5ft; Cat. 11;
Exp B; Encl., GCpi=0.18: MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate ari0 DOL=1.60
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 19,2019
QWARNING- ladlydr.egn Paramafersand READ NOTES ON MISAND INCLUDED UREKREFERANCEPAGEM/4]4TJ mv. la'aY1or58EFOREUSE ��-
Design void for use only with iii connectors. thus design 8 bosed only upon parameters shown, and Is for on Individual building component. not
a tluss system. Before use. the building designer must verify the oppllcablllN of desgn parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chard members only, Additional temporary and permanent bracing MiTek'
13 always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the
fabrlcallon, storage, delivery, erection and bracing of busses and truss systems. seeANSVIPI I Qualp 11yy Cdledo. DSO-89 and SCSI Building Component 69N Parke East Blvd.
Sorely Informatbrlovoioble from Truss Plate InstlMe. 218 N. Lee Street Suite 312, Alexandrlo. VA 22314, Tampa, FL 33610
Job
runs
russ ype
y
y
T1869382]
2080179
FG2
ROOFTRUSS
1
3
Job Reference (optional)
8.240 s Oct 29 2019 MTek Industles, Inc. Tue Nov 19 10:30:19 2019 Page 2
ID:xYTOOsSdFuZrxFVo oRSSpyPvd9-Y_2 w GOhYk1eINOPmOdg5ZyINrHC2xyHKb_PZyHfbo
NOTES-
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurent 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 2184111 uplift at joint 30 and 29671b uplift at joint 16.
9)'A' indicates Released bearing: allow for upward movement at joint(s) 26.
10) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearing 30. Building designer must
provide for uplift reactions indicated.
11) Use Simpson Strong -Tie HHUS26-2 (14-1Od Girder, 4-1Od Truss) or equivalent at 13-8-8 from the left end to connect truss(es) to front face of bottom chord.
12) Use Simpson Strong -Tie HHUS28-2 (22-16d Girder, 4-16d Truss) or equivalent at 33-1-8 from the left end to connect truss(es) to front face of bottom chord.
13) Use Simpson Strong -Tie HHUS46 (14-10d Girder, 6-1Od Truss, Single Ply Girder) or equivalent spaced at 1-7-3 oc max, starting at 34-0-12 from the left end to 38-3-2 to
connect truss(es) to front face of bottom chord.
14) Fill all nail holes where hanger is in contact with lumber.
15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3926lb down and 1347lb up at 33-1-8, 576 1b down and 306 lb up at
33-7-4, and 576 Ib down and 306 Ito up at 35-7-4, and 576 lb down and 306 Ib up at 37-7-4 on top chord. The design/selection of such connection device(s) is the
responsibility of others.
LOAD CASE(S) Standard
1) Dead+ Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-15=-217, 16-30=-10
Concentrated Loads (Ib)
Vert: 18=-682(F) 13-3926 14=-576(F)34=-576(F) 35=-576(F) 36=-483(F) 37=-155(F) 38=-155(F)39=-155(F)4D=-156(F)
Job Truss
Tress Type
Oty
Ply
T78693828
2088179 FG3
FLOOR
1
2
Job Reference o (tonal
Builders FirsiSource (Fort Pierce), ran Pierce, FL- 34945,
2x4 II 3xS =
8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Nov 19 08:07:38 2019 Page 1
ID:xYT00sSGFuZ,xFVo_oRBSpyPvd9-WUXfFEm40dWIYNrLYEbTEgbEFZdSKStkW7MzocyHgpJ
4,02 =
Scale = 1:18.4
2x4 II
5x6 =
Plate Offsets (X,Y)--
(2:0-3-8 0-1-81 (5i0-1-12 0.2.81
LOADING (pst)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
Ud
PLATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.24
Vert(LL)
-0.06
6-7
>999
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.74
Verf(CT)
-0.08
6-7
>999
240
BCLL 0.0
Rep Stress Incr NO
WB 0.51
Hom(CT)
0.02
5
n/a
rda
BCDL 5.0
Code FBC2017/TP12014
Matrix-S
Weight: 135 lb
Fr=20%
LUMBER- _ BRACING -
TOP CHORD 2x4SP No.2 TOP CHORD
BOT CHORD 2x6 SP NO.2
WEBS 2x4 SP No.3 *Except* BOT CHORD
1-8,4-5: 2x6 SP No.2
REACTIONS. (Ib/size) 8=1775/0-M, 5=2670/Mechanical
FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-3067/0, 34=-317/0
BOT CHORD 7-8=0/3067, 6-7=0/4013, 5-6=0/4013
WEBS 2-8=-3236/0, 2-7=0/1036, 36=0/1765; 3-5=4058/0, 3-7= 1035/0
Structural wood sheathing directly applied or 6-0-0 oc puffins,
except end verticals.
Rigid ceiling directly applied or 10-M oc bracing.
NOTES-
1) 2-ply truss to be connected togetherwith 10d (0.131'x3°) nails as follows:
Top chords connected as follows: 2x6 -2 rows staggered at 0-9-0 cc, 2x4 - 1 row at 0-9-0 cc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc.
Webs connected as follows: 2x4 -1 row at 0-9-0 cc.
