HomeMy WebLinkAboutTRUSS CUT, 2.22.21Lumber design values are in accordance with ANSI/TPI 1 section 6.3
—_ _—
These truss designs rely on lumber values established by others.
i�IYs
MiTeka
RE: 2466645-SYNERGY-
MiTek USA, Inc.
Site Information:
6904 Parke East Blvd.
Customer Info: SYNERGY HOMES
Project Name: JACOBSON Model:. Tampa, FL 33610-4115
Lot/Block:.
Subdivision: .
Address: PALMETTO DRIVE —
City: JUPITER
City:
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: 170 mph
Roof Load: 45.0 psf Floor Load: N/A psf
This package includes 95 individual, Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 611315-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No.
Seal# Truss Name
Date
No.
Seal# Truss Name
Date
1
T21398079 Al
9/24/20
23
T21398101 CJ35
9/24/20
2
T21398080 A2
9/24/20
24
T21398102 D1
9/24/20
3
T21398081 A3
9/24/20
25
T21398103 D2
9/24/20
4
T21398082 A4
9/24/20
26
T21398104 EJ2
9/24/20
5
T21398083 A5
9/24/20
27
T21398105 EJ3
9/24/20
6
T21398084 A6
9/24/20
28
T21398106 EJ5
9/24/20
7
T21398085 131
9/24/20
29
T21398107 EJ7
9/24/20
8
T21398086 B2
9/24/20
30
T21398108 EJ22
9/24/20
9
T21398087 B3
9/24/20
31
T21398109 EJ31
9/24/20
10
T21398088 B4
9/24/20
32
T21398110 EJ32
9/24/20
11
T21398089 B5
9/24/20
33
T21398111 EJ52
9/24/20
12
T21398090 B6
9/24/20
34
T21398112 EJ62
9/24/20
13
T21398091 C1
9/24/20
35
T21398113 EJ63
9/24/20
14
T21398092 C2
9/24/20
36
T21398114 EJ71
9/24/20
15
T21398093 C3
9/24/20
37
T21398115 FG1
9/24/20
16
T21398094 C4
9/24/20
38
T21398116 FG2
9/24/20
17
T21398095 C5
9/24/20
39
T21398117 FG3
9/24/20
18
T21398096 CJ1
9/24/20
40
T21398118 G1
9/24/20
19
T21398097 CJ3
9/24/20
41
T21398119 G2
9/24/20
20
T21398098 CJ5
9/24/20
42
T21398120 G3
9/24/20
21
T21398099 CJ14
9/24/20
43
T21398121 G4
9/24/20
22
T21398100 CJ31
9/24/20
44
T21398122 G5
9/24/20
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/rPI 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 taken into account in the
preparation of these designs. MiTek or TRENCO has not independently verified the
applicability of the design parameters or the designs for any particular building. Before use,
the building designer should verify applicability of design parameters and properly
incorporate these designs into the overall building design per ANSUFPI 1, Chapter 2.
PQUIN rVF�
= 68182 _
10
'... STATE OF .:4U
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa Fl- 33610
Date:
September 24,2020
Velez, Joaquin 1 of 2
1-0 5-10-2 114-0 15-10-0 23-2-0 30-6-0 36-34 42-0-0
1-0- 5-10-2 5-5-14 46-0 ]4-0 ]-40 5-9-4 6-0-12 -
Scale - 1:]4.4
5.00 12 5x8 2c4 11 5.13 =
6 22 7 23 24 25 8
4.6 = 19 18 11 16 ar 15 is eo 13 12 11
2.4 II 6.8 = 3x6 = 316 = 5x8 = 3x6 = 3.4 = 3x6 = 3x6 I
5-10-2 5-5-14 4-6-0 74-0
7-4-0 5-9-4 6-0-12
Plate Offsets (X Y)-- [2:0-0-0 0-0-141 [6:0-5-12 0-2-][8:0-5-12 0-2-81 [18:0-3-8 0-3-0]
G (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Vdefl Ud
PLATES GRIP
20.0
Plate Grip DOL 1.25
TC 0.79
Vert(LL)
-0.09 13-15 >999 240
MT20244/190
15Lumber
ELL
DOL1.25
BC 0.59
Vert(CT)
-0.20 13-15 >999 180
.0 •ep
StressInc, YES
WB 0.89
HOrz(CT)
0.03 11 n/a n/a
10.0
Code FBC2017/rP12014
Matrix-SH
Weight: 244 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc puriins,
BOT CHORD 2x4 SP No.2
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS
1 Row at midpt 6-15, 8-15
REACTIONS. (size) 2=0-8-0, 18=0-8-0, 11=Mechanical
Max Ho 2=-278(LC 10)
Max Uplift 2=199(LC 12), 18=-1036(LC 12), 11=-577(LC 12)
Max Grav 2=353(LC 21), 18=2347(LC 17), 11=1388(LC 18)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-5=-35B/755, 5-6=-629/491, 6-7=-1380/1068, 7-8=-1380/1068, 8-9=-1667/1121,
9-10=-1761/1097, 10-11=-1327/856
BOT CHORD 2-19=-227/268, 18-19=-227/268, 16-18=-605/498, 15-16=126/506, 13-15=725/1405,
12-13=-932/1550
WEBS 3-18=-772/482,5-18=-1934/1318,5-16=-878/1497,6-16=-966/696, 6-15=-786/1198,
7-15=-593/566, 8-13=-93/325, 9-13=-220/259, 9-12=363/351, 10-12= 932/1541
NOTES-
roof live
s have been considered for this design.
2) II Exp CS En I , GCpi It0.d180 MWFRS (d rect onal) and C-C Exte iior2 L1 0---111 to 4CDL5, In esio (1) 4-111--5 to 15-10-0, Exterior 2Cat. ,`� pPp,U .. E t. .
15-10-0 to 24-3-13, Interior(1) 24-3-13 to 30-6-0, Exterior(2) 30-6-0 to 38-11-13, Interior(1) 38-11-13 to 42-2-4 zone;C-C for members �� G E N 1
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • V� SF•'• ���
3) Provide adequate drainage to prevent water ponding. ` NO 68182
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 20.0psf 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 = 10.Ops1.
6) Refer to girder(s) for truss to truss connections. = "O : : tz z
7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) ST OF "Z
2=199, 18=1036, 11=577.Al
Q •• �(/;
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify tlesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119202g BEFORE USE. ��-
Design valid for use only with MIT.W conneMors. This design Is based only upon parameters shown, and Is for an individual building component, not
Wss system. Before use, the building designer must verify the applicability of tlesign parameters and properly in orporate this design Imo the overall
building design. Bracing lndicarad is to prevent buckling of Individual truss web and/or chord members only. AddMonal temporary and permanent bracing WOW
saN.ays requiretlior stability antl to prevent wlMpse wiU possible personal injury and property tlamage. Forgeneralguidanoeagakingthe
fabrication, storage, delivery, eroad,n and bacing of trusses ant truss systems, see ANSI l DualityC , DSB4 and BCSI Building C ,,arrant 6904 Parke East 3W.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
Scale - 1:16.4
3
2.4 24 II
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/7PI2014
CSI.
TO 0.80
BC 0.55
WB 0.00
Matrix-P
DEFL. in (loc) Vdefl L/d
Vert(ILL) n/a - n/a 999
Vert(CT) n/a - Fla 999
HOrz(CT) 0.00 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 20 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.3 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. (size) 1=5-11-6,3=5-11-6
Max Horz 1=129(LC 12)
Max Uplift 1=-76(LC 12), 3=-130(LC 12)
Max Grav 1=244(LC 17). 3=261(LC 17)
FORCES. fib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-210/328
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
fit tween the ottom and any her
tot
EVF
5)Prlovidemecharncabconnectiond(by others trussrto bearing plate capable of withstanding 1001b uplift at joint(s)l except Gt=lb)
3=130.
♦♦♦♦♦♦QV�N
♦ QP C
No 68182
-o "
STOF ' 41j40
Al
S�O N * * Ea♦♦♦•
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19202g BEFORE USE. ��"
Design valid! for use only with MIT.W connectors. This design Is based only upon Parameters shown, and Is for an indMdual building component, not
Wss system. Before use, the building designer must verity Ne applicability at design parameters and properly in-- Nis design Imo the overall
building design. B—ing lndicazed is to prevent —Wing of lndMidual truss web an&,r chord members only. AddXlonal temporary and permanent bracing WOW
s ahvays required for stabilay and a, prevent Wlara, au, possible personal injury and property damage. For general guidance ragaking the
fabdcadon, storage, delivery, eroad,n and bating of trusses and truss systems, see ANSZ-1 Duafay Craw,, DSB4V and B=Building Component 6904 Parke East Blvd.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL Seat
Scale - 1:20.4
5 4
2.4 2x4 II 2.4 II
LOADING (psf)
SPACING- 2-0-0
CS.
DEFL. in
(loc) Vdefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.25
Vert(ILL) n/a
- n/a 999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.20
Vert(CT) n/a
- n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.15
H—(CT) -0.00
4 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 29 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly
applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.3
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied
or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 1=7-11-6, 4=7-11-6, 5=7-11-6
Max Ho 1=180(LC 12)
Max Uplift 4=-81(LC 12), 5= 219(LC 12)
Max Grav, 1=110(LC 1), 4=162(LC 17), 5=439(LC 17)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-277/113
WEBS 2-5=-345/495
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60h; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-9-1 to 6-9-1, Interior(1) 6-9-1 to 7-10-4 zone; porch right
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
s truss has been
10.0 Psf bottom chord
ve load
ent with
ive loads.
4) TTihis truss haseen delsigned for gned for aa live load of 20.Opsf on I the bottom chord n all areas nwhere al rectangle 3-6-0 tall by 2-0-0 wide ��,,,`CX j N E VF,",
will fit between the bottom chord and any other members. �% �P , C�c
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at -lb) `�� J ,••� C E N S'•
5=219.
No 68182
ST OF ' :
•�� OJJJJJJ���
R����••` P �N
O N A, E"'.0
Joaquin Velez PE No.68182
MITI USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511— BEFORE USE. ��
Design valid! for use only with MIT.W connectors. This design Is based only upon parameters shown, and Is for an indMdual building component, not
Wss system. Before use, the building designer must verity Ne applicability at design parameters and properly in-— Nis design Imo the overall
building design. B—ing lndicazed is to prevent —Wing of lndMidual truss web an&,r chord members only. AddXlonal temporary and permanent bracing WOW
s ahvays required for stabilay and a, prevent Wlara, au, possible personal injury and property damage. For general guidance ag,d,ng the
f,lato on, storage, delivery, eroad,n and bating of trusses and truss systems, see ANSI l DualityC , DSB4V and BCSI Building Component 6904 Parke East BW.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL Seat
Scale - 1:26.2
2x4 5 42x4 II
2.4 II
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Vdefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.38
Vert(LL)
n/a - n/a 999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.33
Vert(CT)
n/a - n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.18
HOrz(CT)
0.00 4 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 37 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No
TOP CHORD
Structural wood sheathing directly
applied or 6-0-0 oc purlins,
N BOT CHORD 2x4 SPo.3
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied
or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 1=9-11-6, 4=9-11-6, 5=9-11-6
Max Ho 1=230(LC 12)
Max Uplift 4=-101(LC 12), 5=-281(LC 12)
Max Grav, 1=145(LC 1), 4=203(LC 17), 5=562(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-334/137
WEBS 2-5=-441/592
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60h; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-9-1 to 6-9-1, Interior(1) 6-9-1 to 9-10-4 zone; porch right
exposed;C-C for members and forces & MWFRS for reacgons shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
s truss has been
gned for
10.0 DO bottom chord
ve load
ent with
ive loads.
4) TTihis t uss has been delsigned foraa live load of 20.Opsf on the bottom chord n all arreasnwhere al rectangle 3-6-0 tall by 2-0-0 wide ��,,,`QV N E VFI��
will fit between the bottom chord and any other members. �% �P , .
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) `�� J ,••� C E N S'•
4=101, 5=281. V Fes'• ��
No 68182
7. S O F :40 Z
Al
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19202g BEFORE USE. ��
Design vdo for use only with MIT.W conneMors. This design Is based only upon parameters shown, and Is for an indMdual building component, not
Wss system. Before use, the building designer must verity Ne applicability of design parameters and properly in-- Nis design Imo the overall
building design. B—ing lndicazed is to prevent —Wing of lndMidual truss web an&,r chord members only. AddXlonal temporary and permanent bracing WOW
s ahvays required for stabilay and to prevent Wlara, au, possible personal injury and property damage. For general guidance ag,d,ng the
flat on, storage, delivery, eroad,n and bacing of trusses and truss systems, see ANSI l DualityC , DSB4V and BCSI Building Component 6904 Parke East BW.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL Seat
3x6 =
5.00 12 2
2x4
PTIIIIIS
SCSI. -1:7.5
0.tf-10 4-0-5
3-11-11
Plate Offsets (X Y)-- [2:0-3-0 Edge]
LOADING (psf)
SPACING- 2-0-0
CSL
DEFL. in (loc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC0.07
Vert(LL) n/a - n/a 999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.13
Vert(CT) n/a - n/a 999
BOLL 0.0
Rep Stress For YES
WB 0.00
HOrz(CT) 0.00 3 n/a n/a
BCDL 10.0
Code FBC2017,TPI2014
Matrix-P
Weight: 10 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly
applied or 4-0-5 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. (size) 1=3-11-2,3=3-11-2
Max Horz 1=-25(LC 10)
Max Uplift 1=-51(LC 12), 3=-51(LC 12)
Max Grav 1=113(LC 1), 3=113(LC 1)
FORCES. fib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.Opsf; h=15ft; B=45ft; L=601h; eave=71h; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
l fit tween the bottom and any her
d(by
EQUIN
6) Prlovidemechanical Connection others) tr ssrto bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
-%P�,,I,'
�O . • .ENS;`
No 68182
0 F t�
O
•��S'S��Nl1� Ea�`��
Joaquin Velez PE No.68182
MITek USA, Inc. FL Ced 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING -V ydesign parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119202g BEFORE USE. ��"
Design vdI,I for use only with INT.W connectors. This design Is based arty upon parametera shown, and Is for an individual building component, not
Was system. Before use, the building designer must verity Ne applicability of design parameters and properly in orporate this design Imo the overall
Wilding design. B—ing lndicazed is to prevent buckling of Individual truss web xkVrChord members only.AMMonal temporary and permanent bracing WOW
s aN.required for atabillty and to prevent wlMpae wir, possible personal injury and property damage. For general guidance ag,d,ng the
fabrication, storage, delivery, eread,n and bating of trusses ant truss systems, see ANSI l DualityC , DSB$ and BCSI Building Cgmpprrent 6904 Parke East Blvd.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 10
ID:gllBwLVN16YkTr7fiBJ8hFyw6EN-kVrSDm1
Scale -1 14.2
3
5 4
2x4 11 2x4 11
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 V. f(LL) 0.00 1 n/r 120 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.00 1 Nr 120
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Weight: 14 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins,
BOT CHORD 2x4 SP No.3 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 5=2-8-0, 4=2-8-0
Max Horz 5=109(LC 12)
Max Uplift 5=-135(LC 12), 4=-67(LC 12)
Max Gm 5=221(LC 1), 4=105(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-200/287
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
tween e bottom and any her
fit
bers
d(by
EVF,.!."
5) Prlovidemechanical Connection
others) tr ssrto bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (it=lb)
�N
5=135.
�`0""'ll
.`,`CEN. C'-,ei
No 68182
:9'• S1OF ��
.
''iO�Ctx A'�
O R % P' C?N�.`.
•��S'S�ONA Ea``'•
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511— BEFORE USE. ��"
Design vdo br use only with MlT.W connectors. This design Is based only upon parameters shown, and Is for an indlNdual building component, not
Wss system. Before use, the building designer must verity the applicability of design parameters and properly in- —Nis design Imo the overall
building design. Bracing hdl-az is to prevent —Wing of lndWidual truss web an&,r ch,M members only. AddMonal temporary and permanent bracing MOW
s aN. required for stability and to prevent W—win possible personal injury and property damage. For general guidance ag,d,ng the
fabdcadon, storage, delivery, eroxi,n and bating of trusses ant truss systems, see ANSI-10-SlyC , DSB-89 and BCSI Building Cgmporrent 6904 Parke East Blvd.
Sahrylnigmurbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 3e610
3
2.4 -- 2.4 II
Scale - 1:10.5
LOADING (psf) SPACING. 2-0-0 CSI. -EFL. in (too) Udefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TO 0.22 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a - n/a 999
BCLL 0.0 Rep Stress Inc, YES WB 0.00 Horz(CT) 0.00 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 12 to FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-10 oc pudins,
BOT CHORD 2x4 SP No.3 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 1=3-8-0, 3=3-8-0
Max Horz 1=72(LC 12)
Max Uplift 1=-42(LC 12), 3=-72(LC 12)
Max Grav 1=135(LC 17), 3=144(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60tt; eave=7tt; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch right exposed;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 Pelf bottom chord live load nonconcument with any other live loads.
4) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
E
`,,�� PQV IN
�O��OENst���,��'.
No 68182
Al
Joaquin Velez PE No.68182
MITek USA, Inc. FL Gen 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I1-2c BEFORE USE. ��"
Design vdo for use only with MIT.W connectors. This design Is based only upon parameters shown, and Is for an indlNdual building component, not
Wsa system. Before use, the building designer must verity Ne applicability of design parameters and properly in-- Nis design Imo the overall
building design. B—ing lndicazed is to prevent —Wing of lndMidual truss web andlor chord members only. AddMonal temporary and permanent bracing WOW
s ahvays required for atabilay and to prevent Wlapae win possible personal injury and property damage. For general guidance ragaking the
fabdcadon, storage, delivery, eroad,n and bating of trusses and truss systems, see ANSI l DualityC , DSB-89 and BCSI Building Cgmpprrent 6904 Parke East BW.
Sahrylnipmurbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 3e610
1
T21398173
a
3
2x4 2x4 II
Scale: 3/4"-1'
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(.T) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(CT) 0.00 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 20 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins,
BOT CHORD 2x4 SIR No.3 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 1=5-10-2, 3=5-10-2
Max Horz 1=127(LC 12)
Max Uplift 1=-75(LC 12), 3=-128(LC 12)
Max Grav 1=239(LC 17), 3=255(LC 17)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-205/323
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; Cantilever left and right exposed ;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
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
fit tween e bottom and any her bers
d(by
EVF
5) Prlovidemechanical Connection
others)tof trussrto bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Ot=lb)
�",�
3=12a.
,,-%��QU(N
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No 68182
"441:
STOF
�OAl�
OR
%
Joaquin Velez PE No.68182
MITek USA, Inc. FL Gen 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473ay.511-2c BEFOREUSE. ��"
Design valid! for use only with MIT.W connectors. This design Is based only upon parameters shown, and Is for an indlNdual building component, not
Wss system. Before use, the building designer must verify Ne applicability at design parameters and properly in-- Nis design I the overall
building design. Bating lnd1c a,1 is to prevent —Wing of lndMidual truss web an&,r chord members only. AddMonal temporary and permanent bracing WOW
s ahvays required for stabilay and a, prevent wlMpse win possible personal injury and property damage. For general g0danka ag,d,ng the
f,lai on, storage, delivery, eroad,n and bating of trusses and truss systems, see ANSt-1 Daafay Craw,, DSfiI and BCSI Building Component 6904 Parke East Blvd.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL Seen
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CD
T21398086
1
d
4.6 =
Scale - 1:74.4
5.00 12 5x6 —
314 =3x6 = 3x4 = 5.6 =
4x6 -- 6 7 8 23 24 9 25 26 10
20 19 18 11 ea du 10 a1 10 ee 14 13
2x4 11 6x8 = Sxa = 3x6 = 3.4 = 3x6 = 3x8 = 6x8 =
5-10-2 5-5-14 ' 2-6-0 94-0 94-0
9-10-0
Plate Offsets (X Y)-- [2:0-0-0 0-0-141 [6:0-3-0 0-2-41 [10:0-3-0 0-2-4] [19:0-3-8 0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdef1 Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.55
Vert(LL) -0.23 13-14 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.95
Vert(CT) -0.48 13-14 >765 180
BCLL 0.0
Rep Stress Inc, YES
We 0.95
HOrz(CT) 0.05 13 n/a n/a
BCDL 10..