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) Refer to girder(s) fortress to truss connections.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 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.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 177 Ib down at 1-5-12, 1771b
down at 3-0-15, 220 lb down and 14 Ib up at 4-4-4, 212 lb down and 71 It, up at 5-1-8, 8291b down at 6-8-11, and 829lb down at
8-3-14, and 829 lb down at 9-11-1 on bottom chord. The designtselection of such connection device(s) is the responsibility of
others.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase- 1.00
Uniform Loads (pit)
Vert: 1-4=-100, 5-8= 10
Concentrated Loads (lb)
Vert: 9=-177(B)10=-177(B) 11— 220(B) 12=-212 13=-829(B) 14= e20(B) 15=-829(8)
Joaquin Velez PE No.68182
R1iTek USA, Inb. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Data:
November 19,2019
Q WARNING- Verlrydesta.Paametersand READ NOTES ON THIS AND/NCLUDEDMREKREFERANCE PAGE fu J,,Mrev. W'DW2015SEFORE USE
Deslgn valid for use only with Mnedl, connectors. TNs devgn Is loosed only upon parameters shown and Is for on Individual building component, not
a huss system. Before use, the bullding designer must verify the opplicobllity, of design parameters and properly Incorporate this design Into the overall
building deugn. Bracing Indicated is to prevent bucBing of lndNldual huss web and/or chord members only. Additional temporary and cannoneer bracing
Mftl(
Is always required for stcblllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPil Quo�y Criteria. D$549 andBC31 Building Component
69N PaAe East Blvd.
Safety 1rlfoenotbrlovalloble from Toss Plate Institute. 218 N. Lee Sheol. Suite 312. Alexandria, VA 22314.
Tampa, FL 33610
Job - Truss
Truss Type
Oty
Ply
T78693829
2088179 FG4
FLOORJ
__:::
7
2
Job Reference (optional)
ounce. Firssaource (ran rierw), ran Fierce, rL- oquga, 8.240 s Jul 14201U MITek Industries, Inc. Tue Nov 19 08:07:382019 Page 1
ID:xYTOOsSdFuZn FVo_oR8SpyPvd9-WUXfFEm70dWIYNrLYEbTEgbGXZfDKTykW7MzocyHgpJ
2-7-4 5-2-8
2-7'4 2-7-0
Scale=1:15.4
12x4 11 25x8 = 32x4 II
4x6 = 4x6 =
Plate Offsets (X,Y)--
[4:0-1-12,0-2-01, [5:0-4-8,0-1-8][6:0-1-120-2-0]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL
in
(lac)
Vdefl
Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.10
Vert(LL)
-0.01
4.5
>999
360
MT20 244/190
TCDL 1o.0
Lumber DOL 1.00
BC 0.60
Vert(CT)
-0.02
4-5
>999
240
BCLL 0.0
Rep Stress lncr NO
WB 0.51
Horz(CT)
0.00
4
Na
File
BCDL 5.0
Code FBC2017ITP12014
Mati
Weight: 69 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 -Except' BOT CHORD
1-6,3-4: 2x6 SP No.2
REACTIONS. (lb/size) 6=2898/0-4-0, 4=1853/Mechanical
FORCES. (lb) - Marc CompJMax Ten. -All forces 250 (lb) -or less except when shown.
BOT CHORD 5-6=0/1742, 4-5=0/1742
WEBS 2-6=-2111/0, 2-5=0/2136, 2-4=-2111/0
Structural wood sheathing directly applied or 5-2-8 oc puriins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) 2-ply truss to be connected together with 1Old (0.131'0') nails as follows:
Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 do.
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) Refer to girder(s) for truss to truss connections.
4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 832 Ib down at 0-2-12, 581 lb
down at 0-2-12, 8291b down at 2-1-6, 578 lb down at 2-1-6, and 829 lb down at 3-8-9, and 578 lb down at 3-8-9 on bottom chord.
The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead+ Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (pit)
Vert: 1-3=-100, 4-6=-10
Concentrated Loads (lb)
Vert: 6=-1413(F=-832, B=-581) 7=-1 408(F=-829, B— 578) 8=-1408(F=-829, B=-578)
Joaquin Velez PE No.68182
MTek USA, Inc. FL Cert 6634
69114 Parke East Blvd. Tampa FL 33610
Date:
November 19,2019
QWARNING-V4tltyCeslgnparame(ersenCREAONOTE50N MMANOWCLUOEOMI KREFERANOEPAGEMX7473rl. tMlYLafSBEFORE USE
Design volld forum only wltn Miliek®connectors. This deslgn Is based only upon parometen shown, and Is for on Individual building component, not
a truss system. Before use, the building designer must verify fine applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or hord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication. storage, delivery, erection and bracing of trusses and huss system% seeMSV1Pi1 Quality Criteria, DSO49 and Best Balding Component
Satoty Infonnotbnovailable from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Alexandria, VA 22314.
�'-
Miiek'
69M Parke East BNc.
Tampa, FL 33610
Job Truss
Truss Type
oty
Ply
T18693830
2088179 HJS
Jack -Partial Girder
4
1
Job Reference (optional)
ouid.. rRGlJoumn trwl rie,LYJ, ion do., ri--Jqu4n,
8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Nov 19 08:07:39 2019
axe =
Scale = 1:18.8
Plate Offsets (XJO--
12:0-6-9,Eddel
LOADING (psQ
SPACING- 2-0-0
CSI.
DEFL.
in
(too)
Well
Ud
PLATES GRIP
TCLL 25.0
Plate Grip DOL 1.25
TC 0.74
Vert(LL)
-0.17
2-6
>454
240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.62
Vert(CT)
-0.19
2-6
>408
180
BCLL 0.0 '
Rep Stress Incr NO
WB 0.06
Horz(CT)
0.00
5
n/a
n/a
BCDL 5.0
Code FBC2017/iP12014
Matrix-P
Weight: 28111 FT=20%
LUMBER -
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=88/Mechanical, 2=516/0-10-15, 5=128/Mechanical
Max Hors: 2=108(LC 4)
Max Uplift 4=-75(LC 20), 2=473(LC 4), 5=-45(LC 5)
Max Grav 4=88(LC 1). 2=615(LC 28), 5=193(LC 29)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3---376/97
SOT CHORD 2-6=-1161318
WEBS 3-6=-349/127
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 all, bracing.
NOTES-
1) Wind: ASCE 7-10; Vu1t=160ni (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psi bottom chord live load 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 75111 uplift at joint 4, 473 lb uplift at joint
2 and 45 lb uplift at joint 5.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 117 lb down and 23 Ib up at
44-0, and 117 lb down and 23111 up at 44-0 on top chord, and 92 Ib down and 122 lb up at 1-6-1. 92 Ito down and 122 lb up at
1-6-1, and 51b down at 4-4-0, and 5 lb down at 4-4-0 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 CASES) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-4=-80, 2-5=10
Concentrated Loads (Ib)
Vert: 8=109(F=55, B=55)
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cod 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 19,2019
QWARNING-Vedlydoslgnparameeersand READ NOTES ON MMANDWCLUDEDMITEKREFERANCEPAGEMILT4nl ,.. laN.4Qa15BEFORE USE.
Design valid for use only with Mitekei connectors. lhIs design is based only upon parameters shown, and b for an Individual building component, not
a buss system. Before use, Me building designer must verify fire oppllcabnity of design parameters and properly Incorporate this design Into Me overall MiTek* building design. Bracing Indicated is to prevent buckling of intlNlduai buss web and/or chord members only. Addltlonal temporary and permanent bracing ryaiTek'
Is always required for sfoblllty and to prevent collapse with possible personal injury and property damage, For general guidance regarding the
fobrlcctlon, storage, delivery. erection and bracing of trusses antl truss systems, seeANSUlpll Caoitlr CMM e, DSO-89 and I1CSI Building Component 69N Parke East Blvd.
Safety Informatbmvailable from truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Tampa, FL 33610
Job
muss
rus5 ype
y
T18693831
2088179
J1
Jack -Open
8
1
Job Reference (optional)
8,240 s Od 292019 MiTek Industries, Inc. Tue Nov 1910:28:49 2019 Page 1
ID:xVTOOsSdFuZxFVo oR8SpyPvdg-Bgc 17AxtuOorw j7toWA6gdM5G16amibKnDGnyHtdC
Scale =1:6.4
46 =
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in
(hoc) Vdefl Ud
PLATES GRIP
TCLL 25.0
Plate Grip DOL 1.25
TIC 0.35
Vert(LL) -0.01
4 >929 240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.04
Vert(CT) 0.01
4 >955 180
BCLL 0.0 '
Rep Stress Incr YES
WE 0.00
Horz(CT) -0.00
3 We rate
BCDL 5.0
Code FBC2017/TP12014
Matrix-P
Weight: 7lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or3-0-0 oc puriins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directlyapplied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=-103/Mechanical, 2=363/0-8-0
Max Hoa2=48(LC 8)
Max Uplift3=-103(LC 1), 2=-266(LC 8)
Max Grav3=104(LC 8), 2=363(LC 1)
FORCES. (lb) - Max. CompdMax. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right
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 10316 uplift at joint 3 and 266lb uplift at
joint 2.
LOAD CASE(S) Standard
Joaquin Velez PE No.e8182
MITek USA, Inc. FL Ced 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 19,2019
O WARNING. Vinardselsparsmefemend REAONOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMIs7473rev. IG0:4201SSEFOREUSE
Design valid for use only with MBeM connectors. This tlesign Is based only upon parameters shown and Is for an IndMdual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual buss web and/or chord members only, Additional temporary and permanent bracing MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
recreation. storage. Cauvery, erection and bracing of trusses and husf systems, saaMSVTPII Qu'IMyCdhdn, DS9d9 and 6CSI ku4dhg Component 6904 Parke East Blvd.
Solely lefomartia ovallable from Truss Plate InstiMe. 218 N. Lee Street Suite 312. Alexandria. VA 22314, Tampa. FL 33610
Job Truss
TrType
ly
T18693832
2088179 J3
aO
Job Reference (optional)
144UlVMlleamau5mes,1nc. rue NOV la UUMI4a Lulu
3x4 =
LOADING (psQ
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Udell
Ud
TCLL 25.0
Plate Grip DOL
1.25
TC 0.44
Vert(LL)
-0.00
2-4
>999
240
TCDL 15.0
LumberDOL
1.25
BC 0.06
Vert(CT)
-0.00
2-4
>999
180
BCLL 0.0 '
Rep Stress Inc,
YES
WE 0.00
Horz(CT)
-0.00
3
We
n/a
BCDL 5.0
Code FBC2017/TPI2014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=23/Mechanical, 2=382/0-8-0, 4=13/Mechanical
Max Horz 2=69(LC.8)
Max Uplift 3=-17(LC 9), 2=-246(LC 8)
Max Grav 3=26(LC 17). 2=382(LC 1), 4=39(LC 3)
FORCES. Qla) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
Scale =1:9.6
PLATES GRIP
MT20 244/190
Weight: 121b FT=20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-0-0 ad pudins.