Code FBC2017/rP12014
Matrix-SH
Weight: 2381b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-6 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oC bracing.
WEBS 1 Row at midpt
7-18, 9-14, 11-13
REACTIONS. (size) 2=0-8-0, 19=0-8-0, 13=Mechanical
Max Ho 2=-239(LC 10)
Max UPI ift 2=-160(LC 12), 19=-1088(LC 12), 13=-563(LC 12)
Max Grav 2=273(LC 21), 19=2429(LC 17), 13=1342(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-185/375, 3-5=-496/936, 7-9=-14421984, 9-10=-1517/1078, 10-11=-1679/1086
BOT CHORD 2-20=-336/168, 19-20=-336/168, 18-19=-779/615, 16-18=-523/1073, 14-16=-824/1533,
13-14=-875/1374
WEBS 3-20=0/252,3-19=-797/544,5-19=-2058/1323,5-18=-918/1604, 6-18=-258/203,
7-18=-1477/985, 7-16=-301l705,9-16=-405/403, 10-14=-88/309, 11-13=-1665/1102
NOTES-
1) Unbalanced roof live loads have been considered for this design.
: ASCE
2) BCDos,(1)
EV`C4""
8(MWFRS -1 1-13
and P) to
311;11d0-0 to 2C3G3, Pntteri 2 6 0 to 40--111xterior(2)
3-113 to 2-6-0 Exte or(40-11-13f 42-2-4 zone C C for me betrs
,%% QpP .C.N
and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
SF�••
3) Provide adequate drainage to prevent water ponding.
V� ���
`
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
NO 68182
• •:
5) • This truss has been designed for a live load of 20.0pef 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 = 1 O.Opst.
_ * •:
6) Refer to girder(s) for truss to truss Connections.
7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb)
= "O
2=160, 19=1088,13=563.
�� •• $F ((/�
��N *
Al O/OVVffIIR
•��S'S��Nl1� Ea%
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING- Veray design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119202g BEFORE USE. ��"
Design vdI,I for use only with MIT.W connectors. This design Is based only upon para neara shown, and Is for an individual building component, not
Wsa system. Before use, the building designer must verify Ne applicability of design parameters and properly in orporate Nis design Imo the overall
building design. B—ing lndicarad is to prevent buckling of Individual truss web andlor chord members only. Addit,,al temporary and permanent bracing WOW
s aIx ya required for atabilay and to prevent cliara,au, possible personal inlay and properly damage. For general guidance ag,d,ng the
fabrication, storage, delivery, eroad,n and bating of trusses ant truss systems, see ANSI?Gff 0-se,C , DSB$ and B=Building Cgmporrent 6904 Parke East Blvd.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
1
0
4.6 -
3x6 II
3x6 - 3x8 5 4x6 - 4.6 - 5.8 =
5.S0 12 4 523 24 8 25 726 27 8 28 9 29
20 19 18 y-� - 13 12
2.4 11 5x8 = 3.4 11 2x4 11 5.8 =
6x8 =
Scale - 1:74.4
6-1-2
6-1-2
17-0-0 1110014-10-0 79-9-14 28-2-0 346-0 42-4-0
4-10-14 0-10- 3-0-0 4-11-14 7-10-0
Plate Offsets (X,Y)--
[2:0-0-0,0-0-14], [5:0-3-0,0-2-4], [6:0-3-8,0-1-8], [7:0-3-0,Edge], [9:0-5-4,0-2-4], [10:0-3-0,0-1-8], [14:0-7-4,0-4-0], [15:0-3-0,0-3-4], [16:0-0-8,0-1-8],
[13-8 0-3-01
LOADING (psf)
SPACING- 2-0-0
CS.
DEFL. in (loc) Vdefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.99
Vert(LL) 0.27 14-15 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.98
Vert(CT) -0.52 14-15 >718 180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.97
Horz(CT) 0.08 11 n/a n/a
BCDL 10.0
Code FBC2017/TPl2014
Matrix-SH
Weight: 234 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 "Except' TOP CHORD Structural wood sheathing
directly applied, except end verticals.
9-10: 2.4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt
8-15, 4-19
16-18,8-13: 2x4 SP No.3 2 Rows at 1/3 pts
6-17
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 11=Mechanical, 19=0-8-0
Max Ho 2=-201(LC 10)
Max Uplift 2= 282(LC 12), 11=-606(LC 12), 19=-923(LC 12)
Max Grav 2=436(LC 17), 11=1330(LC 22), 19=2123(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-301/253, 3-4=-81/467, 4-5=0/258, 5-6=-7/375, 6-8=-2066/1490, 8-9=-2788/1928,
9-10=-1780/1150, 10-11 =-1 254/923
BOT CHORD 2-20=280/310, 19-20= 280/310, 16-17=-1319/2276, 15-16= 1205/2066,
14- 1 5=- 1693/2840, 8-14=-223/251
WEBS 6-15=-83/552, 8-15=-861/604, 12-14=-861/1515, 9-14=-890/1462, 9-12=-553/485,
10-12=-792/1441,3-19=-678/556,17-19=-1704/1092,4-17=-628/479,6-17=-2611/1548
EVF
NOTES.
\\\\,`au[rJ �,,II
C"c
1) Unbalanced roof live loads have been considered for this design.
\\ QP •C.
4% .• S,���
2) Wind: ASCE 7-10; VUlt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60tt; eave=7tt; Cat.
416, V� ••
`
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-11 to 4-11-5, Interior(1) 4-11-5 to 11-10-0, Exterior(2)
NO 68182
•:
11-10-0 [0 20-3-13, Interior(1) 20-3-13 to 34-6-0, Exterior(2) 34-6-0 to 42-2-4 zone;C-C for members and forces 8 MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
* :•
3) Provide adequate drainage to prevent water ponding.
_
-
4) This truss has been designed for a 10.0 lost bottom chord live load nonconcument with any other live loads.
= "O
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
' �• S TO F C(/ Z
will fit between the bottom chord and any other members.
6)Refer for
Q 40 Z
i'6`n• A P;•'
to girder(s) truss to truss Connections.
7) Provide truss to bearing 1001b
\�
••• < 0 R t �••`U�
mechanical connection (by others) of plate capable of withstanding uplift at joint(s) except Qt=1b)
2=282, 11=6061 19=923.
\\`
-',,,,ONA;
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cell 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. ��'
Design vdi,J for use only with MlTeksD conneMors. This design Is based onlyupon param , shown, and Is for an indlNdual building component, not
Wss system. Before use, the building designer must veritye apcab thpliility of tlssrame ign paters and properly incorporate fhis design Imo the overall
building desl9n. B-ing lndl-aol is to prevent -Wing of lndMidual truss web andlor ch,M members only. Additional temporary and permanent bracing WOW
s axvays requiretlior stability antl to prevent wlMpse wiU possible personal injury and property tlamaga. Forgeneralguidanp R,dMgthe
fabrication, storage, delivery, Broad,, and bacing of trusses ant truss systems, see ANBBTGII DualityC , DSB-89 and BCBI Building Cgmpprrent 6904 Parke East BW.
Sehrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldoff, MD 20601 Tamps, FL 36610
T21398088
1
0
3.6 -
Scale - 1:74.4
116 = 2.4 II 5.8 = 3.6 = 4.6 = Su12 -
5.00 12 4 5 22 23 24 6 7 25 8 26 9
20 19 18 y-� - 13 12 11
3.4 = 5x8 = 3.4 = 3.4 II 5x8 = 3.6 II
6x8 =
I pig a
5-1-2 6-2-14 3-6-0 4-11-14 8-4-2 4-2-0
4-2-0 5-10-0
Plate Offsets (X Y)-- [4:0-3-0 0-2-4][6:0-3-8 0-2-81 [9:0-9-0 0-2-41 [14:0-6-8 0-4-121 [15:0-3-0 0-3-41 [16:0-2-8 0-2-01 [17:0-4-12 0-2-81
[18:Edge 0-1-81
LOADING (psf)
SPACING. 2-0-0
CSI.
DEFL. in (loc) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC0.98
Vert(L-) 0.37 14-15 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.90
Vert(CT) -0.64 14-15 >581 180
BCLL 0.0
Rep Stress IFor YES
WB 0.91
HOrz(CT) 0.08 11 n/a n/a
BCDL 10..
Code FBC2017/TP12014
Matrix-SH
Weight: 237 lb FT=20%
LUMBER- BRACING -
TOP CHORD 21SP No.2 "Except" TOP CHORD Structural wood sheathing directly applied, except end verticals.
7-9: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied
or 4-1-7 oc bracing.
BOT CHORD 2x4 SP N0.2 "Except" WEBS 1 Row at midpt
5-19, 8-15, 12-14, 9-14
16-18,8-13: 2x4 SP No.3, 14-15: 2x4 SP No.1 2 Rows at 1/3 pts
6-17
WEBS 2x4 SP ND.3 "Except"
6-17,8-15:2x4 SP No.2
REACTIONS. (size) 2=0-8-0, 11=Mechanical, 19=0-8-0
Max Ho 2=-162(LC 10)
Max Uplift 2=211(LC 12), 11=-586(LC 12), 19=-1015(LC 12)
Max Grav 2=335(LC 17), 11=1291(LC 22), 19=2287(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-135/314, 3-4=-193/371, 4-5=-190/652, 5-6=-241/723, 6-8=-2324/1513,
8-9=-3468/2344,9-10=-1653/1090, 10-11=-1245/893
BOT CHORD 2-20=250/220, 19-20= 571/345, 18-19=303/162, 16-17=-1464/2617, 15-16=-1303/2324,
14- 1 5=-2139/3526, 8-14=-234/292
WEBS 3-20=-442/498, 4-20=-673/819,4-19=-496/327, 17-19=-1749/1249, 5-17=-644/631,
9-14=-1326/2149,
EV,,
9-12=543/5105106125-8651/572, 4648-15=-1277/884,12-14=-844/1352,
""*'
NOTES-
\\\\\Pau(N
�� • •� C E N g' • Fl ����
1) Unbalanced root live loads have been considered for this design.
`\\\
V F••• ��
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
NO 68182
•:
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-11 to 5-1-2, Interior(1) 5-1-2 to 9-10-0, Exterior(2) 9-10-0
:•
to 18-3-13, Interior(1) 18-3-13 to 36-6-0, Exterior(2) 36-6-0 to 42-2-4 zone;C-C for members and forces & MWFRS for reactions
_ *
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding._
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
- •• S F 44/ Z
5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
.0. /VffJI _ 4/ z
Al P;•'
will fit between the bottom chord and any other members.
6) Refer to for truss to truss connections.
i '�`n••• 11
�i \` FI t �•
girders)
7) Pr21de1mechhaan1 al Connection (by others) of truss to bearing capable of withstanding 100lb uplift at joint(s) except Qt=lb)
�"; 9/0
plate
N A� Ea�\,
1#1111
Joaquin Velez PE No.68182
Mtiek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473ay.5119202g BEFOREUSE. ��-
Design valid for use only with MIT.W connectors. This design Is based only upon parameters shown, and Is for an individual building component, not
Wsa system. Before use, the building designer must verify the applicability of design parameters and properly in-- this design Imo the overall
Wilding design. Bracing lndicazad is to prevent buckling of Individual truss web an&,r chord members only. AMMonal temporary and permanent bracing WOW
I, Nxya required for stability and to prevent w11p wir, possible personal injury and property damage. For general xid,vaag,d,ng the
fabrication, storage, delivery, eread,n and bracing of trusses ant truss systems, see ANSI?Gll DaaliryC , DSB49 and BCSI Building Cgmpprrent 6904 Parke East Blvd.
Sahryln,Ivradpn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
1
T21398089
5.00 12 5x8 = 2.4 II 5x8 =
3 4 25 26 275
24 \ - ' - 2 -
1 2 23 8
2x4 1117
0 5x6 = 21 20 19 5x6
2.4 II 5.1
= 2x4 II
6x8 =
Scale - 1:74.4
5x6 = 4.6 = 5.6 = 5x8 =
6 28 7 29 30 8 9
4x6
10
15
16 8xl4 MT20HS
3.4 =
14 13 12 11
2x4 II 4x12 = 3x6 = 3x6 II
7-10.0 11-40 1 14-10-0 6-11-15 22-]-13 28-2-0 33-40
38-6-0 42-40
]-10.0 3E-0 3-6-0 2-1--1 5-]-15 5-63 5-2-0
3-10-0
Plate Offsets (X Y)-- [3:0-5-12 0-2-81 [5:0-3-8 0-2-81 [6:0-3-0 0-3-01 [9:0-5-12 0-2-81 [13:0-5-4 0-2-01 [15:0-10-0 0-4-81 [17:0-3-0 0-3-41
[20:0-3-8 0-3-01
LOADING (psf)
SPACING. 2-0-0
CSI.
DEFL. in (loc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC0.81
Vert(L-) 0.56 15-16 >659 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.87
Vert(CT) -0.85 15-16 >436 180
MT20HS 187/143
BOLL 0.0
Rep Stress Inor YES
WB 0.90
H(CT) 0.09 11 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 228 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-10 oc pudins,
BOT CHORD 2x4 SP No.2'Except" except end verticals.
7-14: 2x4 SP No.3, 15-17: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-7-4 oc bracing. Except:
WEBS 2x4 SP No.3'Except' 5-3-0 oc bracing: 17-18
3-21,4-20,8-13,9-12:2x4 SP M 31, 8-15:2x4 SP No.2 WEBS 1 Row at midpt
5-18, 6-17
REACTIONS. (size) 2=0-8-0, 11=Mechanical, 20=0-8-0
Max Horz 2=140(LC 12)
Max Uplift 2=-254(LC 12), 11=-594(LC 12), 20=-928(LC 12)
Max Grav 2=134(LC 17), 11=1319(LC 22), 20=2224(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 3-4=-204/553, 4-5=-420/904, 5-6=-2304/1406, 6-7=-4176/2517, 7-8=-4954/3074,
8-9=-2436/1625,9-10=-1452/946, 10-11=-1284/878
BOT CHORD 17-18=-1269/2304, 16-17=-2375/4155, 15-16=-3015/5097, 12-13=-783/1273
WEBS 3-20=-779/562,18-20= 1640/1000,4-18=-405/353,13-15=1441/2351,8-15=-1550/2693,
8-13=-1358/950,9-13=-847/1418,9-12=-528/426,10-12=-858/1407,5-18=-3420/1947,
5-17=-354/826, 6-17=-1981/1184, 6-16=-81/365, 7-16=-979/674
E
NOTES-)
V
Unbalanoed root live loads have been considered for this design.
,%%`OP�'u(N
F�
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
,••� G E N g'• 1 ��
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 7-10-0, Exterior(2)
`��
V Fes• ��
7-10-0 to 16-3-13, Interior(1) 16-3-13 to 38-6-0, Exterior(2) 38-6-0 to 42-2-4 zone;C-C for members and forces & MWFRS for
NO 68 82
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
_ * :• •:
4) All plates are MT20 plates unless otherwise indicated.
5) 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
y/(►(/�J,�'
S TPA£ 1 O F 41j
will fit between the bottom chord and any other members.
Refer for
.0. O 4/
i'6`� AlP;•'
7) to girder(s) truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
��
,;�' • < fi t �•
2=254, 11=594, 20=928.
`U� ��`
O N A;
Joaquin Velez PE No.68182
MITek USA, Inc. FL Ced 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARN ING-V ydesign parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119202g BEFORE USE. ��-
Design valkt for use only with MlT.W connectors. This design Is based any upon parametera shown, and Is for an individual building component, not
Wsa system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Imo the overall
Wilding design. Bracing lndicazed is to prevent buckling of Individual truss web an&,r chord members only. AddXlonal temporary and permanent bracing WOW
s always required for stability and to prevent ollara, wir, possible personal injury and properly damage. For general guidance ag,d,ng the
fabrication, storage, delivery, eread,n and bating of trusses ant truss systems, see ANSI l Duality Crderu, DSB$ and BCSI Building Component 6904 Parke East Blvd.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
2466645-SYNERGY B6 HALF HIP GIRDER 1 2 Job Reference (optional) T21398090
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Sep 24 12:23:30 2020 Page 1
ID:gllBwLVN16YkTr7fiBJ8hFyw6EN-t5938yUci3MpgNT_OcW ToAOEA3VkueH3sfi5vKyaQHh
-1-0.0 5-10-0 11-0-0 14-10-0 19-3-5 23-8-11 28-2-0 31-4-0 36-8-4 42-0-0
1-0�- 5-70-0 5-6-0 3-6-0 4-5-5 4-5-5 3-2-0 5-7-12
Scale - 1:74.4
NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED
5.00 12 6x8 -NAILED NAILED NAILED 5x8 = 2x4 I NAILED NAILED 7x10 = 4x6 = 5x6 = 7x10 = 4x6 = 5.6 =
3 23 24 254 26 27 28 529 30 6 31 327 33 34 8 35 9 36 37 10 38 39 40 11
2 16 9
'9 46 18 47 4817 49 50 Iv
0 4.6 = ff
3x6 - 22 41 42 43 21 205x12 = 4x6 = 5x12 = 15 51 14 52 53 13 54 55 56 12
2.4 II 2x4 NAILED 5x12 2x4 I I NAILED 4xfi -NAILED NAILED NAILED NAILED NAILED NAILED 4.12 = 2x4 II
=
NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED
NAILED
5-70-0
71-0-0 1410.0
79-3-5
23-8-11
28-2-0 31-40
36-8-4
42-0-0
5-10-0
5-6-0 3-6-0
4-5-5
4-5-5
4-5-5 3-2-0
5-4-0
5-7-12
Plate Offsets (X Y)-- [3:0-4-0
0-2-21 [6:0-5-0 0-4-81 [9:0-5-0 0-4-8] [16:0-6-0 0-4-0]
[19:0-5-8 0-2-81 [21:0-6-0 0-2-12]
LOADING lips'
SPACING. 2-0-0
CSI.
DEFL.
in (loc) Udefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.40
Vert(LL)
0.10 17-18 >999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.36
Vert(CT)
-0.14 17-18 >999
180
BCLL 0.0
Rep Stress IFor NO
WB 0.48
HOrz(CT)
0.02 12 n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 5261b FT=20%
LUMBER- BRACING -
TOP CHORD 2x6 SP No.2 *Except* TOP CHORD
1-3: 2x4 SP No.2
BOT CHORD 2x4 SP No.2 "Except" BOT CHORD
5-20,8-15: 2x4 SP No.3, 12-15: 2x6 SP No.2
WEBS 21
SP No.3 *Except*
4-21,9-14: 2x8 SP 240OF 2.0E
REACTIONS. All bearings 0-8-0 except Ut=length) 12=Mechanical, 14=0-4-0.