BOT CHORD Rigid ceiling directly applied or 10-" oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; IrI B=45h; L=24ft; eave=4N; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-11-9 to 1-0-7. Interior(1) 1-0-7 to 2-11-4 zone; cantilever left
and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunenl 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 171b uplift at joint 3 and 246 lb uplift at
joint 2.
Joaquin VillezPE No.68162
MiTek USA, Inc. FL Cert6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 19,2019
,&WARNING - Verlrydeslgnparameremend READN0nFS ON TN/SAND/NCLUUEBMREKNEFERANCEPAGEMX7vjmv. ra=o15BEFONEUSE �'-
Deslgn valid for use only with MiTek® connectors. This design Is based any upon parameters shown, and Is for on IndNldual building component, not
a buss system. Before use, the building designer must verify the appllcablliry of design parameters and propaey Incorporate this design Into the overall
building desgn. Bracing Indicated is to prevent buckling of individual true web and/or chord members only. Additional temporary and permanent bracing M�TBk-
IsalwaysrequiredfarstablllNantltopreventcollapsewithposablepersonalmuryandproperrydamage. For general guldance regarding the
fabrlcoflon. storage, delivery, erectlon and bracing of busses and truss systems. seeANSVrPD Qua CdUrle, OS849 and SCSI Building Component 6904 Parke East Blvd.
SafetSafetyInroenatlomvollode from Truss Plate Institute. 218 N. Lee Sheet. Sulte 312. Alexondrla VA 22 14. Tampa, FL 33610
Job Truss
Thus Type
Dry
T18693833
2088179 J5
Jack -Open
32
�P`
Tj.b
Reference (optionaD
Builders RrstSource (Fort Pierce), Fort Pierce, FL- 34945, 8.240 a Jul 14 2019 MiTek Industries, Inc. Tue Nov 19 08:07:41 2019 Page 1
ID:xYTOOsSGFuZaFVo_oRBSpyPvd9-w3DouGptJYuKPgZwDM8AslDhEmn1%xeBCzbdPxyHgpG
-2-0.0 5-0-0
2.0-0 I 5-0-0
Scale=1:13.6
3.00 12
3x4 =
s-o-0
LOADING (psl)
SPACING- 2-0-0
CSI.
DEFL in
(led) Vdefl L/d
PLATES GRIP
TCLL 25.0
Plate Grip DOL 1.25
TC 0.45
Vert(LL) -0.03
2-4 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.20
Vert(CT) -0.04
2-4 >999 180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00
3 n/a n/a
BCDL 5.0
Code FBC2017/rP12014
.Matrix-P
Weight: 18 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 -
TOP CHORD
Structural wood sheathing directly applied or 5-0-0 oc puffins.
BOT CHORD 2x4 SP N0.2
BOT CHORD
Rigid ceiling directly applied or 10-" oc bracing.
REACTIONS. (lb/size) 3=138/Mechanical, 2=437/0-8-0, 4=23/Mechanical
Max Hom 2=93(LC 8)
Max Uplift 3=-62(LC 8). 2= 248(LC 8)
Max Gmv 3=138(LC 1), 2=437(LC 1), 4=69(LC 3)
FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp, B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-11-9 to 1-0-7, Interior(1) 1-0-7 to 4-11-4 zone; cantilever left
and right exposed; end vertical left and night exposed;C-C for members and forces & MW FRS 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 nonconcunent with any other live loads.
3) ' This truss has been designed for a live load of 20.1 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 girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint 3 and 248 Ile uplift at
joint 2.
Joaquin Velez PE No.68182
Ii USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 19,2019
,&WARNING-Veritydealgntr=metemand READ NOTES ON MIS AND/NCLUD£DMIIEKREFERANCEPAGEMLL7473rev. faNY10l56EFOREUS.
Design valid for use only with MnekO connectors. his design Is based only upon parameters shown and Is for an IndMdual building component, not
o.truss system. Before use, the building designer must verify the opplicatattly of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to bucWing of Individual truss web and/or chord members only. Additional temporary and bracing
MiTek'
prevent permanent
6 always required for stobllily and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the
fabricaren, storage, delivery, erection and bracing of trusses and buss systems. seeANSU1Pi1 Qua BN Cmedo, DSB-69 and BCSI adding Component
69M Parke East Bhd.
Satoh mformalbrnavallable hom Truss Plato InsaMe, 218 N. Lee Street Suite 312. Rexantltla. VA 22 14.
Tempe, FL 33610
Job Truss
Truss Type
Oty
Ply
T18693634
2088179 M01
Monopitch
8
1
Job Reference o tional
Builders tustbource (ran rlercel, ton rlerce, rL- 3494b, 8.240s Jul 14 2019 MiTek Industries, Inc. Tue Nov 19 08:07:41 2019 Page 1
ID:xYrOOsSdFuZrxFVo_oROSpyPvd9-WJDouGptJYuKPgZwDMBASIDf6mmMXwUBCzbdPxyHgpG
5-11-4 6-5-8
2-0-0 5-11-4 0.6.4
Scale =1:15.8
20 11
3
Id
3.6 =
Plate Offsets ()I,Y)--
[2:0-2-12 Edge)
LOADING (pso
SPACING- 2-0-0
CSI.
DEFL.
in
(lac)
/dell
Ud
PLATES GRIP
TCLL 25.0
Plate Grip DOL 1.25
TIC 0.59
Vert(LL)
-0.07
2-5
>999
240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.32
Vert(CT)
-0.10
2-5
>693
180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.07
Hoa(CT)
0.00
5
n/a
Na
BCDL 5.0
Code FBC2017/TPI2014
Matnx-P
Weight: 26 lb FT=20%
LUMBER-
TOP CHORD
2x4 SP No.2
BOT CHORD
2x4 SP N0.2
WEBS
2x4 SP No.3 *Except*
5-6: 2x6 SP No.2
REACTIONS.
(lb/size) 2=458/0-3-0, 5=225/0-5-8
Max Hom 2=103(LC 8)
Marc Uplift 2=-242(LC 8), 5=-73(LC 8)
FORCES. Ila) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASIDE 7-10;Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 6=45ft; L=24ft; eave=4H; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-11-9 to 1-0-7, Interior(l) 1-0-7 to 5-9-8 zone; cantilever left
and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 242lb uplift at joint 2 and 73 lb uplift at
joint 5.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cent 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 19,2019
Q WARNING. Verify Eeelgnperamete..d READNOTESONMSANO/NCLUDEDMI KREFERANCEPAGEMP74M.a 111AY1015aEFOREUSE
Design valid for use only with Meek@ connectors. This design B based only upon parameters shown, and Is for an IndIvlduol building component, not
a truss system. Before use, the building designer must venty the appllcobllity, of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage. delivery, erection and bracing of trusses and truss systems seeANSVIPII Quallly Cdfeda, DS549 and BCSI Building Component
6904 Parka East Blvd.
Safety Informal tmovdicbie from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria. VA 22314.
Tampa, FL 33610
Job Truss,
Thus Type
Oty
Ply
T18693835
2088179 Vol
Valley
7
7
Job Reference o tional
Builders FIm1S0urCe (Yon Fierce), ton YIM% 1-1-- 34945,
8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Nov 19 08:07:42 2019
2x4 //
3x4 =
2
2x4 O
0-R-4 1.9-13
D-8-4 1.9.9
a
d
d
Scale = 1:6.9
Plate Offsets (X,Y)—
12:0-2-0;Edge)
LOADING (psq
SPACING- 2-0-0
CSI.
DEFL.
in
(loc) Vdefl
Ud
PLATES GRIP
TCLL 25.0
Plate Grip DOL 1.25
TC 0.01
VerI
n/a
- n/a
999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.02
Vert(CT)
We
- Na
999
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(CT)
0.00
3 rda
rda
BCDL 5.0
Code FBC2017/TPI2014
Matrix-P
Weight: 5lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 1=48/1-9-4, 3=48/1-9-4
Max Ho¢ 1=-16(LC10)
Max Uplift 1=-16(LC 12), 3=-16(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All fames 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-9-13 oc purins.
BOT CHORD Rigid ceiling directly applied or 10-M oc bracing.
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ff; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MW FRS 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 pet bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1616 uplift at joint 1 and 16 lb uplift at
joint 3.
Joaquin Velez PE No.68182
I,7Tek USA, Ina FL Cart 66U
6904 Parke East Blvd. Tampa FL 33610
Data:
November 19,2019
®WARNING -Verily design paremefers and NEAO NOTES ON THISAND INCLUDED MREKRUERANOEPAGEM67473rex. 10r11132016aEFONE USE
Deslgn volld for use only with MOeM connectors. This dedgn Is based only upon parameters shown, and Is for an Indivltlud building component, not
a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate thin design Into the overall
belong design. Bracing Indicated is to prevent buckling of IndNldual truss web and/or chord members only. Additional temporary and permanent brocing
Is always required for stability and to prevent collapse with possible personal ln7ury and property damage. For general guidance, regarding the
fabrication. storage. delivery, erection and bracing of trusses and truss systems, seeANSUIPII QUO Bry Criteria, DSB49 and SCSI Building Component
Safety Yrfonnallanovollobie tram Truss Plate Institute, 218 N. Lee Sheet Sulte 312, Aontltlo. lexVA 22314.