(Ib) - Max Herz 2=179(LC 8)
Max Uplift All uplift 1001b or less atjoint(s) except 12=-238(LC 5), 2=217(LC 8),
21=-1697(LC 8), 14=-1547(LC 8)
Max Grav All reactions 2501b or less at joint(s) except 12=419(LC 29), 2=368(LC
29), 21=3243(LC 29), 14=2966(LC 30)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 3-4=-1129/2187, 4-5=-483/944, 5-6=-406/791, 6-7= 1896/978, 7-8=-1981/1026,
8-9=-389/751, 9-10=-999/1685, 11-12=-314/266
BOT CHORD 5-19=-396/266, 18-19=-969/1859, 17-18=-1026/1981, 16-17=-524/275, 8-16=-1095/645
WEBS 3-22=-49/570, 3-21=-2472/1289, 4-21=1153/799, 19-21=2279/1183, 4-19=-685/1316,
6-19=-2732/1423, 6-18=-72/330, 7-17=-349/265, 8-17=-1341/2580, 14-16=-1879/979,
9-16=-560/1078,9-14=-962/669,10-14=-2172/1147, 10-13=0/389
Structural wood sheathing directly applied or 6-0-0 oc, purlins,
except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTES-
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords Connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 Go.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 Co.
2) All loads are considered equally applied to all plies, except it 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 root live loads have been considered for this design.
4) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water pending.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 238 Ib uplift at joint 12, 2171b uplift at
joint 2, 16971b uplift at joint 21 and 1547 lb uplift at joint 14.
10) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines.
,%% QpP .YIN EVF� ,��,
`4% *S•.C�.GENg�-;1 ,
No 68182
ST OF ' 411:
� T'• P: ��
.,;"N A, Ea���%
0
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Ced 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
WARNING- Verity tlesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19202g BEFORE USE. ��°
Design vatkr br use only with MIT.W connectors. This design Is based only upon pammaters shown, and Is tar an indlNdual building component, not
Wss system. Before use, the builtli�g tlesigner must verily Ne applicability of design parameters antl properly in orporata Nis tlesign Info iha overall
building design. Bracing Indicated is to prevent buckling of lnWvIdual truss wab and/or chord members only. AcAmmal temporary and permanent bracing WOW
aN.ays required for stability antl to prevent wlMpse wiN possible personal injury antl property damage. For m,mmal guidance ragak'mg the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTGI7 Duality Cn de DSB-89 and BCSI Building Comporrenr 6904 Parke East Blvd.Sahrylnipmution available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waded, MD 20601 Tamps, FL 36610
NOTES-
11) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 281 Ito down and 1391b up at 5-10-0 on bottom chord. The
design/selection of such Connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-70, 3-11=-70, 2-20=-20,16-19=-20, 12-15=-20
Concentrated Loads (lb)
Vert: 3=-98(B) 6=-63(B) 22=-258(B) 18=-79(B) 9=-108(B) 14=-34(B) 23=-108(B) 24=-108(13)25=-108(B) 27=-108(B) 29=-63(B) 30=-63(B) 31 =-63(B) 32=-63(B)
33=-63(B)34=-63(B) 35=-108(13)36=-108(B) 37=-108(B) 38=-1 08(B) 39=-1 08(B) 40=-108(B) 41=-34(B) 42=-34(B) 43=-34(B) 44=-34(B) 45=-79(B) 46=-79(B)
47=79(B) 48= 79(B) 49=79(B) 50=79(B) 51=34(B) 52= 34(B) 53=34(B) 54=34(B) 55=34(B) 56=-34(B)
A WARNING- Vvfy design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511— BEFORE USE.
Design valid br use only with MIT.W.,.... rs. This design Is based only upon parameters shown, and Is for an indlNdual building component, not
Wss system. Before use, the building designer must verity Ne applicability of design parameters and properly incorporate fhis design Imo the overall
Wilding design. B—ing Indlc vd is to prevent —Ming of Individual truss web an&,r ch,M members only. AMMonal temporary and permanent bracing M170k'
s aN.required for stability antl to prsvent.IMpss wiN possible personal injury and properly damage. For general guidance ag,d,ng the
f,lvi o,, storage, delivery, ero%,n and bacing of trusses ant truss systems, see ANSMv! DualityC , DSB and B=Building Cgmpprrent 6904 Palle East Blvd.
S ftWin,b—tMn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldoff, MD 20601 Tampa, FL 36610
1
T21398091
5.00 12 5.8 =
5x8 =
2 19 3 20 21 22
5x8 -
234
Scale - 1:60.0
... .. 3x6 = ... .., ._ .. .., 3.4 =
3.6 II 3.4 = 3x8 = 3x4 = 3.6 II 3x4 = 3x8 I I
46 =
3-11-4 8-2-0 8-2-0
2-7-0 7-1-0
2-0-0 3-0-0
Plate Offsets (X Y)-- [2:0-5-12 0-2-81 [3:0-4-0 0-3-41 [4:0-5-12 0-2-81
LOADING (psf)
SPACING. 2-0-0
CSI.
DEFL.
in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 1.00
Vert(LL)
0.26 11-12 >546 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.55
Vert(CT)-0.5011-12
>283 180
BCLL 0.0
Rep Stress IFor YES
WB 0.84
HOrz(CT)
0.02 9 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 223 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing
directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 *Except'
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
9-14: 2x6 SP M 26
6-0-0 Be bracing: 17-18
WEBS 2x4 SP No.3'Except"
9-0-0 oc bracing: 11-12.
5-12,1-18:2x6 SP No.2
WEBS
1 Row at midpt
4-15
REACTIONS. (size) 18=0-7-4, 12=0-6-0, 9=0-6-0
Max Horz 18=-441(LC 10)
Max Uplift 18=-450(LC 12), 12=-476(LC 12), 9=-72(LC 12)
Max Grew 18=1019(LC 17), 12=1961(LC 18), 9=734(LC 18)
FORCES. (to) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-712/527, 2-3=-988/825, 3-4=-988/825, 4-5=-577/440, 5-6=-485/99, 6-8=-437/0,
8-9=-1440/323, 1-18=-1022/733
BOT CHORD 17-18=-238/424, 15-17=-761731, 13-15=0/466, 12-13=0/350, 11-12=0/341,
10-11= 203/1219, 9-10=-203/1219
WEBS 2-17=-538/545, 2-15=-420/607,3-15=-665/623,4-15=-514/804, 4-13=-578/434,
5-13=-411/311, 5-12=-667/871, 6-11=-290/520, 1-17=-600/907, 8-11 =-1 087/533,
8-10=-428/949
III11111III
NOTES-
VFW
1) Unbalanced root live loads have been considered for this design..••'
,`IIOP,Q,UIN
C i
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft; B=45ft; L=60tt; eave=7tt; Cat.
••
II; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 12-5-1, Interior(1)12-5-1 to 20-3-4, Exterior(2)
No 68182
20-3-4 to 28-9-1, Interior(1) 28-9-1 to 34-8-4 zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions
* : •:
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) 400.OIb AC unit load placed on the bottom chord, 27-0-0 from left end, supported at two points, 2-0-0 apart.
-
4) Provide adequate drainage to prevent water ponding.
'9
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
Si '• S Pypp 0 F C(/
6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
fit between bottom BCDL
Q'• D- _ Q/
i '1` 'C 1?. �
will the chord and any other members, with =10.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4501b uplift at joint 18, 4761b uplift at
�-
�� •' < R t �••` ��
joint 12 and 72 lb uplift at joint 9.
,'I�SS�Q �`,%'%'
//IIIIIIIII
Joaquin Velez PE No.68182
Miiek USA, Inc. FL Gen 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING -V ydesign parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119202g BEFORE USE. ��•
Design valid! for use only with MIT.W connectors. This design Is based only upon parameters shown, and Is tar an indlNdual building component, not
Was system. Said re use, the building designer must verity the applicability of design parameters and properly in-- this design Imer o the ovall
building design. Bracing lndi-ad is to prevent -Wing of lndMidual truss web an&,r chord members only. Additional temporary and permanent bracing WOW
I, Nxya required for stability and to prevent oliara, wid, possible personal injury and property damage. For general guidance ag,d,ng the
f,lai on, storage, delivery, eraadon antl bating of trusses ant Wss systems, see ANSI?GIf DualityC , DSaiand BCSI Building Cgmpprrent 6904 Parke East BMd.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
ID:gllBwLVN16Yk7r7fiBJ8hFyw6EN-7gCT11 bGaq VXPmgl_Aaf3ui_hQ5Vf3OwYO3jlyaQHY
-22-3-4 22 10,4 29-11-4 31-1104 I 1411-4 1
-MP 11144 68935 66-9-15 0-7- 7-1-0 2-0-
Scale - 1:60.3
5.00 12 _
4x6 3x6 = 3x6 = 3.4 = 5.8 =
3.8 1 3 20 4 21 5 6 22 7
6
3.6 II 5x8 = 3x4 = 4.6 = 3x4 = 4xl0 MT2HS = 2.4 II 3x4 = 3x6 11 .o =
1-11-4 8-9-3 15-5-5
22-3-4
22 10A 29-11-4
1 31-11-4
34-11-4
1-11-4 6-9-15 6-8-3
6-9-15
0.]- ]-1-0
2-0-0
3-0-0
Plate Offsets (X Y)-- [7:0-5-12 0-2-81 [10:0-3-0 Edgel
LOADING (psl)
SPACING. 2-0-0
CSL
DEFL.
in (too) Udell Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC0.65
Verl(LL)
0.34 12-13 >999 240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.92
Vert(CT) -0.68
12-13 >609 180
MT20HS
187/143
BCLL 0.0
Rep Stress Inor YES
WB 0.77
HOrz(CT)
0.10 10 n/a n/a
BCDL 10.0
Code FBC2017,TPI2014
Matrix-SH
Weight: 227 lb
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2'Except'
TOP CHORD
Structural wood sheathing directly applied or 2-10-6
oc pudins,
7-10: 2.6 SP M 26
except end verticals.
BOT CHORD 2x4 SP No.2 "Except"
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oC bracing.
10-14: 2x6 SP M 26, 14-16: 2x4 SP No.1
WEBS
1 Row at midpt
7-15, 4-18, 6-17
WEBS 2x4 SP No.3'Except'
2-19: 2x6 SP No.2
REACTIONS. (size) 10=0-6-0, 19=0-7-4
Max Ho 19=-409(LC 10)
Max Uplift 10=-389(LC 12), 19=-719(LC 12)
Max Grav 10=1948(LC 18), 19=1736(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-645/496, 3-4=-597/4B4, 4-6=-1985/1170, 6-7=-2626/1434, 7-8=-3127/1218,
8-9=-3253/999,9-10=-4012/1306, 2-19=-1723/1096
BOT CHORD 18-19=-250/388, 17-18=754/1985, 15-17=1020/2624, 13-15=-811/2823,
12-13=-815/2796,11-12=-1087/3549,10-11=-1087/3549
WEBS 7-13=0/791, 2-18=-814/1479, 8-12=0/608, 9-12=-913/349, 9-11=-424/492,
7-15=-434/0,
4-18=-1900/1010,6-15=-1/261,4-17=-152/751, 6-17=-889/347
`1111111110"
NOTES-
,%' /"
,`%�OP,Q,UIN V`C��,,,.
1) Unbalanced root live loads have been considered for this design.
41 .• C E N . 1 i
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
` ••
II; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-1-7 to 10-5-1, Interior(1) 10-5-1 to 22-3-4, Exterior(2) 22-3-4
NO 68 82
• �:
to 30-9-1, Interior(1) 30-9-1 to 34-8-4 zone; end vertical left exposeti for members and forces 8 MWFRS for reactions shown;
*
Lumber DOL=1.60 plate grip DOL=1.60
3) 400.01b AC unit load placed on the bottom chord, 27-0-0 from left end, supported at two points, 2-0-0 apart.
•:
_
/y�.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
ST
U F C(/
6) This truss has been designed for a 10.0 pet bottom chord live load nonconoument with any other live loads.
' This has been designed for live load 20.Opsf bottom in 3-6-0 by 2-0-0
•
.0.
i '1`n•••'C
P;••
7) truss a of on the chord all areas where a rectangle tall wide
�i �` O
��
R t ��
will fit between the bottom chord and any other members, with BCDL = I0.0ps1.
8) Connection others) of truss to bearing capable of 389lb at 10 and 719lb
"';i9. s�'/p
lmechanical (by plate withstanding uplift joint uplift
N A� �aG`�
atovidejoint
Joaquin Velez PE No.68182
MITek USA, Inc. FL Celt 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING -Wnfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119202g BEFORE USE. ��'
Design valid for use only with INT.W mnnectov. This design Is based only upon parametera shown, and Is for an indlNdual building component, not
Was system. Before use, the building designer must verity the applicability of design parameters and properly in-- Nis design Info the overall
Wilding design. Bracing lndi-ad is to prevent -Wing of lndMidual truss web andlor chord members only. Additional temporary and permanent bracing M!Tek•
s always required for stability and to prevent ollara, wir, possible personal injury and property damage. For general guidance ag,d,ng the
fabrication, storage, delivery, eread,n and bracing of trusses ant- systems, see ANSI l DuariryC , DSB$ and BCSI Building Cgmporrent 6904 Parke East BMd.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
Special 11 1 1
T21398093
4x10 MT20HS =
5x6 = 6x12 MT20HS = 3x4 =
1 14 15 2 16 3 17 18 4 5.00 112
13 12 10 9 8
4.6 11 4.6 = 3,6 = 3,4 = 5.8 = 2.4 II
Scale - 1:59.3
to
Sx8 =
8-1-11 7-11-15 8-1-11 5-3-14
54-2
Plate Offsets (X Y)-- [4:0-6-0 0-1-121 [7:Edge 0-3-01 [9:0-4-0 0-3-0]
LOADING (psf)
SPACING. 2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC0.90
Vert(LL) 0.54 9-10 >763 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.91
Vert(CT) 0.44 9-10 >947 180
MT20HS 187/143
BCLL 0.0
Rep Stress For YES
WB 0.89
HOrz(CT) -0.12 7 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 1881b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly
applied, except end verticals.
1-2: 2x4 SP No.t BOT CHORD Rigid ceiling directly applied.
BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt
2-10, 3-9
WEBS 2x4 SP No.3 *Except* 2 Rows at 1/3 pts
1-12
1-13: 2x4 SP No.2, 1-12,2-10,3-9: 2x4 SP No.1
SLIDER Right 2x4 SP No.3 2-9-10
REACTIONS. (size) 13=0-7-4, 7=0-6-0
Max Horz 13=-288(LC 12)
Max Uplift 13=-1053(LC 9), 7=-1006(LC 9)
Max Grav 13=1554(LC 1), 7=1554(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-13=-1481/2030, 1-2=-2112/3040, 2-3=-2911/4201, 3-4=-2456/3670, 4-5=-2684/3826,
5-7=-3041/4238
BOT CHORD 12-13=-118/315, 10-12= 2715/2145, 9-10=-3830/2911, 8-9= 371812662, 7-8=-3718/2662
WEBS 1-12=-3463/2409,2-12=-1063/1216,2-10=-1355/896, 3-10=-387/309, 3-9=-545/651,
4-9=-1015/571, 5-9=-280/495, 5-8=-259/157
EV
(N
1OTES-
) Wind ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.0psf; h=15ft; B=45ft; L=60h; eave=7ft; Cat.
,`% QpP .
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 24-3-4, Exterior(2)
� •••� E N g'• 1 ��
24-3-4 to 30-3-4, Interior(1) 30-3-4 to 34-8-4 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown;
`%%
V F••• ��
`
Lumber DOL=1.60 plate grip DOL=1.60
jxf O 68 82
2) Provide adequate drainage to prevent water policing.
3) All plates are MT20 plates unless otherwise indicated.
_ * :• •:
4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument 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
= "O
will fit between the bottom chord and any other members.
$ F 411
6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 10531b uplift at joint 13 and 1006 lb
Q ••, I
i�'6`�•
uplift at joint 7.
•�
s,O N A11 EaG`.
Joaquin Velez PE No.68182
Miiek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473rev.511aacco BEFOREUSE. ��-
Design valkl for use only with MIT.W connectors. This design Is based onty upon paramaers shown, and Is for an indlNdual building component, not
Was system. Geba use, the building designer must verify Ne applicability of design parameters and properly incorporate this design Imo the overall
building design. Brecing I.,11-ed is to prevent -Wing of lndWidual truss web an&,, ch,M members only. Adcku,,al temporary and permanent bracing WOW
s ahvays required for stability and tc prevent wlMpse wid, possible personal injury and property damage. For general guidance regaM'mg the
fabdcadon, storage, delivery, erecd,n and brewing of trusses ant truss systems, see ANSI l Duality Cn na DSB-89 and BCSI Building Cgmporre d 6904 Parke East Blvd.
SakWM,ft rmadd1 available from Truss Plate Institute, 2670 Crein Highway, Suite 203 Waldorf, MD 20601 Tamps, FL Seel
SMU
iTlYs
,
RE: 2466645-SYNERGY -
Site Information:
Customer Info: SYNERGY HOMES Project Name: JACOBSON Model: .
Lot/Block:. Subdivision: .
Address: PALMETTO DRIVE —
City:
City: JUPITER State: FL
Seal# Truss Name Date
T21398123
H1
9/24/20
T21398124
H2
9/24/20
T21398125
H3
9/24/20
T21398126
H4
9/24/20
T21398127
HJ2
9/24/20
T21398128
HJ3
9/24/20
T21398129
HJ5
9/24/20
T21398130
HJ22
9/24/20
T21398131
HJ31
9/24/20
T21398132
HJ52
9/24/20
T21398133
HJ53
9/24/20
T21398134
HJ61
9/24/20
T21398135
K01
9/24/20
T21398136
K02
9/24/20
T21398137
K03
9/24/20
T21398138
K04
9/24/20
T21398139
K05
9/24/20
T21398140
KO6
9/24/20
T21398141
K07
9/24/20
T21398142
K08
9/24/20
T21398143
K09
9/24/20
T21398144
K10
9/24/20
T21398145
K11
9/24/20
T21398146
K12
9/24/20
T21398147
K13
9/24/20
T21398148
K14
9/24/20
T21398149
K15
9/24/20
T21398150
K16
9/24/20
T21398151
L01
9/24/20
T21398152
L02
9/24/20
T21398153
L03
9/24/20
T21398154
L04
9/24/20
T21398155
L05
9/24/20
T21398156
LO6
9/24/20
T21398157
L07
9/24/20
T21398158
N1
9/24/20
T21398159
P01
9/24/20
T21398160
P02
9/24/20
T21398161
S1
9/24/20
T21398162
V01
9/24/20
T21398163
V02
9/24/20
T21398164
V03
9/24/20
T21398165
VO4
9/24/20
T21398166
V05
9/24/20
T21398167
V06
9/24/20
T21398168
V07
9/24/20
T21398169
V08
9/24/20
T21398170
V09
9/24/20
T21398171
V10
9/24/20
T21398172
V11
9/24/20
T21398173
V12
9/24/20
2of2
MiTek USA, Inc.
6904 Parke East Blvd.
Tampa, FL 33610-4115
1
T21398094
5x8 =
Scale - 1:60.6
3x4 = 4x10 MT20HS = 3x4 = 3x6 = 4x6 = 5x6 = 3x4 11
4.6 II 5.6 = 3.4 = 4x6 = 3.4 = 5.6 = 6.8 =
7-2-8 6-10-12 6-10-12 6-10-12
7-0-8
Plate Offsets (X Y)-- [4:0-5-0 Edge]17:0-3-0 Edge1 [11:0-3-0 0-3-0]
LOADING (psf)
SPACING. 2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC0.94
Vert(LL) 0.61 12-14 >676 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.88
Vert(CT) -0.50 12-14 >832 180
MT20HS 187/143
BCLL 0.0
Rep Stress IFor YES
WB 0.78
Hom(CT) -0.15 10 n/a n/a
BCDL 10..
Code FBC2017/TP12014
Matrix-SH
Weight: 197 lb FT=20%
LUMBER- BRACING -
TOP CHORD 21SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
7-9: 2x4 SP No.2 except end verticals.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied.