��-
MiTek'
6904 Parke East Blvd.
Tampa, FL 33610
Job Thus
Truss Type
Oty
Ply
T78693836
2088179 V02
Valley
1
1
Job Reference (optional)
cunaers rusnacurcu trun nercel, ron rlerc9, rL- J%U4D,
14 aUla ml l elk InaustneG, mC. I ue NOV 1 U Ud:UC4a 2U1 s
6
d
3x4 =
2
2x4 // 2x4 \\
.6
6
Scale=1:11.1
Plate Offsets (X,Y)—
f2:0-2-0Edge)
LOADING (psf)
SPACING- 2-0-0
CSI,
DEFL.
in
(loc) I/defl
Ud
PLATES GRIP
TCLL 25.0
Plate Grip DOL 1.25
TC 0.06
Vert(L-)
Na
- Na
999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.13
Vad(DT)
rile
- n/a
999
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Houl
0.00
3 n/a
n/a
BCDL 5.0
Code FBC2017/TP12014
Matril
Weight: 111b FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 1=130/3-7-1, 3=130/3-7-1
Max Horz 1=-44(LC 10)
Max Uplift 1=-42(LC 12), 3=-42(LC 12)
FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or3-7-10 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ff; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C EMedor(2) zone; cantilever left and right exposed ; end vertical left and
night exposedC-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 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 3-6-0tall 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 421to uplift at joint 1 and 421b uplift at
joint 3.
Joaquin Velez PE No.68182
MTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 19,2019
Q WARNING -Irani tleslgn pism.0ersanJRE54D NOTES ON TNISAND INCLUDED MITEKREFERANCE PAGEM/F74Ta rev. lNOYl0/5SEFOREUSE.
Design valid for use only with Meek® connectors. This design is based any upon parameters shown. and is for on individual building component, not
0 In=system. Before use, the building designer mast verity the applicability of tleslgn parameters and properly Incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of individual huss web and/or chord members only. Adtlitlonol temporary and permanent bracing
Is oiways required for stability and to prevent collapse with possible personal Injury and properly damage, For general guidance regarding the
fabrication. storage. delivery, erection and bracing of trusses and trkns systems, seeANSMII Quality CrBeM, 11511-09 and BCSI BWtlhp Component
Sol Informalbmpalloble from Russ Plate Institute, 218 M Lee Street Suite 312 Alexandria, VA 22314.
MOW
Least Parke East Blvd.
Tampa, FL 33610
Job Truss
Truss Type
City
Ply
,
T78693837
2088179 V03
Valley
1
1
7Job
Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL- 34945, 8.240 s Jul 142019 MiTek Industries, Inc. Tue Nov 19 08:07:43 2019 Page 1
ID:xYTOOsSdFuZrxFVo_oR8SpyPvd9-sSLYlyg8r9B2e81JLnAe:gl6VaVt7dUfH4kTpyHgpE
2-&t2 5-5-7
2-e-12 2-8-12
46 =
e
b
d
4
2x4 // 2x4 II 2x4 \\
Scale =1:17.6
0-0-4
5.5.3
"
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Udefl
Ud
PLATES GRIP
TCLL 25.0
Plate Grip DOL
1.25
TC 0.15
Vert(L-)
n/a -
n/a
999
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.07
Vert(CT)
n/a -
n/a
999
BCLL 0.0
Rep Stress Incr
YES
WB 0.03
Horz(CT)
0.00 3
n/a
n/a
BCDL 5.0
Code FBC2017ITP12014
Matrix-P
Weight: 20 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.? TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc pudins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. glotsize) 1=133/5-4-15, 3=133/5-4-15, 4=158/5-4-15
Max Ho¢ 1=71(LC 11)
Max Uplift 1=-58(LC 12), 3=-58(LC 12), 4=-21(LC 12)
FORCES. (lb) -Max. CompJMax. 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=4.2pst BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and
right 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 pet bottom chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 1, 58lb uplift at joint 3
and 21 lb uplift at joint 4.
Joaquin Velez PE N0.68182
MiTek USA, Inc. FL Cart 6834
6904 Parke East Blvd. Tampa FL 33810
Date:
November 19,2019
QWARNOJG- Veeytleslgnparemetersand READ NOTES ON TNISAND/NCLUDEDMREKREFERANCEPAGERR7473mv. 10N34?01SSEFORE USE
Design valid for use only with Wake Connectors, this design Is based Only upon parameters mown, and Is for an individual building component not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
building tleslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse win possible personal Injury and property damage, For general guidance regarding the
fabrication, storage. delivery, erection and bracing of trusses and trusssystems, seeANSVIPI I Cuolpy CM.do, DS549 and aCSI Bulding Component
Safety Nfonnatiory Noble from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 2231A,
��-
MiTek•
6904 Parke East BNd.
Tampa, FL 33610
Job Thus
Truss Type
Dty
Ply
2088179 VO4
Valley
I
1
��B693B38
Job Reference (optional)
bunaers rasl5ource Iron Ylerce), ran rlarae, VL- J484b, 8.240 s J8114 zula MI IeK Inousmes, inc. lu9 NOV la ua:ur:442u1e rage 1
ID:xYT00sSdFuimFVo_oR8SpyPvd9-KemWHrmcTGvGIIVvUhtUx FxysklkdwHOGyHgpD
3-7-10 7-3-4
3-7-10 3-7-10
61_•
2
Scale = 1:22.3
v
u
v
d
d
d
4
2x4 ii
2x4 II
2x4 O
0-{}4
7.3.4
0- -4
7-3-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in too)
Vdefl
L/d
PLATES GRIP
TCLL 25.0
Plate Grip DOL 1.25
TC 0.29
Vert(LL)
n/a -
n/a
999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC '0.14
Vert(CT)
n/a -
Na
999
BCLL 0.0 '
Rep Stress Incr YES
We 0.04
Hom(CT)
0.00 3
n/a
n/a
BCDL 5.0
Code FBC2017/TPI2014
Matrix-P
Weight: 28 In FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP N0.3
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 1=184f7-2-12, 3=184f7-2-12, 4=219f7-2-12
Max Horz 1=99(LC 11)
Max Uplift 1=-81(LC 12). 3=-81(LC 12), 4=-29(LC 12)
FORCES. (lb) -Max. Comp./Mu. Ten. -All forces 250 (Ib) or less except when shown.
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.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=259; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left and
right 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 1, 81 lb uplift at joint 3
and 29 lb uplift at joint 4.
Joaquin Velez PE 110.68182
MfTek USA, Inc. FL Cert6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 19,2019
Job Truss
Truss Type
Oty
Ply
T18693839
2088179 VOS
Valley
1
7
Job Reference o tional
Builders FirstSource (Fort Fierce), FOrt Fierce, FL-3494b,
a
d
d
8.240 s Jul
ID:xY-rOOsSGFuZrxFVo oRB
9.1-1
4.6 9
30 =
3
7 6
2x4 // 2x4 II 2x4 11 2x4 �\
mc. I Ue NOV 19 UB:U/:44 2019
Scale = 1:27.5
Plate Offsets (X Y)--
f3:0-2-0 Edgel
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Ndefl
Ud
PLATES GRIP
TCLL 25.0
Plate Grip DOL 1.25
TC 0.25
Ved(LL)
n/a -
n/a
999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.19
Vert(CT)
n/a -
n/a
999
BCLL 0.0 '
Rep Stress [nor YES
WB 0.08
Horz(CT)
0.00. 5
n/a
Na
BCDL 5.0
Code FBC2017/TP12014
Matdx-S
Weight: 401b FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD -Structural wood sheathing directly applied or 6-0-0 oc puriins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. All bearings 9-0-9.
(lb) - Max Horz 1=-126(LC 10)
Max Uplift All uplift 100 lb or less at joint(s) except 6=-177(LC 12). 7=-177(LC 12)
Max Grav All reactions 250 Its or less at joint(s) 1, 5 except 6=370(LC 18), 7=384(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 4-6=-335/258, 2-7=-339/258
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) VascIl 24mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-4-8 to 3-4-8, Interior(1) 3-4-8 to 4-6-9, Exterior(2) 4-6-9 to
7-6-9, Interior(1) 7-6-9 to 8-8-9 zone; cantilever left and fight exposed ; end vertical left and right 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 177 lb uplift at joint 6 and 177 lb uplift at
joint 7.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 19,2019
AWARNING -VendydealgnparametersandREADNOTES ONTNISANDINCLUDED MITEKREFERANCEPAGEMII)4Tarex.fDAY2el5BEFOREUSE
Design valid for use only with Mil connectors. Illis design is based only upon parameters shown. and Is for an Individual building component, not
a tress system. Before use, the bustling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building assign. Bracing lndcaled is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and bracing
MiTek'
permanent
Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guldance regarding the
fabrication, storage, delivery, erectlon and bracing of trusses and truss systems, seeANSVfpll Quality Cmedo, DSB49 and BCE! Building Component
6904 Parke East Blvd.
Safely Wormationevoiloble from Truss Rate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Jab Truss
Truss Type
City
Ply
T18693840
2088179 VOfi
Valley
1
1
Job Reference (optional)
Builders rlrstsoume lean Flame), eon Force, I-L- J4!Ji
B241.) sJUI 142Ula pi mausolea, no. IUs NOV IaaLG4a cU I
3xd =
3
Scale = 1:31.3
3x4 G 7
6
3x4
2,4 II
2x4 II
a 4
10-10-15
4
10-10-10
Plate Offsets (X Y)--
[3:0-2-0 Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(too) I/defl Ud
PLATES GRIP
TCLL 25.0
Plate Grip DOL 1.25
TIC 0.25
Vert(LL) rk/a
- fire 999
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
Sc 0.19
Ved(CT) nra
- rVa 999
BCLL 0.0
Rep Stress Incr YES
WB 0.09
Horz(CT) 0.00
5 n/a rda
BCDL 5.0
Code FBC2017/TPI2014
Matrix-S
Weight: 461to FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-M oc puffins:
BOT CHORb 2x4 SP No.3
BOT CHORD -
Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 10-10-6.
(Ib) - Max Horz 1=-154(LC 10)
.Max Uplift All uplift 100 lb or less at joints) except 6112), 7=-228(LC 12)
.Max Grav All reactions 250 lb or less atjoinl(s) 1, 5 except 6118),
7=380(LC 17)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
BOT CHORD 1-7=219/250, 6-7=-219/250, 5-6=-219/250
WEBS 4-6=-404/318, 2-7=-004/318
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C ExteriorI 0-4-8 to 3-4-8, Intedor(1) 3-4-8 to 5-5-7, Exterior(2) 5-5-7 to
8-5-7, Intedor(1) 8-5-7 to 10-6-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and
forces & MW FRS 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 nonconcunent with any other live loads.
5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 6 and 228 lb uplift at
joint 7.