WEBS 21SP No.3 *Except* WEBS 1 Row at midpt
8-10, 6-11, 3-14
2-16: 2x6 SP No.2, 8-10,2-15,6-11,3-14,5-12: 2x4 SP No.2 2 Rows at 1/3 pts
2-15
REACTIONS. (size) 16=0-7-4, 10=0-6-0
Max Horz 16=-216(LC 10)
Max Uplift 16=-1101(LC 9), 10=-1337(LC 9)
Max Grav 16=1647(LC 1), 10=1554(LC 1)
FORCES. (to) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-16=-1580/2080, 2-3= 2288/3271, 3-5=3371/4743, 5-6=-3365/4717, 6-8=-2287/3229
BOT CHORD 14-1 5=-3271/2288,12-14=-4743/3371, 11-12=-4717/3365, 10-11=-3229/2287
WEBS 8-10=-2585/3645,2-15=-3564/2547,8-11=-1322/773,3-15=-1104/1273, 6-11=-1240/1711,
3-14=-1708/1246, 6-12=-454/274, 5-14=-479/404
NOTES-
1)
L&
EV
l 34-9-8 zone; end
lr
Ceft Imb
exposed; porch right exposed C-C foFRS
vertical members and force MWFRS for reactions s shown; r DOL=1 60 plate grip
�`%OP�'u(N
,o F4''
2) Provide adequate drainage to prevent water ponding.
` V 16, %
3) All plates are MT20 plates unless otherwise indicated.
NO 68182
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 20.0psf 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 1101 It, uplift at joint 16 and 13371b
= "O c�
uplift at joint 10.
13 - ST/yCIQJ OF
��•A�®®®®O
R'I'DP �jN
1,%0 N A` S %1"
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cell 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473ay.5119202g BEFOREUSE. ��-
Design valid for use only with MIT.W conneMors. This design Is based only upon parameters shown, and Is for an individual building component, not
Wsa system. Before use, the building designer must verify the applicability of design parameters and properly in-- Nis design Imo the overall
building design. Bracing lndi-ad is to prevent buckling of Individual truss web an&,r chord members only. AddXlonal temporary and permanent bracing WOW
s always required for stability and to prevent ollara,au, possible personal injury and properly damage. For general guidance agaking the
fabrication, storage, delivery, eroad,n and bacing of trusses ant truss systems, see ANSI l Duase,C , DSB and BCSI Building Cgmporrent 6904 Parke East BMd.
Sahrylnigmurbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
-1-0-171 6-0-6 11-9-0 17-5-10 23-2-4 28-10-14 34-11-4
1-0-72 6-0-6 5-8-70 5-8-70 5-8-70 5-8-70 6-0-6 1
Scale - 1:60.5
NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED
5x6 NAILED 3x5 NAILED NAILED 3.4 = 4.6 = 3.4 = NAILED NAILED 3x6 = 3x6 = 5x6 = NAILED 3.4 II
2 18 19 20 3 21 22 4 23 5 24 6 25 26 27 7 28 29 8 30 9 31 32 33 10
ao e
3.6 II NAILED NAILED Sx6 NAILED NAILED 6x8 NAILED NAILED 3x4 =V NAILED 6xl2MT20HS = NAILED 3x6 NAILED 6x8 =
NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED
6-0-6 5-8-10
5-8-10
5-8-10
5-8-10
6-0-6
Plate Offsets (X Y)--
[5:0-3-0 Edge][15:0-4-0 Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.74
Vert(LL) 0.50 14 >825
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC
0.64
Vert(CT) -0.71 13-14 >562
160
MT20HS
187/143
BCLL 0.0
Rep Stress For NO
WB
0.93
HOrz(CT) 0.15 11 n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 38711,
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.2 "Except" BOT CHORD
2-17,10-11: 2x6 SP No.2, 9-12,3-16,7-13,4-15,6-14: 2x4 SP No.3
REACTIONS. (size) 17=0-7-4, 11=0-6-0
Max Ho 17=-170(LC 19)
Max Uplift 17=-1628(LC 8), 11=-1588(LC 8)
Max Grav 17=3327(LC 27), 11=3385(LC 25)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-17=-3198/1665, 2-3=-5421/256113-4=-8477/3992, 4-6=-9487/4459, 6-7=-8456/3972,
7-9=-5404/2536, 10-11=412/319
BOT CHORD 15-16=-2561/5421, 14-15=-3992/8477, 13-14=-4459/9487, 12-13=-3972/8456,
11-12=-2536/5404
WEBS 9-11=-5987/2810, 2-16=2732/5916, 9-12=633/1946, 3-16= 2475/1422, 7-12=-3468/1631,
3-15=-1626/3489, 7-13=-147/887,4-15=-1362/888, 6-13=-1171/554,4-14=-538/1166,
6-14=-260/378
Structural wood sheathing directly applied or 3-4-13 oc puriins,
except end verticals.
Rigid ceiling directly applied or 6-5-11 oc bracing.
E
NOT
I N �/F,,"I�
1)2-ply truss to be connected together with 10d(0.131"x3") nails astollows:
Top Chords Connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 now at 0-9-0 oc.
,Q�J
�% �P, C�c �j�
.• •� C E N g' • 1 ,,
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
`%%
V Fes••
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
� •
NO 68182
2) All loads are considered equally applied to all plies, except it 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=170ri (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.Opsf; h=1511; B=45ft; L=60h; save=7h; Cat.
•:
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60
=
4) Provide adequate drainage to prevent water ponding.
;3
$ A 0 F : C(/
5) All plates are MT20 plates unless otherwise indicated.
6) This has been designed for 10.0 bottom live load live loads.
.
Q •• 4/
Al
truss a psf chord nonconcurrent with any other
7) " This has been designed for live load 20.Opsf bottom in 3-6-0 by 2-0-0
%'0`n�
��`` • .......
truss a of on the chord all areas where a rectangle tall wide
fit between the bottom chord and any other members.
•�•
will
8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 16281b uplift at joint 17 and 1588 lb
N A
uplift at joint 11.
18111111110
9) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NOS guidlines.
Joaquin Velez PE No.68182
MITek USA, Inc. FL Gen 6634
LOAD CASE(S) Standard
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
WARNING--ytlesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19202g BEFORE USE. ��-
Design velkt for use only with MITeW wnneMprs. This design Is based only upon paramatere shown, and Is for an indlNdual building component, not
Wss system. Barone use, the building designer must verify the applicability 0 design parameters and properly in drpgrete this tlesign -the overall
building design. Bracing lndl-ad is to prevent -Wing of lndWIdual truss web and/or chord members only. Addillonal temporary and permanent bracing WOW
aaieays required for stability and to prevent wllepse wid, possible personal injury and property damage. For general guidance regading the
hi'lAt don, storage, delivery, ere%on and leading of trusses and truss systems, see ANSUTPt! Duality Cdtoda, DSB$ and BC& Building Cake ea nt 6904 Parke East BNd.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
LOAD CASE(S) Standard
1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-70, 2-10=-70, 11-17=-20
Concentrated Loads (lb)
Vert: 15=-61(F) 16=-61 (F) 3=-1 36(F) 4=-1 36(F) 18=-136(F) 19=-136(F) 21=-136(F) 22=-1 36(F) 23=-1 36(F) 24=-136(F) 25=-1 36(F) 26=-1 36(F) 27=-136(F)
28=-136(F) 29=-136(F) 30= 136(F) 31=-136(F) 32=-1 36(F) 33=-1 46(F) 34=-61 (F) 35=-61 (F) 36=-61 (F) 37=-61(F) 38=-61(F) 39=-61(F) 40=-61 (F) 41 =-61 (F)
42=61(F) 43= 61(F) 44=-61(F) 45=-61(F) 46=61(F) 47=61(F) 46=-64(F)
WARNING- Vvfy design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511— BEFORE USE.
Design vdM br use only with MIT.W.,.... rs. This design Is based only upon pars—, shown, and Is for an indlNdual building component, not
Wss system. Before use, the bulldhg designer must verify Ne applicability of design parameters and properly incorporate ihis design Imo the overall
building design. B—ing I.di-vd is to prevent —Ming of Individual truss web an&,r ch,M members only. AMMonal temporary and permanent bracing M170k'
s aN. required for stability antl to prsvent.IMpss wir, possible personal injury and properly damage. For general guidance ag,d,ng the
f,lvi o,, storage, delivery, erectlon and bacing of trusses ant truss systems, see ANSMv! DualityC , DSarM and BCSI Building Cgmpprrent 6904 Palle East Blvd.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldoff, MD 20601 Tampa, FL 36610
Scale -1:7.2
P3'(B
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DO 1.25
Rep Stress Incr YES
Code FBC2017/TPI2014
CSI.
TC 0.13
BC 0.01
WB 0.00
Matrix-P
DEFL. n (loc) Vdefl L/d
Vert(LL) -0.00 2 >999 240
Vert(CT) -0.00 2 >999 180
HOrz(CT) -0.00 3 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 5 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOT CHORD 2x4 SIR No.2 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4--Mechanical
Max Ho 2-61(LC 12)
Max Uplift 3=-16(LC 1), 2=-161(LC 12)
Max Grav 3=27(LC 12), 2=170(LC 17), 4=18(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch 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 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 16 lb uplift at joint 3 and 161 lb uplift at
joint 2.
E
P& I N �/F��
No 68182
:9
• SOF 411�
.
O�Ct> � A'
•��S'S��Nl1� Ea%`�%
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cell 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19202g BEFORE USE. ��"
Design valid! for use only with MlT.W connectors. This design Is based only upon parameters shown, and Is for an indMdual building component, not
Wss system. Before use, the building designer must verity the applicability at design parameters and properly in-— this design —the overall
building design. Bracing lndicarad is to prevent —Wing of lndMidual truss web an&,r chord members only. AddXlonal temporary and permanent bracing WOW
s aN. required for stability and a, prevent cliara, win, possible personal injury and property damage. For general guidance rag,adxg the
fabdcadon, storage, delivery, eroad,n and bating of trusses and truss systems, see ANSI?Gff Duafay Craw,, DSB4V and B=Building Component 6904 Parke East Blvd.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL Seat
Scale - 1:11.4
2x4 =
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP12014
CSI.
TO 0.20
BC 0.08
WB 0.00
Matrix-P
DEFL. in (loc) Udefl L/d
Vert(LL) -0.00 2-4 >999 240
Vert(CT) -0.01 2-4 >999 180
Horz(CT) -0.00 3 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 11 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. (size) 3-Mechanical, 2=0-8-0, 4--Mechanical
Max Ho' 2=110(LC 12)
Max Uplift 3=-56(LC 12), 2=-177(LC 12)
Max Grav 3=83(LC 17), 2=246(LC 17), 4=52(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch 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 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 56 lb uplift at joint 3 and 177 lb uplift at
joint2.
,`%�OP&INEv
�.�.GENg�;l
No 68182
STA OF ' 441.
:0;cc Al
���5'S�ONA� Ea``�•
Joaquin Velez PE No.68182
MITek USA, Inc. FL Gen 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING- Veray design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473ay.5119202g BEFOREUSE. ��"
Design valid! for use only with MlT.W connectors. This design Is based only upon parameters shown, and Is for an indMdual building component, not
Wss system. Before use, the building designer must verity ne applicability at design parameters and properly in-- this design I the overall
building design. B—ing lndicarad is to prevent —Wing of lndMidual truss web an&,r chord members only. AddMonal temporary and permanent bracing WOW
s ahvays required for stabilay and a, prevent cliara, win possible personal injury and property damage. For general guidance rag,adxg the
fabrication, storage, delivery, eroad,n and bating of trusses and truss systems, see ANSVTG11 DaafayC , DSfiI and BCSI Building C ,Ranent 6904 Parke East BMd.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL Seen
Scale - 1:16.2
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP12014
CSI.
TIC0.60
SC 0.26
WB 0.00
Matrix-P
DEFL. in (loc) Udefl L/d
Vert(LL) -0.03 2-4 >999 240
Vert CT) -0.05 2-4 >999 180
H—(CT) -0.00 3 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 17 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. (size) 3-Mechanical, 2=0-8-0, 4--Mechanical
Max Ho' 2=160(LC 12)
Max Uplift 3=-130(LC 12), 2=-194(LC 12)
Max Grav 3=177(LC 17), 2=330(LC 17), 4=92(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
NOTES -
I) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch 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 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 130 lb uplift at joint 3 and 194 lb uplift at
joint2.
,`%�OP&INEv
�.�.......
GEN. �;l
No 68182
"
ST OF '44U
Al
•��S'S��Nl1tti Ea``�•
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cell 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19202g BEFORE USE. ��"
Design valid! for use only with MlT.W connectors. This design Is based only upon parks s shown, and Is for an indlNdual building component, not
Wss system. Before use, the building designer must verity ne applicability at design parameters and properly in-— this design —the overall
building design. B—ing Indicated is to prevent —Wing of lndMidual truss web an&,r chord members o,Iy. AddMonal temporary and permanent bracing WOW
s ahvays required for stabilay and a, prevent cliara, win possible personal injury and property damage. For general guidance ragaking the
fabrication, storage, delivery, eroad,n and bating of trusses and truss systems, see ANSI?Gff DaafayC , DSB-89 and B=Building Component 6904 Parke East Blvd.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL Seat
Scale -1:7.2
VICE
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(too) Vdefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TO 0.03
Vert(LL) -0.00
1 >999
240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.00
Vert(CT) -0.00
1 >999
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
H—(CT) -0.00
2 n/a
n/a
BCDL 1.Code
FBC2017/TPI2014
Matrix-P
Weight: 3 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural
wood
sheathing directly applied or 1-0-0 oc purlins.
SOT CHORD 2x4 SP No.2
BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. (size) 1=0-11-10, 2=Mechanical, 3=0-11-10
Max Horz 1=34(LC 12)
Max Uplift 2=-31(LC 12)
Max Grav 1=30(LC 1), 2=30(LC 17), 3=13(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.Opsf; h=15ft; B=45ft; L=60tt; eave=7tt; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch 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 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 31 lb uplift at joint 2.
�%% QpP .VIN EVF�
No 68182
" ST OF
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cell 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119202g BEFORE USE. ��"
Design valid! for use only with MlT.W connectors. This design Is based only upon Parameters shown, and Is for an indMdual building component, not
Wss system. Before use, the building designer must verity ne applicability at design parameters and properly in-— this design —the overall
building design. B—ing lndicara l is to prevent —Wing of lndMidual truss web an&,r chord members only. AddMonal temporary and permanent bracing WOW
s aN. required for stabilay and a, prevent ctara, win possible personal injury and property damage. For general guidance ragaking the
fabrication, storage, delivery, eroad,n and bating of trusses and truss systems, see ANS&-1 DaafayC , DSB-89 and BCSI Building Caa Raneat 6904 Parke East Blvd.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL Seat
Scale - 1:11.4
2x4 =
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TPI2014
CSI.
TO 0.21
BC 0.08
WB 0.00
Matrix-P
DEFL. in (loc) Udefl L/d
Vert(LL) -0.00 1-3 >999 240
Vert(CT) -0.01 1-3 >999 180
Horz(CT) -0.00 2 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 9 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD 2x4 SIR No.2 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical
Max Horz 1=83(LC 12)
Max Uplift 1=-31(LC 12), 2=-88(LC 12)
Max Grav 1=122(LC 17), 2=110(LC 17), 3=52(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch 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 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 trues Connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 1 and 88 It, uplift at
joint 2.
,`%,0'QUINEV
No 68182
"
STOF
•
Joaquin Velez PE No.68182
MITek USA, Inc. FL Gen 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING- Veray design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473ay.5119202g BEFOREUSE. ��"
Design valid! for use only with MlT.W connectors. This design Is based only upon parameters shown, and Is for an indMdual building component, not
Wss system. Before use, the building designer must verity ne applicability at design parameters and properly in-- this design I the overall
building design. B—ing lndicara l is to prevent —Wing of lndMidual truss web an&,r chord members only. AddMonal temporary and permanent bracing WOW
s aN. required for stabilay and a, prevent cliara, win posaiNe personal injury and property damage. For general guidance ragaking the
fabrication, storage, delivery, eroad,n and bating of trusses and truss systems, see ANSVTG11 DaafayC , DSfiI and BCSI Building C ,Ranent 6904 Parke East BMd.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL Seen
Scale - 1:11.7
ADEQUATE
SUPPORT
REQUIRED
3x8 114
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/7PI2014
CSI.
TIC 0.17
BC 0.09
WB 0.00
Matrix-R
DEFL. in (loc) Udefl L/d
Vert(LL) -0.00 4 >999 240
Vert(CT) -0.00 3-4 >999 180
Horz(CT) -0.00 2 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 7lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-4 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. (size) 4=Mechanical, 2=Mechanical, 3-Mechanical
Max Horz 4=50(LC 12)
Max Uplift 4=-15(LC 12), 2=-62(LC 12), 3=-4(LC 12)
Max Grav 4=90(LC 17), 2=78(LC 17), 3=39(LC 3)
FORCES. (fib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60h; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch 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 nonconcument with any other live loads.
3) ' 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.
4) Refer to girder(s) for truss to truss connections.
5) Provideechaniic l Connection (by others) of truss to bearing plate capable of withstanding 15 lb uplift at joint 4, 62 lb uplift at joint 2
II10"
and 4 lb 3.
,� �-*�
`,,joint
PaujN
No 68182
ST OF ' 4(1.
:0;cc Al
Joaquin Velez PE No.68182
MITek USA, Inc. FL Gen 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19202g BEFORE USE. Ni��'
Design vdl,t for use only with MIT.W conneMgrs. This design Is based only upon Parameters shown, and Is for an indlNdual building component, not
Wyste ss sm. Before use, the building must veri
ty rity the applicability at design parameters and properly in-- s design I the overall
building design. Bracing lndlc a,1 is to prevent —Wing of lndMidual truss web an&,r chord members only. AddMonal temporary and permanent bracing WOW
s aN. required for stability and to prevent Wlara, win possible personal injury and property damage. For general guidance ag,d,ng the
fabdcadon, storage, delivery, eroad,n and bacing of trusses and truss systems, see ANS&? 1 Duality Craw,, DSB-89 and BCSI Building Compor aat 6904 Parke East Blvd.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL Seat
1
T21398102
�1
4x6 =
4
Scale - 1:37.8
5.6 = - 3.4 3.6 = 3.4 V 5.6 =
= =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TO 0.88 Vert(LL) 0.63 6-10 >395 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(L 0.53 8-10 >468 180
BCLL 0.0 Rep Stress Incr YES WB 0.37 HOrz(CT) -0.05 6 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 95 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-1 oc puffins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-8, 4-10
REACTIONS. (size) 2=0-8-0, 6=0-8-0
Id
Max Horz 2=-227(LC 10)
Max Uplift 2=-671(LC 9), 6=-628(LC 9)
Max Grav 2=1027(LC 1), 6=1027(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3= 1758/2898, 3-4=-1715/3054, 4-5=1715/3072, 5-6=-1758/2912
BOT CHORD 2-10=-2506/1592, 8-10=-1461/1023, 6-8=-2534/1518
WEBS 4-8=-1517/725, 5-8=-427/351, 4-1 0=-1 506/822, 3-10=-396/344
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.Opsf; h=15ft; B=451t; L=60ft; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-11 to 4-11-5, 1nterior(1) 4-11-5 to 10-8-0, Exterior(2)
10-8-0 to 16-8-0, Interior(1) 16-8-0 to 22-4-11 zone; porch right exposed;C-C for members and forces & MWFRS for reactions
Lumbr DOL-1.60 plate p DOL=1.60
wn; ga110.0
ebeenn
EVF���',
designed for
3) Th�s truss has psf bottom chord live load nonconcurrent with any other live loads.
�N
4) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
%�,,,`QV
�% �P , .
C E N 1
S�""• ���
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 671 lb uplift at joint 2 and 628 lb uplift at
V�
joint6.