Joaquin Velez PE No.68182
Mi7ek USA, Inc. FL Cod 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 19,2019
Q WARNING -yeNrydedgnparamefersand READNOTES ON MIS AND INCLUDED MITEKREFERANCEPAGEMOa473me 10N32a15SEFORE USE
Design valid for use only with MlteMconnectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a muss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addifonal temporary antl permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the
mbrlco6on storage, delivery. erection and bracing of musses and truss systems. seeANSMI QuaIIN CmeM, DS049 antl 6C51 Bultlbp Component
6904 Parke East BNtl.
safety Information voilobie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexontlria VA 22314.
Tampa. FL 33610
Job Truss
Truss Type
Oty
Ply
2088179 V07
Valley
1
1
�T1869384]
Jence (optinal) o
ob Refer
Builders errstbource (eon rlerce), eon Marble, eL- 3494b,
4x6 =
3
8.240 a Jul 14 2019 MI I ex Industries, Inc. I UB NOV 19 OB:U7:48 2U19 rage 1
cFVo_o9BSpyPvd9-H10gmO84WCVcSuDvkLZMwcZnW 1 CALwLF[048yHgpB
3.4 // 8 7 6 3x4
2x4 II 2x4 11 2.4 11
Scale = 1:36.6
12.8-7
0-
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL,
in (too)
Udefl
Ud
PLATES
GRIP
TCLL 25.0
Plate Grip DOL 1.25
TC 0.22
Vert(LL)
n/a -
n/a
999
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.10
Vert(CT)
n/a -
n/a
999
BCLL 0.0
Rep Stress Incr YES
We 0.10
Horz(CT)
0.00 5
n/a
n/a
BCDL 5.0
Code FBC2017ITP12014
Matrix-S
Weight: 60 lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 12-8-3.
(lb)- Max Hom 1=102(LC 11)
Max Uplift All uplift 100111 or less atjoint(s) 1 except 6=-252(LC 12), B=-252(LC 12)
Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 6=396(LC 18), 8=397(LC 17)
FORCES. IN) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.
WEBS 4-6=-423/324, 2-8= 423/323
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-4-8 to 3-4-8, Interior(1) 3-4-8 to 6-4-6, Exterior(2) 6-4-6 to
9-4-6, Intedor(1) 9-4-6 to 12-4-4 zone; cantilever left and right exposed; end vertical left and right 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 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 3-8-0 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) 1 except (jt=lb)
6=252, 8=252.
Joaquin Velez PE No.68182
MTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 19,2019
O WARNING -Verilyde519RParemetem end READ NOTES ON MIS AND INCLUDED ami REFERANCE PAGE MO.74T3 rev. 100342M BEFORE USE.
Design valid for use only with MBeIsil) connectors. This design is based only upon parameters shown, and Is for an Individual building component not
a muss stater. Before use. Me building designer must verify Me applicability of deslgn parameters and properly Incorporate this design Into the overall
bulldhg deslgn Bracing Indicated is to prevent buckling of lndlviducl truss web and/or chord members only. Additional temporary antl permanent bracing
Welk'
Is always required for stability and to prevent collapse Win possible personol Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVWIT Quo' My C6fedo, DSB4l9 and SCSI Building Component
Mformalboovallable from Truss Institute. 218
6904 Parke East Blvd.
Tampa, FL 33610
Safety Rate N. lee Street. Suite 31Z Aluxondrlo. VA 22314.
ca
Symbols
PLATE LOCATION AND ORIENTATION
1374 Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-In-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
For 4 x 2 orientation, locate
plates 0-'Ad' from outside
edge of truss.
This symbol Indicates The
required direction of slots in
connector plates.
Plate location details available in MRek 20/20
software or upon request.
"F- 114 9F1_=
The first dimension Is The plate
4 x 4 width measured perpendicular
to slots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
by Text in the bracing section of the
output. Use T or I bracing
If indicated.
Indicates location where bearings
(supports) occur. Icons vary but
reaction section Indicates joint
number where bearings occur.
Min size shown is for crushing only.
Industry Standards:
ANSI/TPII : National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
SCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
Numbering System
6-4-8 I dimensions shown Inftsixteenths
t scale)
Ill (Drawings not To scale)
2 3
TOP CHORDS
JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-1311,ESR-1352. ESRI988
ER-3907, ESR-2362, ESR-1397, ESR-3282
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/TPI 1
section 6.3 These truss designs rely on lumber values
established by others.
© 2012 MITek® All Rights Reserved
MiTek®
MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2015
A General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See SCSI.
2. Truss bracing must be designed by on engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other Interested parties.
S. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSI/TPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19%at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant. preservative treated, or green lumber.
10. Camber is a non-structural consideration and Is the
responsibility of truss fabricator. General practice is to
camber for dead load deflection.
11. Plate type, sae, orientation and location dimensions
Indicated are minimum plating requirements.
12. Lumber used shall be of the species and size. and
In all respects, equal to or better than that
specified.
13, Top chords must be sheathed or purlins provided at
spacing Indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted,
15. Connections not shown are the responsibility of others.
16. Do not cut or alter truss member or plate without prior
approval of an engineer.
17. Install and load vertically unless Indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
19. Review all portions of this design (front, back words
and pictures) before use. Reviewing pictures alone
Is not sufficient.
20._ Design assumes manufacture in accordance with
ANSI/TPI 1 Quality Criteria.