No 68182
-13
STOF '.�:
� ((((((OJJJJJJ I
R `o? cjN,
•��S'S�ONA E"'.0
Joaquin Velez PE No.68182
MITI USA, Inc. FL Celt 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
,A WARNING -Wnfy design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119202g BEFORE USE. ��"
Design valid! for use only with MIT.W connectors. This design Is based only upon Parameters shown, and Is for an indlNdual building component, not
Wss system. Before use, the building designer must verity the applicability at design parameters and properly in-- this design I the overall
Wilding desl9n. Bracing lndicara l is to prevent -Wing of lndMidual truss web an&,r chord members only. AddXlonal temporary and permanent bracing MOW
s aN. required for stability and a, prevent cliara, wir, possible personal injury and properly damage. For general g0dansa ag,d,ng the
fabdcadon, storage, delivery, eroad,n and bating of trusses and truss systems, see ANSI l Duality Craw,, DSB4V and BCSI Building C ,Ranent 6904 Parke East Blvd.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL Seat
1
T21398079
5.00 12
5.6 =
6
Scale - 1:77.5
1�
17 16 2'd 15 24 14 13 12 25 26 11 4.6 =
2.4 II 7.10 = 5.8 = 4.6 = 3.8 II 2.4 II
4.6 =
7-11-9 7-7-4 7-74 5-4-6
5-4-8
8-1-0
4-0-0
Plate Offsets (X Y)-- [2:0-4-0 0-2-141 [8:0-4-0 Edgel [16:0-5-0 0-4-81
LOADING (psf)
SPACING. 2-0-0
CSI.
DEFL.
in (loc) Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.96
Vert(L-)
0.35 11-12 >409
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.53
Vert(CT)-0.6511-12
>221
180
MT20HS
187/143
BCLL 0.0
Rep Stress IFor YES
WB 0.86
HOrz(CT)
0.06 10 n/a
n/a
BCDL 10.0
Code FBC2017,TPI2014
Matrix-SH
Weight: 281 lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except" TOP CHORD
Structural wood
sheathing directly applied.
1-4: 2x4 SP M 31, 8-10: 2x4 SP No.t BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
BOT CHORD 2x6 SP M 26 *Except" WEBS
1 Row at midpt
3-16, 5-15, 7-14
13-16: 2x6 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 12=0-6-0, 10=0-4-0
Max Horz 2-463(LC 11)
Max Uplift 2=-1030(LC 12), 12=-891(LC 12), 10=-61(LC 33)
Max Grav 2=2088(LC 37), 12=2615(LC 1), 10=749(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-4064/2073, 3-5=-2473/1372, 5-6=1372/914, 6-7=-1329/965, 7-8=-1027/687,
8-9=-624/309, 9-10=-569/214
BOT CHORD 2-17=-1716/3846, 16-17=-1716/3846, 15-16=-931/2434, 14-15=-154/801, 12-14=-163/477,
1 1 -12=-184/474, 10-11=-184/474
WEBS 3-17=0/380, 3-16=-1548/936, 5-16=-294/842, 5-15=-1508/863, 6-15=-291/576,
7-15=-275/875, 7-14=-1052/616, 8-14= 829/1240,8-12=-1645/1302, 9-11=-429/590
EV
NOTES-)
Unbalanced root live loads have been considered for this design.
,`,fop O..G...
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
g'F4
,••� E N • 1 ��
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 23-2-0, Exterior(2)
`�`
V Fes • ��
23-2-0 to 29-2-0, Interior(1) 29-2-0 to 45-10-0 zone;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60
NO 68 82
plate grip DOL=1.60
* :• •:
3) 400.011, AC unit load placed on the bottom chord, 38-0-0 from left end, supported at two points, 2-0-0 apart.
4) All plates are 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.
= "O
6) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
S T�ypF) O F C(/
will fit between the bottom chord and any other members, with BCDL = 10.Ops1.
Provide bearing 1001b 10
O "�1'1/rp' �V
'0`�••'C P;•'
7) mechanical Connection (by others) of truss to plate capable of withstanding uplift at joint(s) except It-lb)i
2=1030, 12=891.
�`
'. CC O R t �• .`
••• ��,
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 676 lb down and 447 lb up at
`
��I StS `
6-1-8 on top chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
Joaquin Velez PE No.68182
1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
MITek USA, Inc. FL Gen 6634
Uniform Loads (pit)
6904 Parke East Blvd. Tampa FL 33610
Vert: 1-6=-70, 6-10=-70, 2-10=-20
Date:
September 24,2020
WARNING-Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19202g BEFORE USE. ��*
Design vdld for use only with MITeW connectors. This design Is based only upon paramders shown, and Is for an indlNdual building component, not
Wss system. Before use, the building designer must verify the applicability of tlssign parameters and properly in orporate this design Imo the overall
building design. Bracing lndi-ad is to prevent buckling of Individual truss web and/or ch,d members Orly. AMMonal temporary and permanent bracing WOW
saN.ays requiretlior stability antl to prevent wlMpse wiU possible personal injury and property tlamage. Forgeneralguidanceagakingtm
fabdcadon, storage, delivery, erectlon and bacing of trusses ant truss systems, see ANSI l DuariryC , DSB-Sgand BCSI Building Cgmporrent 6904 Parke East Blvd.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
1
T21398103
4x6 =
NAILED
NAILED
6
NAILED
26
4x6 i
2x4 II
25
2xd II
6x12
W20HS =
NAILED
26
5.00 12
3
2 1
2 4 11
7.10 =
2
13 18
19
20
12
21
4x66=
2.4 II
NAILED
NAILED
axis =NAILED
NAILED
Scale = 1:39.6
TOP CHORD MUST BE BRACED BY END JACKS,
-ROOF DIAPHRAGM, OR PROPERLY CONNECTED
PURLINS AS SPECIFIED.
41LED 4x6
27 6x12 MT20HS =
zz 23 11
NAILED 2x4 II
5-0-0 5-8-0 5-8-0
5-0-0
Plate Offsets(XY)-- [2:0-0-00-1-61 [3:0-8-00-1-121 [8:0-8-00-1-121 [9:0-0-00-1-61 [12:0-4-00-3-0]
LOADING (psf)
SPACING. 2-0-0
CSL
DEFL. in (too) Vdefl -
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.88
Vert(LL) 0.38 12-13 >651 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.99
Vert(CT) -0.32 12-13 >763 180
MT20HS 187/143
BCLL 0.0
Rep Stress IFor NO
WB 0.41
HOrz(CT) -0.12 9 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 1151b FT=20%
LUMBER- BRACING -
TOP CHORD 21SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc purlins.
3-8: 2x4 SP No.1 Except:
BOT CHORD 2x4 SP No.2 1 Row at midpt
4-5, 5-7
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-3-12 oc bracing.
OTHERS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 5
REACTIONS. (size) 9=0-8-0, 2=0-8-0
Max Horz 2=-212(LC 23)
Max Uplift 9=-1494(LC 9), 2=-1498(LC 9)
Max Grav 9=1871(LC 31), 2=1985(LC 29)
FORCES. (to) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3950/3087, 3-4=-4162/3373, 4-5=-2973/2329, 5-7=-2973/2329, 7-8=-4233/3373,
8-9=-3894/3078,4-6=-1369/1192, 6-7=-1414/1188
BOTCHORD 2-13=-2735/3652, 12-13=-2749/3665, 11-12=-2740/3517, 9-11=-2726/3504
WEBS 3-13=212/366, 3-12=-581/746, 5-12=569/387, 8-12=-621/809, 8-11= 214/360,
5-6=-384/502
NOTES-
EVF,
1) Unbalanced root live loads have been considered for this design.
\\QU(N
\\ �I
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.Opsf; h=15ft; B=45ft; L=60h; eave=7ft; Cat.
\\
,\ QP C"c
It; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60.••
,
G E N g'• 1 ��
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
V F••• ��
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
N O 68182
•.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
* :
6) Gable studs spaced at 2-0-0
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
'9 :
8) " 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
S.i ••• S (0, 1
F C(
will fit between the bottom chord and any other members.
9) Provide bearing 1494 lb 9 1498 lb
Q 40 Z
•••'C� P;:
mechanical Connection (by others) of truss to plate capable of withstanding uplift at joint and uplift
2.
%'�`
0 ��`11
at to,
10) Graphical representation does not depict the size or the orientation of the along the top and/or bottom chord.
�I SSA •• • • • • ••�`
pudin purlin
11) "NAILED" indicates 3-10d 3-12d toe NDS
\�\
(0.148"x3") or (0.148"x3.25") -nails per guidlines.
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 410 It, down and 385 Ib up at
5-0-0, and 410 Ito down and 385 It, up at 16-4-0 on top chord, and 183 to down at 5-0-0, and 183 lb down at 16-3-4 on bottom
Joaquin Velez PE No.68182
chord. The design/selection of such Connection devices) is the responsibility of others.
MITek USA, Inc. FL Cart 6634
13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
6904 Parke East Blvd. Tampa FL 33610
Date:
LOAD CASE(S) Standard
September 24,2020
WARNING -V ydesign parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473ay.5/19202g BEFOREUSE. ��•
Design valid! for use only with MITe1,10 connectors. This design Is based only upon parameters shown, and Is for an indlNdual building component, not
Was system. Before use, the building designer muat vedry the applicability of design parameters and properly in-- Nis design Imo the overall
building design. Bracing hill -ad is to prevent —Wing of lndMidual truss web andlor chord members only. Additional temporary and permanent bracing MOW
I, 1N,,ya required for atabillty and to prevent x,liara, wid, posaiNe personal injury and property damage. For general guidanpa ag,d,ng the
fabdcadon, storage, delivery, eread,n and bating of trusses and Wss systems, see ANSI?GIf DualityC , DSB and BCSI Building Cgmporrent 6904 Parke East Blvd.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
LOAD CASE(S) Standard
1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-70, 3-4=-130(F=-60), 4-7=-60(F), 7-8=-130(F=-60), 8-1 0=-70, 2-9=-20, 4-6=-70, 6-7=-70
Concentrated Loads (lb)
Vert: 3=-1 69(F) 8=-1 69(F) 13=-71(F) 12=-26(F) 11=-71(F) 6=-76(F) 19=-26(F) 20=-26(F) 21 =-26(F) 22=-26(F) 24=-76(F) 25=-76(F) 26=-76(F) 27=-76(F)
WARNING- Vvfy design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511— BEFORE USE.
Design vdM br use only with MIT.W.,.... rs. This design Is based only upon parameters shown, and Is for an indlNdual building component, not
Wss system. Before use, the W,10,g designer must verify Ne applicability of design parameters and properly incorporate fhis design Imo the overall
building design. B—ing I.di-vd is to prevent —Ming of Individual truss web an&,r ch,M members only. AMMonal temporary and permanent bracing M170k'
saN,ys required for stability antl to prevent.IMpse— possible personal injury and properly damage. For general guidance ag,d,ng the
f,lvi o,, storage, delivery, erectlon and bacing of trusses ant truss systems, see ANSMv! DualityC , DSB$ and BCSI Building Cgmpprrent 6904 Palle East Blvd.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldoff, MD 20601 Tampa, FL 36610
Scale - 1:10.0
2x4 =
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 1.Code
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
FBC2017/TPI2014
CSI.
TO 0.11
BC 0.04
WB 0.00
Matrix-P
DEFL. in (loc) Udefl L/d
Vert(LL) -0.00 1 >999 240
Vert(CT) -0.00 1-3 >999 180
Horz(CT) -0.00 2 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 7lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc purlins.
BOT CHORD 2x4 SIR No.2 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical
Max Horz 1=67(LC 12)
Max Uplift 1=-20(LC 12), 2=-68(LC 12)
Max Grav 1=90(LC 17), 2=82(LC 17), 3=39(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch 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 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 trues Connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 1 and 68 It, uplift at
joint 2.
,`%,0'QUINEV
4% .''GENg
No 6818S#-0
F 4(1
•��S'S��Nl1�
Ear`,
Joaquin Velez PE No.68182
MITek USA, Inc. FL Gen 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING- Veray design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473ay.5119202g BEFOREUSE. ��"
Design valid! for use only with MlT.W connectors. This design Is based only upon parameters shown, and Is for an indMdual building component, not
Wss system. Before use, the building designer must verity ne applicability at design parameters and properly in-- this design I the overall
building design. B—ing lndicara l is to prevent —Wing of lndMidual truss web an&,r chord members only. AddMonal temporary and permanent bracing WOW
s aN. required for stabilay and a, prevent cliara, win posaiNe personal injury and property damage. For general guidance ragaking the
fabrication, storage, delivery, eroad,n and bating of trusses and truss systems, see ANSVTG11 DaafayC , DSfiI and BCSI Building C ,Ranent 6904 Parke East BMd.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL Seen
Scale - 1:11.4
2x4 =
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP12014
CSI.
TO 0.20
BC 0.08
WB 0.00
Matrix-P
DEFL. in (loc) Udefl L/d
Vert(LL) -0.00 2-4 >999 240
Vert(CT) -0.01 2-4 >999 180
Horz(CT) -0.00 3 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 11 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. (size) 3-Mechanical, 2=0-8-0, 4--Mechanical
Max Ho' 2=110(LC 12)
Max Uplift 3=-56(LC 12), 2=-177(LC 12)
Max Grav 3=83(LC 17), 2=246(LC 17), 4=52(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch 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 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 56 lb uplift at joint 3 and 177 lb uplift at
joint2.
,`%�OP&INEv
�.�.GENg�;l
No 68182
ST OF '4U
:0;cc Al
R1�P�j.,4
���SS�O N A� Ea``�•
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cell 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING- Veray design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473ay.5119202g BEFOREUSE. ��"
Design valid! for use only with MlT.W connectors. This design Is based only upon parameters shown, and Is for an indMdual building component, not
Wss system. Before use, the building designer must verity ne applicability at design parameters and properly in-- this design I the overall
building design. B—ing lndicarad is to prevent —Wing of lndMidual truss web an&,r chord members only. AddMonal temporary and permanent bracing WOW
s ahvays required for stabilay and a, prevent cliara, win possible personal injury and property damage. For general guidance rag,adxg the
fabrication, storage, delivery, eroad,n and bating of trusses and truss systems, see ANSVTG11 DaafayC , DSfiI and BCSI Building C ,Ranent 6904 Parke East BMd.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL Seen
Scale - 1:15.5
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TPI2014
CSI.
TIC0.60
BC 0.26
WB 0.00
Matrix-P
DEFL. in (loc) Vdefl L/d
Vert(L-) -0.03 2-4 >999 240
Vert(CT) -0.05 2-4 >999 180
H—(CT) -0.00 3 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 17 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4--Mechanical
Max Horz 2=160(LC 12)
Max Uplift 3=-130(LC 12), 2=-194(LC 12)
Max Grav 3=177(LC 17), 2=330(LC 17), 4=92(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
NOTES -
I) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch 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 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 130 lb uplift at joint 3 and 194 lb uplift at
joint2.
,`��OPQ,UINEV
No 68182
-13%STOF ' 441:
Al
���SS�O N A� Ea``�•
Joaquin Velez PE No.68182
MITek USA, Inc. FL Gen 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19202g BEFORE USE. ��"
Design valid! for use only with MlT.W connectors. This design Is based only upon paramMera shown, and Is for an indlNdual building component, not
Wss system. Before use, the building designer must verity ne applicability at design parameters and properly in-— this design —the overall
building design. B—ing Indicated is to prevent —Wing of lndMidual truss web an&,r chord members o,Iy. AddMonal temporary and permanent bracing WOW
s ahvays required for stabilay and a, prevent cliara, win possible personal injury and property damage. For general guidance ragaking the
fabrication, storage, delivery, eroad,n and bating of trusses and truss systems, see ANSI?Gff DaafayC , DSB-89 and B=Building Caa Raneat 6904 Parke East Blvd.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL Seat
T21398107
7 1 1
Scale - 1:20.6
5.6 = 4
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Ved(LL) 0.14 2-4 >552 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.20 2-4 >396 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2017JTP12014 Matrix-SH Weight: 231b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly
applied or 6-0-0 oc purlins.
SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied
or 10-0-0 oc bracing.
REACTIONS. (size) 3-Mechanical, 2=0-8-0, 4--Mechanical
Max Ho' 2=211(LC 12)
Max Uplift 3=-173(LC 12), 2=-219(LC 12)
Max Grav 3=244(LC 17), 2=421(LC 17), 4=125(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 6-11-4 zone; porch 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 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 173 lb uplift at joint 3 and 219 lb uplift at
joint2.
titiIIIIIIE
,0'QUINV
.''GENg
No 68182
:9 • SOF ��
.
O�Cc
c� 0 R P �?N %
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING -Wnfy design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19202g BEFORE USE. ��"
Design vdo for use only with MlT.W connectors. This design Is based only upon parameters shown, and Is for an individual building component, not
Wss system. Before use, the building designer must verity Ne applicability of design parameters and properly in- —Nis design Imo the overall
building design. B—ing lndicarad is to prevent buckling of Individual truss web andlor chord members only. AddXlonal temporary and permanent bracing WOW
s aN. required for stabilay and to prevent cllapa au, possible personal injury and property damage. For general guidance rag,adxg the
fabdcadon, storage, delivery, eroad,n and bating of trusses ant truss systems, see ANSI-1 Duafiry Critwu, DSB4V and BCSI Building Compor aat 6904 Parke East Blvd.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL Seat
ID:gll8wLVN16YkTT7fiBJ8hFyw6EN-3mN4aL1 r6ul
RTIM
Scale -1:9.3
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP12014
CSI.
TO 0.13
BC 0.04
WB 0.00
Matrix-P
DEFL. in (loc) Vdefl L/d
Vert(LL) -0.00 2 >999 240
Vert(CT) -0.00 2-4 >999 180
Horz(CT) -0.00 3 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 8 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins.
BOT CHORD 2x4 SIR No.2 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4--Mechanical
Max Ho 2=86(LC 12)
Max Uplift 3=-36(LC 9), 2=-145(LC 12)
Max Grav 3=57(LC 17), 2=192(LC 17), 4=38(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch 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 nonconcument with any other live loads.
3) ' This trues has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss Connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 3 and 145 lb uplift at
joint 2.
E
I N �/F,
,`%�OP&
No 68182
S OF '4U
oc
'14 /ONA� Ea``�•
110
Joaquin Velez PE No.68182
MITek USA, Inc. FL Gen 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119202g BEFORE USE. ��"
Design valid! for use only with MlT.W connectors. This design Is based only upon parameters shown, and Is for an indMdual building component, not
Wss system. Before use, the building designer must verity the applicability at design parameters and properly in-— this design —the overall
building design. Bracing lndicarad is to prevent —Wing of lndMidual truss web an&,r chord members only. Addit,,al temporary and permanent bracing WOW
s aN. required for stability and a, prevent cliara, win, possible personal injury and property damage. For general guidance rag,adxg the
fabdcadon, storage, delivery, eroad,n and bating of trusses and truss systems, see ANSI?Gff Duafay Craw,, DSB4V and B=Building Component 6904 Parke East Blvd.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL Seat
Scale - 1:13.1
13M
3-10-0
Plate Offsets (X Y)-- [2:0-4-4 0-0-21
G (psf)
SPACING. 2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
20.0
Plate Grip DOL 1.25TC
0.29
Vert(LL) -0.01 2-4 >999 240
MT20244/190
150Lumber
ELL
DOL 1.25
BC 0.14
Vert(CT) -0.02 2-4 >999 180
.0
Rep Stress IFor YES
WB 0.00
HOrz(CT) -0.00 3 n/a n/a
10.0
Code FBC2017/TP12014
Matrix-P
Weight: 141b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly
applied or 3-10-0 oc pudins.
BOT CHORD 2x4 SP No BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. (size) 3-Mechanical, 2=0-8-0, 4--Mechanical
Max Horz 2=131(LC 12)
Max Uplift 3=-89(LC 12), 2=-182(LC 12)
Max Grav 3=124(LC 17), 2=279(LC 17), 4=69(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60h; eave=7ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch 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 nonconcurrent with any other live loads.
3) " 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.
4) Refer to girder(s) for truss to truss Connections.
5)
tide mechanical Connection (by others) of truss to bearing plate capable of withstanding 89 lb uplift at joint 3 and 1821b uplift at
E
joint
PQV IN
`,,,�
No 68182
-13
:411
STA OF40
:0;cc c�
''
R'I'D %
S/ONA� Ea '
110
Joaquin Velez PE No.68182
Mtiek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING -V ydesign parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19202g BEFORE USE. ��"
Design vdl,! for use only with MIT.W conneMors. This design Is based only upon parameters shown, and Is for an individual building component, not
Was system. Before use, the building designer must verify the applicability of design parameters and properly in orporate this design Imo the overall
Wilding design. Bracing lndicazed is to prevent buckling of Individual truss web an&,r chord members only. AMMonal temporary and permanent bracing WOW
s aN.required for stability and to prevent w11p wir, possible personal injury and properly damage. For general guidons ag,d,ng the
fabdcadon, storage, delivery, eread,n and bacing of trusses ant truss systems, see ANSI l DaariryC , DSB49 and BCSI Building Cgmporrent 6904 Parke East Blvd.
Sahryln,Ivradgn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
Scale -1 13.1
3.4 = 2.4 II
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 1.Code
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
FBC2017/TPI2014
CSI.
TO 0.26
BC 0.44
WB 0.00
Matrix-P
DEFL. in (loc) Udefl L/d
Vert(ILL) 0.03 1-3 >999 240
Vert(CT) -0.02 1-3 >999 180
Horz(CT) 0.00 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 17 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc puffins,
BOT CHORD 2x6 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. (size) 1=0-8-0, 3-Mechanical
Max Horz 1=97(LC 8)
Max Uplift 1=-273(LC 5), 3=-412(LC 5)
Max Grav 1=347(LC 25), 3=474(LC 25)
FORCES. (fib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60h; save=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 1 and 412 lb uplift at
joint 3.
`
EVF,,I��
6) Use Simpson Strong -Tie HTU26 (20-16d Girder, 11-1 0dx1 1/2 Truss, Single Ply Girder) or equivalent at 2-4-12 from the left end to
IN
connect truss(es) to back face of bottom chord.
�`,,,QV
�� oP C�c
7) Fill all nail holes where hanger is in contact with lumber.
,
�` C E N 1
SF�•• ���
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
V�
`
LOAD CASE(S) Standard
No 68182 '
•:
1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 * :•
_
Uniform Loads (pit)
Vert: 1-2=-70, 1-3=-20Concentrated
Loads Loads (ST-�p F ((/
Vert: 4=-493(B)B)
i Q •••lll ((�
•��S'S��Nl1Al
tti
Joaquin Velez PE No.68182
MITek USA, Inc. FL Gen 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I1-2c BEFORE USE. ��•
Design valid! for use only with MIT.W connectors. This design Is based only upon Parameters shown, and Is for an indlNdual building component, not
Wss system. Before use, the building designer must verity the applicability at design parameters and properly in-- Nis design Imo the overall
building design. Bracing lndIc a,1 is to prevent —Wing of lndMidual truss web andlor chord members only. AddXlonal temporary and permanent bracing WOW
s aN. inquiredfor stability and a, prevent Wlara, win possible personal injury and property damage. For general guidance ragaking the
fabdcadon, storage, delivery, eroad,n and bating of trusses and truss systems, see ANS&? 1 DualityC , DSB-89 and BCSI Building Compor aat 6904 Parke East Blvd.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL Seat
Scale - 1:16.2
SUPPORT 3.4 =
REQUIRED
1-10-0 3-2-0
Plate Offsets (X Y)-- [2:0-4-0 0-1-151
LOADING (psf)
SPACING. 2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC0.55
Vert(L-) 0.10 2-4 >558 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.51
Vert(CT) -0.09 2-4 >650 180
BCLL 0.0
Rep Stress IFor YES
WB 0.00
HOrz(CT) -0.06 4 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-R
Weight: 17 Ito FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SIR No.2 TOP CHORD Structural wood sheathing directly
applied or 5-0-0 oc purlins.
BOT CHORD 2x4 SP No.2'Except" BOT CHORD Rigid ceiling directly applied or
6-0-0 oc bracing.
2-5: 2x4 SIR No.3
REACTIONS. (size) 1=Mechanical, 3=Mechanical, 4=Mechanical
Max Ho 1=134(LC 12)
Max Uplift 1=-68(LC 12), 3= 107(LC 12), 4=-23(LC 12)
Max Grav 1=232(LC 17), 3=161(LC 17), 4=93(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch 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 pat bottom chord live load nonconcument with any other live loads.
3) " 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.
er truss to truss Connections.
EVF
5) Provide mechanicalrConnection(by others) of truss to bearing plate capable of withstanding 68 lb uplift at joint 1, 107 lb uplift at joint
�",�
3 and 23 lb uplift at joint 4.
,,-%�4QU(N
�,Qp •.... NS (""��,
i
No 68182
.13
-OS oCO '•411
•A'�
O R %O P'*
Ear`"
,ONA�
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING -—y design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19202g BEFORE USE. ��-
Design vdI,I for use only with MIT.W conneMors. This design Is based only upon parameters shown, and Is for an individual building component, not
Wsa system. Before use, the building designer must verify Ne applicability of design parameters and properly in-— this design Imo the overall
Wilding design. B—ing lndicazed is to prevent buckling of Individual truss web an&,r chord members only. AddXlonal temporary and permanent bracing WOW
s ahvays required for atabillty and to prevent ollarx, wir, possible personal injury and property damage. For general g0dansa ag,d,ng the
fabdcadon, storage, delivery, eread,n and bacing of trusses ant truss systems, see ANSI vl DuariryC , DSB49 and BCSI Building Cgmpprrent 6904 Parke East BMd.
Sahryln,Ivradpn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 19=-636 25=-200 26=-200
WARNING -V fy design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-]4]3 rev. 511— BEFORE USE.
Design vdM br use only with MIT.W.,.... rs. This design Is based only upon parameters shown, and Is for an indlNdual building component, not
Wss system. Before use, the buildi,g designer must verity Ne applicability of design parameters and properly incorporate Nis design Imo the overall
Wilding design. B—ing I.dl-az is to prevent —Ming of IndMldual truss web an&,rch,M members only. AMMonal temporary and permanent bracing M170k'
s aN.required for stability antl to prsvant.IMpss—possibla personal injury and properly damage. For general guidance ag,d,ng the
fabdcado,, storage, delivery, erectlon and bacing of trusses ant truss systems, see ANSI l DualityC , DSB$ and BCSI Building Cgmpprrent 6904 Palle East BMd.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
T21398112
Scale - 1:18.3
�.
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TPI2014
CSI.
TIC0.88
BC 0.37
WB 0.00
Matrix-P
DEFL. in (too) Udefl L/d
Vert(LL) -0.05 2-4 >999 240
Vert(CT) -0.10 2-4 >622 180
H—(CT) -0.00 3 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 20 to FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4--Mechanical
Max Horz 2=181(LC 12)
Max Uplift 3=-158(LC 12), 2=-204(LC 12)
Max Grav 3=213(LC 17), 2=368(LC 17), 4=109(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
NOTES -
I) Wind: ASCE 7-10; VUI1=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60tt; eave=7tt; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 5-9-4 zone; porch 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 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 158 lb uplift at joint 3 and 204 lb uplift at
joint2.
,`%,0'QUINEV
No 68182
"
STAOF ' 4(1Al
Ea``,•
Joaquin Velez PE No.68182
MITek USA, Inc. FL Gen 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19202g BEFORE USE. ��"
Design valid! for use only with MIT.W conneMors. This design Is based only upon Pena nara, shown, and Is for an indlNdual building component, not
Wss system. Before use, the building designer must verity ne applicability at design parameters and properly in-— this design —the overall
building —Ign.Bacing Indicated is to prevent —Wing oflndMidualtruss weban&,rch,Mmemberso,Iy.AddMonaltemporary and permanentbracing WOW
s aN. required for stabilay and a, prevent cliara, win posaiNe personal injury and property damage. For general guidance ag,d,ng the
fabdcadon, storage, delivery, eroad,n and bacing of trusses and truss systems, see ANSI-1 Daafay Crdwu, DSB-89 and B=Building Component 6904 Parke East Blvd.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL Seat
-1-0-0 3-10-0 5-1a0
100 3100 20-0
Scale - 1:18.3
5x6 =
3-10-0 2-0-0
Plate Offsets (X Y)-- [3:0-5-0 0-1-121
(psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Well Ud
PLATES GRIP
20.0
Plate Grip DOL 1.25
TC 0.73
Vert(LL) 0.18 6 >362 240MT20244/190
ELOADING
150Lumber
DOL 1.25
BC 0.47
Vert(CT) -0.16 6 >407 180
Rep Stress IFor YES
WB 0.00HOrz(CT)
-0.12 5 n/a n/a
10.0
Code FBC2017,TPI2014
Matrix-R
Weight: 24 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly
applied or 5-10-0 oc pudins.
BOT CHORD 2x4 SP No.2'Except" BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
3-6: 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical
Max Ho 2=181(1-C 12)
Max Uplift 4=-92(LC 12), 2=-204(LC 12), 5=-39(LC 12)
Max Grav, 4=155(LC 17), 2=368(LC 17), 5=113(LC 17)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft; B=45ft; L=60tt; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 5-9-4 zone; porch 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 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
willfittween the ttom chord and any other
E
4) Retoegirder(s) forotrus to truss Connections.
(N VF ,
5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 92 lb uplift at joint 4, 204 Ib uplift at joint
,,,,,`au
,� oP , C�c
2 and 39 lb uplift at joint 5.
�� . • CENg
No 68182
S OF ' 4(J.
c�
R1�P�j���
'SS/O N A�
110
Joaquin Velez PE No.68182
MITek USA, Inc. FL Celt 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING -V ydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473ay.5119202g BEFOREUSE. ��-
Design valid for use only with INT.W connectors. This design Is based arty upon parameters shown, and Is for an individual building component, not
Was system. Galt,a use, the building designer must verify the applicability of design parameters and properly in orporate this design Imo the overall
Wilding design. Bracing lndi-ad is to prevent buckling of Individual truss web xxV r chord members only. Addkt,,al temporary and permanent bracing WOW
s aN.required for stability and to prevent ollara, wir, possible personal injury and properly damage. For general guidance ag,d,ng the
fabrication, storage, delivery, eread,n and bating of trusses ant truss systems, see ANSMff DaaliryC , DSB and BCSI Building Cgmpprrent 6904 Parke East Blvd.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 3 10
5
7 6 5
2x4 I 2x4 II 2x4 II 2.4 I
Scale = 1:20.0
LOADING (psf)
SPACING- 2-0-0
CS.
DEFL. in
(loc) Vdefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.15
Vert(LL) n/a
- n/a 999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.12
Vert(CT) n/a
- n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.14
Horz(CT) -0.00
5 n/a n/a
BCDL 1.Code
FBC2017/TPI2014
Matrix-SH
Weight: 29 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly
applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied
or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 7-0-0.
(Ib) - Max Ho 1=163(LC 12)
Max Uplift All uplift 100 lb or less at joint(s) 5, 6
except 7=-140(LC 12)
Max Grav All reactions 2501b or less at joint(s)
1, 5, 6 except 7=279(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOPCHORD 1-2=-397/110
WEBS 3-6=-157/366, 2-7=-210/473
NOTES-
1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.Opsf; h=15ft; B=45ft; L=6011; eave=211; Cat.
II; Exp C; Encl., GCpi=0.18; M WFRS (directional) and C-C Corner(3) 0-4-10 to 6-4-10, Exterior(2) 6-4-10 to 6-10-4 zone; porch right
exposed;C-C for members and forces & MWFRS for readons shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End 3) Gable requiresontinas uous botttomor consult chord bearingfied building designer as per ANSI/TPI 1. �,�,QV IN EVF ���i�
4) Gable studs spaced at 2-0-0 m. �% QP ,........
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. �� J E N
6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide V� SF�•• ���
will fit between the bottom chord and any other members. ` N O 68 82
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except Qt=Ib)
7=140.
o . g OF (4/ -Z
ONA, Ea %
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I1-2c BEFORE USE. ��"
Design valid! for use only with MIT.W conneMgrs. This design Is based only upon parameters shown, and Is for an indlNdual building component, not
Wss system. Before use, the building designer must verity Ne applicability at design parameters and properly in-- this design I the overall
building desl9n. B—ing lndicazed is to prevent —Wing of lndMidual truss web an&,r chord members only. AddXlonal temporary and permanent bracing WOW
s ahvays required for stabilay and a, prevent Wlara, wir, possible personal injury and property damage. For general guidance ag,d,ng the
fabdcadon, storage, delivery, eroad,n and bacing of trusses and truss systems, see ANSI vl Duafay Craw,, DSB4V and B=Building Component 6904 Parke East BW.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL Seat
4-0-2 4-0-2 73--662 11-3-4 15-1-9 18-10-0 22-6-7 26-28]14 I 2911-5 I 34,-
-1510 3 8-] 4-
Scale - 1:5].6
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL.
LUS24 LUS24
5.8 = 3,8 = LUS24 5x8 = 5.12 = 3.6 = 5x8 = 3.8 = 3.4 = 6.12 MT20HS = 5.8 = 3.6 II
1 23 2 24 3 25 26 4 27 5 6 28 29 7 30 318 32 9 33 34 10 35 36 11
22 21 20 19 18 17 16 15 14 13 12
3.4 II 3.4 = 110 = ]xin = .12 = 5x8 = .10 = 3x4 = 3x8 = ].to =
0[11-12 40-2 ]-6-12 1' _?-4 15-1-9i 18-10-0 i i 26-2-14 i 29-11-5 i 341d
Plate Offsets (X,Y)--
[2:0-3-8,0-1-8], [3:0-3-8,0-2-8], [6:0-3-8,0-2-8], [7:0-3-8,0-1-8], [10:0-3-8,0-2-8], [12:0-5-0,0-4-12], [13:0-3-8,0-1-8], [15:0-5-O,Edge], [16:0-3-8,0-2-8],
[17:0-3-80-2% [18:0-5-0 t- 12] [19:0-5-00-48]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (too) Udefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.62
Vert(LL) 0.59 14-15 >460 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.45
Van CT) -0.60 14-15 >449 180
MT20HS 187/143
BCLL 0.0 '
Rep Stress Incr NO
WB 0.81
Horz(CT) 0.04 12 n/a n/a
BCDL 10.0
Code FBC2017/7PI2014
Matrix-SH
Weight: 3901b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly
applied or 4-4-8 oc purlins,
BOT CHORD 2x6 SP M 26 except end verticals.
WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied
or 6-0-0 oc bracing.
1-22,11-12,4-18: 2x8 SP 240OF 2.0E
10-12,4-17,9-13,6-16,8-14,7-15:2x4 SP NOA
REACTIONS. All bearings 1-3-4 except (#=length) 12=0-4-0, 18=0-8-0, 21=0-3-8.
(Ib) - Max Uplift All uplift 1001b or less atjoint(s) 22 except 12=-4198(LC 8), 18=-5768(LC 8), 21=-382(LC 4)
Max Grav All reactions 2501b or less at joint(s) 22 except 12=4911(LC 1), 18=8085(LC 1), 21=1300(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOPCHORD 1-22=-1002/313,1-2=-714/231,2-3=3388/3763,3-4=-6997/9583,4-6=-546/759,
6-7=-8251/6311,7-8=-11911/8742,8-9=-11847/8819,9-10=-7956/6112, 10-11=-645/505,
11-12=-2144/2115
BOT CHORD 19-20= 231l714, 18-19=3763/3388, 17-18= 9583/6997, 16-17=759/546,
15-16=-6311/8251,14-15=-8742/11911,13-14=-8822/11831,12-13=-6112/7956
WEBS 4-18=4995/384110-12=-7709/5913,4-17=-8179/10681,10-13=-693/1178, - ,
6-17=8161,
/8,
E
8-15=-1282/933, 36186-6163/9844, 1 206-12817 3219=-605/918,
' OU IN
VF��
2-19=-3850/886,
`,,
.•'.GENg'• 1 .�
NOTES-
,41
V F••• ��
`
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
NO 68182
Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-7-0 oc.
* :• •:
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 now at 0-9-0 Go.
2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
= "0
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
� � S T E O.F ; C(/ Z
3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; save=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS Lumber DOL=1.60 DOL=1.60
O ••• 40
Al
i '�` •• f?. ,
(directional); plate grip
4) Provide drainage
11
�i CC < FI �• N
adequate to prevent water ponding.
5) All MT20 indicated.
`
StS • • • • • • • • • ` ��,
plates are plates unless otherwise
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
-',,,,O N A�
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.68182
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22 except (jt-lb)
MITek USA, Inc. FL Cart 6634
12=4198, 18=5768, 21=382.
6904 Parke East Blvd. Tampa FL 33610
9) Use Simpson Strong -Tie LUS24 (4-1 Od Girder, 2-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at
Date:
2-0-12 tram the left end to 6-0-12 to connect Imss(es) to front face of top chord. September 24,2020
Fill all nail holes where harmer is in contact with lumber.
B WARNING - Verify -ion parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19202g BEFORE USE. ��"
Design valkt for use only with MIT.W.,.... rs. This design Is based only upon parameters shown, and Is for an individual building component, not
Wss systemre . Befouse, the building designer must verify the applicability of design parameters and properly in orti,od, Nis design Imo the overall
building design. Bracing hill-ed is to prove. -Wing of individual truss web and/or chord members only. Addtio,ml temporary and permanent bracing WOW
s aWay, inquired for stability and to powent.IMpae wN possible personal injury and property damage. For general guidance ag,d,ng the
f,M,Mo,, storage, delivery, eroxio, and bacing of trusses aM truss systems, see ANSI?GIf DualityC , DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
NOTFS-
11) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 580 Ito down and 291 Ito up at 0-3-10, 541 Ito down and 407 Ito up at
8-0-12, 549 Ib down and 480 Ib up at 10-0-12, 549 Ib down and 539 Ib up at 12-0-12, 549 Ib down and 610 Ib up at 14-0-12, 54911bdown and 6101b up at 16-0-12, 545
Ib down and 606 Ib up at 18-0-12, 54911,down and 522 Ib up at 20-0-12, 5491b down and 4571b up at 22-0-12, 549 Ib down and 4541b up at 24-0-12, 549 Ib down and
519110up at 26-0-12, 545 Ib down antl 606 Ib up at 28-0-12, 549 Ib down and 610 Ib up at 30-0-12, and 549 Ib down and 610 Ib up at 32-0-12, and 1674 Ib down and
1746 Ib up at 33-9-10 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=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-11=-70, 12-22=-20
Concentrated Loads (lb)
Vert: 1=-580 5=-549 11 =-1 674 1 0=-549 2=-636(F) 23=-636(F) 24=-636(F) 25=-541 26=-549 27=-549 28=-549 29=-545 30=-549 31=-549 32=-549 33=-549 34=-545
36= 549
A WARNING -Vvfy tlssign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511— BEFORE USE.
Design valid! br use only with MIT.W connectors. This design Is based on y upon pens—, shown, and Is for an indlNdual building component, not
Wss system. Before use, the building designer must verity Ne applicability of tlssign parameters and properly incorporate fhis tlssign —the overall
building design. B—ing Indicazed is to prevent —Ming of IndMldual truss web andlor ch,M members only. AddMonal temporary and permanent bracing M170k'
s aN.required for stability antl to prevent w11p wiN possible personal injury and property damage. For general guidance ag,d,ng the
f,lui on, storage, delivery, erectlon and bating of trusses ant truss systems, see ANSI?GIf DualityC , DSB$g and BCSI Building Cgmpprre d 6904 Palle East Blvd.
Sehrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
T21398116
Girder 1 n
Scale - 1:57.6
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL.
Sx8 = 3x8 = 5x8 = 7x10 = 3x6 = Sx8 = 3x8 = 3x4 = 6x12 MT20HS = 5x8 = 3x6 II
1 22 2 23 3 24 25 4 26 5 6 27 28 7 29 308 31 932 33 10 34 35 11
21 20 19 18 17 16 15 14 13 12
3.4 II 3x4 = 110 = 7x10 = 4x12 = 5.8 = .10 = 3x4 = 3.8 = '10 =
Plate Offsets (X,Y)--
[2:0-3-8,0-1-8], [3:0-3-8,0-2-8], [6:0-3-8,0-2-8], [7:0-3-8,0-1-8], [10:0-3-8,0-2-8], [12:0-5-0,0-4-12], [13:0-3-8,0-1-8], [15:0-5-O,Edge], [16:0-3-8,0-2-8],
[17:0-3-80-2-01 [18:0-5-00-4-12] [19:0-5-00-48]
LOADING (psf)
SPACING- 2-0-0
CS.
DEFL. in (loc) Udefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.82
Vert(L-) 0.72 14-15 >373 240
MT20 244/190
TO 15.0
Lumber DOL 1.25
BC 0.45
Vert(CT) -0.60 14-15 >450 180
MT20HS 187/143
BCLL 0.0 '
Rep Stress Incr NO
WB 0.81
Horz(CT) -0.04 12 n/a n/a
BCDL 10.0
Code FBC2017/7PI2014
Matrix-SH
Weight: 3901b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly
applied or 4-4-9 no purlins,
BOT CHORD 2x6 SP M 26 except end verticals.
WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied
or 6-0-0 oc bracing.
1-21,11-12,4-18: 2x8 SP 240OF 2.0E
10-12,4-17,9-13,6-16,8-14,7-15:2x4 SP No.1
REACTIONS. (size) 21=0-7-0, 12=0-6-0, 18=0-8-0
Max Uplift 21=-95(LC 4), 12=-4911(LC 8), 18=-6929(LC 8)
Max Grav 21=1192(LC 1), 12=5155(LC 1), 18=8196(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-21=-1082/119, 1-2=-1236/0, 2-3=-4664/3555, 3-4=-8868/9634, 4-6=-482/878,
6-7=-8204/8152,7-8=-11875/11585,8-9=-11823/11462, 9-10=-7944/7672,
10-11=-644/619,11-12=-2392/2218
BOT CHORD 19-20=0/1236, 18-19=3555/4664, 17-18=9634/8868, 16-17=-878/482, 15-16=8152/8204,
14-15111585/11875,13-14=-11439/11807, 12-13=-7672/7944
WEBS 4-18=4992/455710-12=-7698/7437,4-17=-10277/10668,10-13=-1206/1174, - ,
6-17=
11E
8-1 6/1054, 3-18 6438/4484, 1-20=0/5320, 35169=-790/1003,
V�-
2-20=-4468/ 888, =-12
`,�OP&IN
.•'.GENg'• 1 .�
NOT
V F••• ��
`
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
NO 68 82
Top chords Connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-7-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
* :• •:
Webs connected as follows: 2x8 - 2 rows staggered at 0-9-0 m, 2x4 - 1 no at 0-9-0 Co.
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
= "O
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
S #10 IF ; 41j
3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; save=7ft; Cat.
ll; Exp C; Encl., GCpi=0.18; MWFRS Lumber DOL=1.60 DOL=1.60
Q ••, 4(y,
i '6`n•• Al P:••
(directional); porch right exposed; plate grip
�i �` Ii t �•
4) Provide adequate drainage to prevent water ponding.
5) All are MT20 otherwise indicated.
• • • • • • • • • ` ��,
plates plates unless
6) This truss has been designed for 10.0 bottom live load live loads.
a psf chord nonconcument with any other
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.
Joaquin Velez PE No.68182
8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 21 except (jt-lb)
MITek USA, Inc. FL Gen 6634
12=4911, 18=6929.
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
WARNING- vvfy design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119202g BEFORE USE. ��'
Design volt,! for use only with MITek,& connectors. This design Is based only upon parameters shown, and Is for an indlNdual building component, not
buss system. Before use, the building designer must verify Ne applicability of design parameters and properly incorporate Nis design Into the overall
building design. B—ing lndi-ed is to prevent —Wing of lndMidual truss web andlor chord members only. Additional temporary and permanent bracing WOW
s ahvays required for stabilay and to prevent oliara, wir, possible personal injury and property damage. For general guidance rag,adng the
f,lai on, storage, delivery, erectlon antl bating of trusses ant truss systems, see ANSI l DuafiryC , DSB-89 and BCSI Building Compor aat 6904 Parke East BMd.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
NOTES-
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 580 lb down and 291 lb up at 0-3-10, 636 lb down and 418 lb up at
2-0-12, 636 lb down and 418 lb up at 4-0-12, 636 lb down and 418 lb up at 6-0-12, 541 Ito down and 4461b up at 8-0-12, 549 lb down and 492 lb up at 10-0-12, 549 It,
down and 536 lb up at 12-0-12, 549 It, down and 61011, up at 14-0-12, 549 lb down and 610 lb up at 16-0-12, 545 lb down and 606 lb up at 18-0-12, 549 lb down and 614
It, up at 20-0-12, 549 lb down and 608 lb up at 22-0-12, 549 lb down and 608 lb up at 24-0-12, 549 lb down and 614 lb up at 26-0-12, 5451b down and 606 It, up at
28-0-12, 549 lb down and 610lb up at 30-0-12, and 549 It, down and 6101b up at 32-0-12, and 1922lb down and 1832 lb up at 33-9-10 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 Increace=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-11=-70, 12-21=-20
Concentrated Loads (lb)
Vert: 1=-580 11=-1922 10=-549 2=-636 5=-549 22=-636 23=-636 24=-541 25=-549 26=-549 27=-549 28=-545 29=-549 30=-549 31=-549 32=-549 33=-545
35=-549
A WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511— BEFORE USE.
Design vdM br use only with MIT.W conneMors. This design Is based only upon Parameters shown, and Is for an indlNdual building component, not
Wss system. Before use, the Wildi,g designer must verity n,e applicability of design parameters and properly incorporate fhis design Imo the overall
building design. B—ing I.,11-col is to prevent —Ming of Individual truss web andlor ch,M members only. AddMonal temporary and permanent bracing M170k'
s aN.required for stability antl to prevent w11p win, possible personal injury and property damage. For general guidance ag,d,ng the
fabdcadon, storage, delivery, ero%,n and bacing of trusses ant truss systems, see ANSI l DualityC , DSB$ and BCSI Building Cgmpprrent 6904 Palle East BMd.
S fta,Miprr kl available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldoff, MD 20601 Tampa, FL 36610
T21398117
Girder n
L Job Reference (optic
8.. s Mar 9 2020 MiTek Indus'
ID:ql1.",16YkTT7fiBJ8hFyw6EN-jLd2gFN1
Scale - 1:21.4
2x4 II 3.4 = 5x8 =
5x8 =
9 10 2 11 12 3 13 14 4
15 16 7 17 18 6 3x8 = 19 20 5
HTU26 HTU26 5x8 — HTU26 HTU26 HTU26 HTU26
B
3x8 II
3x8 I I
4-4-5 3-10-13
44-5
Plate Offsets (X Y)-- [5:0-4-4 0-2-141 [6:0-3-8 0-1-81 [8:0-4-4 0-1-61
LOADING (psf)
SPACING • 2-0-0
CSI.
DEFL. in (loot Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.27
Vert(LL) 0.06 6-7 1999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.43
Vert(CT) -0.06 6-7 >999 180
BCLL 0.0
Rep Stress For NO
WB 0.68
HOrz(CT) 0.01 5 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 1931b FT=20%
LUMBER- BRACING -
TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly
applied or 6-0-0 oc purlins,
BOT CHORD 2x6 SP No.2 except end verticals.
WEBS 2x4 SP No.3 "Except" BOT CHORD Rigid ceiling directly applied
or 10-0-0 oc bracing.
1-8,4-5: 2x8 SP 240OF 2.0E
REACTIONS. (size) 8=10echanical, 5=Mechanical
Max Uplift 8=-2308(LC 5), 5=-2135(LC 5)
Max Grav 8=3068(LC 1), 5=2954(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-8=-2481/1919, 1-2=-3309/2410, 2-3=-3309/2410, 3-4=-3273/2362, 4-5=-2327/1725
BOT CHORD 7-8=-208/270, 6-7=-2362/3273
WEBS 4-6= 2580/3575, 1-7=2598/3586, 3-6=708/608, 2-7=754/666
NOTES-
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 Do, 2x6 - 2 rows staggered at 0-9-0 Co.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 Go.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All are ually Iied to plies, excepts ack (B) face in the LOAD CASE(S) section. Ply to
noted s(F) Hess
a"(.. EVF4�
t disstribute only adll
ply connectioad.
n have been provided noted asf or (B) �u ottherwise indicated.
,%% ()P ,',,
3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
,••� G E N g'• 1 ��
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60
`��
V Fes • ��
4) Provide adequate drainage to prevent water ponding.
` NO 68182
designed fo 5) This truss has been r a 10.0 psf bottom chord live load nonconcument with any other live loads.
6) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
_ * :• •:
will fit between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss Connections.
= "O
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
S 0 F C(/
8=2308, 5=2135.
Q •, 40
•• Al
P;:
9) Use Simpson Strong -Tie HTU26 (20-16d Girder, 11-10dx1 1/2 Truss) or equivalent spaced at 4-0-0 oc max. starting at 1-4-12 from
the left end to 11-4-12 to connect truss(es) to front face of bottom chord.
%'�`
R k ��`1
10) Use SimpsonTruss)at 5-4-12 from the left end to connect tmss(es)
Od Girder,deg.to
6 (220-1wed
�'�iss
to face the left, deg. down.lent
N A� Ea��,
oSbottom chord, sloping
11) Use Simpson Strong-Tim e HTU26 (20-1 Od Girder, 14-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 9-4-12 from, the left end to
connect truss(es) to front face of bottom chord, skewed 0.0 deg.to the left, sloping 0.0 deg. down.
Joaquin Velez PE No.68182
12) Fill all nail holes where hanger is in contact with lumber.
MiTek USA, Inc. FL Celt 6634
13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 466 Ib down and 576 Ito up at
6904 Parke East Blvd. Tampa FL 33610
1-4-12, 223 lb down and 283 Ib up at 3-4-12, 223 11, down and 283 lb up at 5-4-12, 223 Ib down and 283 Ib up at 7-4-12, and 223
Date:
u upel.-- uc I U. Hu fur lu UP.i ll-Y-Ic ull wP.h.... Ill. u.alglva.I.uuull ul auull JCIJIGIIIUCIC ,GVCV
connection devices is the res nsibili of others.
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1—BEFORE USE. ��°
Design valid for use only with MITeW mnnedors. This design Is based oni, upon paramders shown, and Is for an indiNdual building component, not
Wss system. Before use, iha buildil designer must verify Ne applicability of design parametere and properly incorporate Nis design Imo the overall
building design. Bracing lndl,brdis W p—at—Wing of lndMdual truss web andlor chord members only. AddXlonal temporary and permanent bracing WOWsaRvaysrequimdforstabilityandWprevanimlla ,s Mp wiblepersonalinjuryandproperrydamaga. Forganeralguidansamgakingiha
fabrication, storage, delivery, era a,n and bracing of trusses and truss systems, see ANS&-1 IeraleyC , DSB-89 and BCSI Building Component 6904 Parke E. Blvd.Sehrylnfp,mads, available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Walba f, MD 20601 Tampa, FL 36610
ID:gII8wLVN16YkTT7fiB18hFyw6EN-jLd2gFN1
LOAD CASE(S) Standard
1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-70, 5-8=-20
Concentrated Loads (lb)
Vert: 9=-466 1 0=-223 11 =-223 12=-223 13=-223 14=-247 15=-556(F) 16=-556(F) 17=-556(F) 18=-556(F) 19=-556(F) 20= 556(F)
WARNING -Wnfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5-020 BEFORE USE.
Design vdkl br use only with MITeW mnnedors. This design Is based only upon paramders shown, and Is for an indlNdual building component, not
Wss system. Before use, the buddhg designer must verify Ne applicability of tlesign parameters and properly incorporate this design Imo the overall
building design. B—ing Indicazed is to prevent buckling of Individual truss web andlor ch,M members only. AddMonal temporary and permanent bracing M170k'
saN,ys reqund for stability and to prevent m11p wid, possible personal injury and properly d—ge. For general guidanm ag,d,ng the
fabrication, storage, delivery, ercdd,n and bacing of trusses all truss systems, see ANSMv! 0imelyC , DSB$ and BCSI Building Cornpprre d 6904 Palle East Blvd.
S ftWM/pmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waltlorf, MD 20601 Tampa, FL 36610
t
4x6 =
2x4 II 4x6 = 3x4 =
2x4 11
Scale=1:36.3
IT
LOADING (psQ
SPACING-
2-0-0
CSI.
DEFL.
in (loc) I/defl
L/d
PLATES GRIP
TOLL 20.0
Plate Grip DOL
1.25
TC
0.87
Ved(LL)
0.27 7-9 .38
240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC
1,
Ved(CT)
0.24 7-9 >380
180
BCLL 0.0 '
Rep Stress Inor
YES
WB
0.23
HOrz(CT)
0.01 7 n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 781b FT=20Y
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.1
TOP CHORD
Structural wood
sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x4 SP No.1
BOT CHORD
Rigid ceiling directly
applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3
SLIDER Right 2x4 SP No.33-11-2
REACTIONS. (lb/size) 12=609/0-8-0, 9=900/0-8-0, 7=272/0-3-0
Max HOC, 12=196(LC 11)
Max Uplift 12=387(LC 12), 9=-768(LC 12), 7=-228(LC 12)
Max Gray 12=653(LC 17), 9=900(LC 1), 7=316(LC 22)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when Shown.
TOP CHORD 2-3=-846/299, 3-13=-623/135,4-13=-611/264,4-5=-454/134, 5-14=-767/332,
6-14=-771/229, 6-15=-776/218, 7-15=-787/205
BOT CHORD 2-12= 198/835, 11-12=-226/818, 10-11=-226/818, 9-10=226/818, 7-9=226/818
WEBS 3-12=-522/525, 5-9=-671/785, 4-11 =- 1 81/372
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Ops1; h=15ft; B=45tt; L=6Dft; eave=7ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 9-1-0, Exterior(2)
9-1-0 to 15-1-0, Interior(1) 15-1-0 to 19-2-11 zone; Cantilever left exposed ; porch 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 tit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 387 Do uplift at joint 12, 768 Ito uplift at
joint 9 and 2281b uplift at joint 7.
LOAD CASE(S) Standard
OPQ�11N EVF4
.''GENg
No 68182
. S0.
�E OF . 4U:
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING -Wnfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119202g BEFORE USE. ��'
Design vdi,I for use only with MIT.W connectors. This design Is based onty upon parameters shown, and Is for an individual building component, not
Wtem. as sysBefore use, the building designer must verify Ne applicability gi design parameters and properly in-- Nis design I the overall
building design. Bating lndi-ad is to prevent —Wing of individual truss web and/or ch,M members only. AddXlonal temporary and permanent bracing WOW
s aWya required for stabilay and a, prevent Wlarae au, possible personal injury and properly damage. For general guidance ag,d,ng the
fabdcadon, storage, delivery, erc%,n and bating of trusses ant Wss systems, see ANSZ-1 DualityC , DSB$ and BCSI Building Cgmpprrent 6904 Parke East BW.
Sahrylnipmurbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 3 10
SPECIAL
T21398080
d
SOE
5.00 12
Scale - 1:81.4
3x8 3x8
�6x12 MT20HS = = = •� •.. .� ..._ —
10.12 = 4x6 —3x8 II
5x6 i 2.4 II 2x4 II
6.00 12
2-8-02-1
2-9-0 0.-0
6-0-0 9-6-0 16-2-10
3-2-0 3-fi-0 fi-e-10
23-2-0
6-11-]
30-1-] -0 33-11-0
6-11-] 1-6A 2-3-0
41-0-0 43-0-0
]-1-0 2-0-0
450-0
3-0-0
Plate Offsets(XY)--
-
[3:0-3-00-1-121 [10:0-4-00-3-41 [16:0-6-00-4-81 [16:0-2-120-0-01 [17:0-0-00-1-121 [27:0-3-00-2-71
LOADING (psf)
SPACING. 2-0-0
CSI.
DEFL. in (too) Udefl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC0.86
Vert(L-) 0.30 15-16 >483
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC
0.95
Vert(CT) -0.58 15-16 >247
180
MT20HS
187/143
BCLL 0.0
Rep Stress For YES
WB
1.00
HOrz(CT) 0.14 16 n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 279 lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2'Except' TOP CHORD
10-13:2x4 SP NCA BOT CHORD
BOT CHORD 2x4 SP No.2 "Except" WEBS
13-19: 2x6 SP M 26, 17-22: 2x4 SP No.1
WEBS 2x4 SP No.3 *Except.
10-16,18-19:2x6 SP No.2
REACTIONS. (size) 2=0-8-0, 13=0-4-0, 16=0-6-0
Max Ho 2=462(LC 11)
Max Uplift 2=731(LC 12), 13=-35(LC 10), 16=866(LC 12)
Max Grav 2=1559(LC 17), 13=441(LC 11), 16=2873(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-2447/1242, 3-4=-5167/2439, 4-5=-3011/1587, 5-7=-2013/1176, 7-8=-1048/828,
8-9=-1041/835, 9-10=-380/376, 10-11 =-372/981,11-12=-542/827, 12-13=-888/90
BOT CHORD 2-27=1002/2330, 25-26= 1584/3753, 24-25=-1584/3753, 23-24=-1214/3029,
21-23=-739/2033,18-20=-803/618,17-18=-803/618,15-16=-746/571,14-15=-41/752,
13-14=-41/752, 26-27=-1117/2596
WEBS 5-24=-160/505, 5-23=1120/587, 7-23= 200/714,7-21=-1371/768,8-21=-188/362,
16-17=-1617/1238,10-17=-1857/1230,11-15=-237/445,9-21=-382/1223, 9-20=-1341/757,
10-20=-903/1463,3-27=-1106/602,18-19=-702/44,12-15=-1372/629,12-14=-477/1085,
4-24=-833/449,4-26=-599/1529, 3-26=-1097/2737
Structural wood sheathing directly applied or 2-2-0 oc purlins.
Rigid ceiling directly applied or 2-2-0 oc bracing.
1 Row at midpt 5-23, 7-21
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
II; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 23-2-0, Exterior(2)
23-2-0 to 29-2-0, Interior(1) 29-2-0 to 45-10-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
3) 400.011, AC unit load placed on the bottom chord, 38-0-01mm left end, supported at two points, 2-0-0 apart.
4) All plates are MT20 plates unless otherwise indicated.
5) All plates are 3x6 MT20 unless otherwise indicated.
6) This truss has been designed for a 10.0 pet bottom chord live load nonconcument 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 = 1 O.Opsf.
8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13 except Qt=lb)
2=731.16-866.
,,% .INE 10VFW
No 68182
'-53 O • S RF '•yiz
:0;cc c� 1�P�j���
ONA, Ea%%*
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cell 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-]4]3 rev. 5/192020 BEFORE USE. ��-
Design valkl br use only with MITek•& conneMors. This design Is based Doty upon parameters shown, and Is for an intllNdual building component, not
Wss system. Before use, the building designer must verity the applicability of design parameters and properly in-- this design Inv, the overall
Wilding design. Bracing lndi-ad is to prevent buckling of lndMidual truss web an&,r chord members only. AMMonal temporary and permanent bracing WOW
s aN.required for atabilay and v, prevent wlMpae wir, possible personal injury and property damage. For general guidance ag,d,ng the
fabrication, storage, delivery, eread,n and bacing of trusses ant truss systems, see ANSI vl DualityC , DSB$ and SCSI Building Cgmporrent 6904 Parke East BMd.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waltlorf, MD 20601 Tamps, FL 3 10
T21398119
Scale - 1:32.8
1201111111
Ia
2x4 11 — -- 6x8 =
54-10 5-0-6
Plate Offsets (X Y)-- [4:0-3-0 Edgel [6:Edge 0-0-141 [8:0-3-8 0-3-0]
7-8-0 0-1'0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (too) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.68
Vert(LL) 0.37 6-8 >246 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.89
Vert(CT) 0.32 6-6 >282 180
BCLL 0.0
Rep Stress IFor YES
WB 0.38
HOrz(CT) 0.01 6 n/a n/a
BCDL 10.0
Code FBC2017,TP12014
Matrix-SH
Weight: 75 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.1xcTOP CHORD Structural wood sheathing
directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
2-9: 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 8=0-8-0, 6=0-3-0
Max Ho' 2= 196(LC 10)
Max Uplift 2=-195(LC 12), 8=-815(LC 12), 6=-252(LC 12)
Max Grav 2=554(LC 17), 8=1029(LC 1), 6=293(LC 1)
FORCES. (to) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-616/3, 3-4=-337/243, 5-6=-546/366
BOT CHORD 2-10=97/640, 8-10=97/640, 6-8=281/599
WEBS 5-8=-666/856, 3-8=-651/365
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.Opsf; h=15ft; B=45ft; L=601; eave=7ft; Cat.
zirone; 9 1 0
Crx(1)
ES-p1
to 0, ntelri 15-11Onto 9F2 11( porch right exposedCC for0members1and forces &1MWFRS for9reactions shown
Lumber DOL=1.60 plate grip DOL=1.60
,,,,,`au(rJ
�� �P
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
�� C E N S1
4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
V� 16,
will fit between the bottom chord and any other members.
N O 68182
•:
5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb)
2=195, M15, 6=252.
* :•
�9 • STgW/En OF 41:
.
�<UO R
Joaquin Velez PE No.68182
MITek USA, Inc. FL Gen 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19202g BEFORE USE. ��'
Design vallkl for use only with MIT.W connectors. This design Is based only upon paramev,ra shown, and Is for an indMdual building component, not
Wsa system. Before use, the building designer must verify Ne applicability of design parameters and properly in-- this design Inv, the overall
building design. B—ing lndicazad is to prevent buckling of Individual truss web an&,r chord members only. AddXlonal temporary and permanent bracing MOW
s aN. required for atabillty and v, prevent ollara,au, possible personal inlay and properly damage. For general guidance ragak'mg the
fabrication, storage, delivery, eraad,n and bating of a—, ant truss systems, see ANSI?GIf DualiyC , DSB$ and BCSI Building Cgmporrent 6904 Parke East Blvd.
SaftWMf,vmI available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
T21398120
2466645-SVNERG1
G3 Hip 1 1
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL- 34945, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Sep 24 12:24:50 2020 Page 1
ID:gllBwLVN16YkTr7fiBJ8hFyw6EN-XU_JxJSoseRSOgbMiPyE1 l KmkJktev_rF54KjhyaGGR
-1-0-0 7-10-0 1 10-4-0 1 18-2-0 1 19-2-0
1-0-0 7-10-0 2-6-0 7-10-0
Scale = 1:33.2
5x6 — 5x8 =
3 4
5.00 12
12 13
5 3x4
3.4 1 1b
° 2 6
21 11 7 1�d
10 9
5x64= 3x4 = @ 8 2x4 11 6x8 =
4x6 — 3.4 =
7-10-0
10.40 10-5-0
1-0
18-1-0
18-2-0
7-10-0
2
7-8-0
0- -0
Plate Offsets (X Y)--
[3:0-3-0 0-2-4][4:0-4-0 0-1-131 [6:0-0-9 0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Well
Ud
PLATES
GRIP
TOLL 20.0
Plate Grip DOL 1.25
TO
0.93
Vert(LL) 0.29
6-8 >313
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC
0.59
Vert(CT) 0.25
6-8 >366
180
BOLL 0.0
Rep Stress Incr YES
WB
0.17
H(CT) 0.01
6 n/a
n/a
BCDL 10.0
Code FBC20177TP12014
Matrix-SH
Weight: 80 lb
FT=20%
LUMBER -
TOP CHORD
21SP No.1 'Except•
3-4: 2x4 SP No.2
BOT CHORD
2x4 SP Not
WEBS
2x4 SP No.3
SLIDER
Right 2x4 SP No.3 3-10-11
REACTIONS.
(size) 2=0-8-0, 8=0-8-0, 6=0-3-0
Max Horz 2=172(LC 11)
Max Uplift 2=-419(LC 12), 8=-296(LC 12), 6=-545(LC 12)
Max Grav 2=634(LC 1), 8=612(LC 1), 6=536(LC 22)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD
2-3=-660/604, 3-4=-531/657, 4-6=460/689
BOT CHORD
2-10=-350/499, 8-10=-452/331, 6-8=-452/316
WEBS
4-8=-604178,4-10=-33/559
NOTES-
1) Unbalanced root live loads have been considered for this design
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 7-3-10 oc bracing.
tifiIIIIIII
2) Wind:y10tto 1E8-9-13,Cntelr0'ior(10)k18-9--113 to 19-2-1111zone; porch right exposed CSC orr memberInts la dt forcess& MWFRSito 7-10-0,for reacto2 scat OP(),UIN E �/F�
shown; Lumber DOL=1.60 plate grip DOL=1.60 �� G E N 1
3) Provide adequate drainage to prevent water ponding. V� SF�•• ���
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. N O 68 82
5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members. * : •:
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) _
2=419, 8=296, 6=545. '9
�9 StCOF,
01,11111111 its,"
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Gen 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING -—y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119202g BEFORE USE. ��•
Design vdkl for use only with MIT.W connectors. This design Is based only upon parameters shown, and Is for an individual building component, not
Wss system. Before use, the building designer must verify tineappl icability of tlssrame ign paters and properly in orporate Nis design Imo the overall
building design. Bracing lndicazed is to prevent buckling of Individual truss web andlor chord members only.A&Wkx-sl temporary and permanent bracing MiTek°
saN.ays requiretlior stability antl to prevent wlMpse wiN possible personal injury and property tlamaga. Forgeneralguidanpeagadingthe
fabrication, storage, delivery, eraxI,n and bracing of trusses ant truss systems, see ANSI-1 DualityC , DSB-89 and BCSI Building Cgmporrent 6904 Parke East Blvd.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldort, MD 20601 Tamps, FL 36610
T21398121
1
Scale = 1:33.2
5x6 = 5.6 =
3 4 12
I
5.6 = 2x4 II 3.6 = 2.4 II 5.6 =
8 7
5-10-0 4-6-8 1-11-8
5-10-0
Plate Offsets (X Y)-- [3:0-3-0 0-2-4][4:0-3-0 0-2-41
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.73
Vert(LL) 0.11 2-10 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.48
Vert(CT) -0.17 2-10 >694 180
BOLL 0.0
Rep Stress For YES
WB 0.07
HOrz(CT) 0.03 5 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 66 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly
applied or 3-6-12 oc pudins.
BOT CHORD 2x4 SP No BOT CHORD Rigid ceiling directly applied
or 7-0-4 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. All bearings 8-1-0 except (#=length) 2=0-8-0, 8=0-3-8.
(Ib) - Max Horz 2=-133(LC 10)
Max Uplift All uplift 100 lb or less atjoint(s) 8 except 2=-455(LC 12), 7=-139(LC 10), 5=-403(LC 12)
Max Grav All reactions 250 lb or less at joint(s) 7, 8 except 2=853(LC 17), 5=760(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-1228/881, 3-4=-1061/894, 4-5=-1240/884
BOT CHORD 2-10=-639/1105, 8-10=-635/1110, 7-8=-635/1110, 5-7=-640/1102
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7111; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 5-10-0, Exterior(2)
5-10-0 to 19-2-11 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
gripide
E
adeg0 9 prevent water ponding.
3) Provide adequate drainage to
VF,���i
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
,����`QUIN
�� QP C�c
5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
,
J •• • C E N g' • 1 ��
will fit between the bottom chord and any other members.
`��
V Fes•• ��
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except (jt=1b)
No 68182
2=455,7=139,5=403.
ST OF
:.,N Al
Ea%%,
N A11
1O 11*0
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cell 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING -V ydesign parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473mv.5119202g BEFOREUSE. ��-
Design valkl for use only with MIT.W connectors. This design Is based only upon parameters shown, and Is for an individual building component, not
Was system. Gabre use, the building designer must verify Ne applicability of design parameters and properly in orporata this design Imo the overall
Wilding design. Bracing In il-ad is to prevent buckling of Individual truss web and/or chord members only. AMMonal temporary and permanent bracing WOW
s aN. required for atabillty and to prevent wlMpae wir, possible personal injury and property damage. For general guidance mg,d,ng the
f,lai on, storage, delivery, eread,n and bracing of trusses ant— systems, see ANSI l 0-slyC , DSB and BCSI Building Cgmpprrent 6904 Parke East Blvd.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 10
T21398122
Girder 11 1 1
Scale = 1:33.2
Sx8 = NAILED
2.4 II NAILED 5x8 =
5.00 12 3 11 4 12 13 5
d
o�
5.6 2.4 II 7.10 = HTU26 NAILED 2x4 11 5z6 =
NAILED
3-10-0 5-3-0 5-3-0
3-10-0
Plate Offsets (X Y)-- [2:0-2-13 0-0-91 [3:0-5-12 0-2-][5:0-5-12 0-2-81 [6:0-2-13 0-0-91 [9:0-5-0 0-4-81
LOADING (Pe'SPACING.
2-0-0
CSI.
DEFL. in (too) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOLL 1.25
TC 0.77
Vert(LL) 0.29 8-9 >720 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.95
Vert(CT) -0.26 8-9 >798 180
BCLL 0.0
Rep Stress Inc, NO
WB 0.68
HOrz(CT) -0.04 6 n/a n/a
BCDL 10..
Code FBC2017/TP12014
Matrix-SH
Weight: 951b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly
applied or 2-6-14 oc pudins.
BOT CHORD 2x6 SP No BOT CHORD Rigid ceiling directly applied
or 4-8-3 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 6=0-8-0
Max Ho 2=-95(LC 23)
Max Uplift 2=-858(LC 5), 6= 1004(LC 5)
Max Grav 2=1070(LC 1), 6=1233(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-1938/1678, 3-4=-3073/2760, 4-5=-3073/2760, 5-6=-2440/2093
BOT CHORD 2-10=-1482/1701, 9-10=-1496/1708, 8-9=-1874/2188, 6-8=-1842/2154
WEBS 3-9= 1260/1477, 4-9=406/301, 5-9=863/957, 5-8=-370/458
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60tt; eave=7tt; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60
equate to prevent rnchord
dhas
EV,,
4) This truss beenrdesigned for a 10.0 psfm bottom 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
���,,`QUIN
�% QP C�c
will fit between the bttochord and any other members.
o
,
�� � C E INS 1
6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
VN F�••
2=858,6=1004.
No 68182
• •:
7) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 14-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 11-3-12 from the left end to
connect truss(es) to front face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down.
* •:
8) Fill all nail holes where hanger is in contact with lumber.
_
9) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
S T0IF :
LOAD CASES) Standard
O
11 Al �• P;••
1) Dead+ Roof Live Lumber Increase=1.25, Plate Increase=1.25
��
�i �` FI t
(balanced):
Uniform Loads
p
Vert: 1(3 =)70, 3-5=70, 5-7=-70, 2-6=-20
1,%0 N A� S
Concentrated Loads (Ib)
Vert: 5=-31(F) 8=-23(F) 12=-31(F) 14=-434(F) 15=-14(F)
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cell 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING -V ydesign parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473rev.5119202g BEFOREUSE ��"
Design valid! for use only with MIT.W conneMors. This design Is based only upon paramaters shown, and Is for an indlNdual building component, not
Was system. Before use, the building designer must verify the applicability of design parameters and properly in-- Nis design Imo the overall
building design. Bracing Indicated is to prevent —Wing of lndMdual truss web andlor chord members o,Iy. AddMonal temporary and permanent bracing WOW
s always required for stability and a, prevent clip wit, possible personal inlay and properly damage. For general guidance agarding the
fabrication, storage, delivery, eread,n and bacing of trusses and truss systems, see ANSI vl DaaliryC , DSB and BCSI Building Cgmppneat 6904 Parke East BNd.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
T21398123
Girder
Scale:12 -V
NAILED 4x6 —
15 5
3.4 = 3x4 11 3.4 II 3.8 I
3-8-0
14-0
3-10-0
1-4-0
2-9-0
Plate Offsets(XY)--
[2:0-0-00-1-21 [8:0-6-5Edge1 [10:0-5-120-1-81 [13:0-5-120-1-8]
LOADING (psf)
SPACING. 2-0-0
CSI.
DEFL.
in (loc) Udefl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.47
Vert(LL)
0.12 12 >999
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.68
Vert(CT)
-0.1311-12 >999
180
MT20HS
187/143
BCLL 0.0
Rep Stress Inc, NO
WB 0.17
HOrz(CT)
0.07 8 n/a
n/a
BCDL 10..
Code FBC2017/TP12014
Matrix-SH
Weight: 621b
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No TOP CHORD
BOT CHORD 21
SP No.2 "Except" BOT CHORD
3-14,6-9: 2x8 SP 240OF 2.0E
WEBS 2x4 SP No.3
SLIDER Right 2x6 SP No.21-7-11
REACTIONS. (size) 8-Mechanical, 2=0-8-0
Max Horz 2=230(LC 24)
Max Uplift 8=-584(LC 5), 2=-621(LC 5)
Max Grav 8=946(LC 1), 2=1037(LC 29)
FORCES. (to) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3= 1729/1067, 3-4=-2229/1418, 4-5=-2107/1359, 5-6=-2236/1421, 6-8=-1504/911
BOT CHORD 2-14=-1065/1554, 12-13=-1680/2596, 11-12=-1361/2143, 10-11=-1383/2157,
8-9=-730/1199
WEBS 3-12=553/382,4-12=-251/456, 5-11=210/379, 6-11=-230/251
Structural wood sheathing directly applied or 3-7-5 oc purlins.
Rigid ceiling directly applied or 4-6-7 oc bracing.
NOTES-
roof live s have been considered for this design.
E
60ft; eave=7ft; Cat
2) II 110.d18;
�.
Exp CS Encl., GCpi M WFRS (directional); porch hlright exposed; Lumber DOLLLI 60 plate grip DOL=1.60
,`% .. ..
3) Provide adequate drainage to prevent water ponding.
�.••�cENg'• 1
4) All plates are MT20 plates unless otherwise indicated.
`�%
V F•••
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
�
NO 68182
• •:
6) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
_ * •:
7) Refer to girder(s)for truss to truss connections.
8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb)
= "O
a=584,D"indi
OF
9) NAILED" indicates 3-10d (0.148"z3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines.
10) Hanger(s) device(s) be load(s) 376 Ito down 302 Ito
.0.�ST
•, T vJJ_ 4(/;
0
i ,,N •• P;•'
or other connection shall provided sufficient to support concentrated and up at
5-0-0, and 303 Ib down and 249 Ib up at 8-10-0 on top chord, and 256 Ib down and 113 Ib up at 5-0-0 on bottom chord. The
�i CC •' 0 R t •' N �4
�'
design/selection of such Connection device(s) is the responsibility of othe.
rs
`
��I StS • • • • •• `
11) In the LOAD CASE(S) loads to the face the truss front back
�1014 4# N A� ��`
section, applied of are noted as (F) or (S.
00
LOAD CASES) Standard
Joaquin Velez PE No.68182
1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
MITek USA, Inc. FL Gen 6634
Uniform Loads (pit)
6904 Parke East Blvd. Tampa FL 33610
Vert: 1-4=-70, 4-5=-70, 5-8=-70, 2-14=-20, 10-13=-20, 8-9=-20
Date:
September 24,2020
1, era
WARNING - Verify tlesign parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I15/1—BEFORE USE. ��-
Design vaunt for use only with MITeW wnneMors. This design Is based only upon paramatera shown, and Is for an indlNdual building
Wtem. component, not
Was sysBefore use, the bu ldhg designer must vanity the applicability of design parameters and properly in orporate Nis design Imo ovll
building design. Being lndicazed is to prevent —Wing of lndWIdual truss web an1or chord members only. A Monal temporary and permanent bracing WOW
aarNays required for atabilay and to prevent wlleRse wit, possible personal injury and property damage. For general guidance agarding the
fabrication, storage, delivery, ere%,n and bracing of trusses ant —systems, as ANSVTGf1 DaafayC ,a, DSB-89 and BC& Building Cgmporrenl 6904 Parke East BNd.
Sahrylnipmulbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 3 10
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 4=-132(B)5=-169(B) 12=-135(B) 11=-156(B) 15=-68(B) 16=-61(B)
WARNING -V fy design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-]4]3 rev. 511— BEFORE USE.
Design vdM br use only with MIT.W.,.... rs. This design Is based only upon parameters shown, and Is for an indlNdual building component, not
Wss system. Before use, the bulldhg designer must verify Ne applicability of design parameters and properly incorporate fhis design Imo the overall
Wilding design. B—ing I.dl-az is to prevent —Ming of IndMldual truss web an&,rch,M members only. AMMonal temporary and permanent bracing M170k'
s aN. required for stability antl to prevent.IMpse wir, possible personal injury and properly damage. For general guidance ag,d,ng the
fabdcado,, storage, delivery, erectlon and bacing of trusses ant truss systems, see ANSI l p SfyC , DSB$ antl BCSI Building Cgmpprrent 6904 Palle East BMd.
S fta,Mfb—kl available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldoff, MD 20601 Tampa, FL 36610
T21398124
Scale - 1:23.3
4.6 = 4.6 =
4 5
Sx6 = 3x8 11 3x4 11 3x6 II
3-8-0
2-10-0
0-10-0
2-10-0
2-9-0
Plate OBsets(XY)--
[8:0-6-5Edgel [10:0-1-120-1-81 [13:0-1-120-1-81
LOADING (psl)
SPACING. 2-0-0
CSI.
DEFL.
in (loo) Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC0.50
Vert(L-)
0.12 12-13 >999
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC
0.37
Vert(CT)
0.10 12-13 >999
180
MT20HS
187/143
BOLL 0.0
Rep Stress Incr YES
WB
0.41
HOrz(CT)
-0.07 8 n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 69 lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 "Except" BOT CHORD
3-14,6-9: 2x8 SP 240OF 2.0E
WEBS 2x4 SP No.3
SLIDER Right 2x6 SP No.2 1-7-11
REACTIONS. (size) 8-Mechanical, 2=0-8-0
Max Horz 2=259(LC 11)
Max Uplift 8=-358(LC 9), 2=-433(LC 9)
Max Grav 8=561(LC 1), 2=669(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-974/1893, 3-4=-912/1835, 4-5=816/1791, 5-6=-912/1836, 6-8=847/1625
BOT CHORD 2-14=-1827/875, 3-13=-267/112, 12-13=-2886/1502, 11-12=-1593/816, 10-11=-2485/1244,
8-9=-1270/661
WEBS 3-12=732/1377, 4-12=-543/201, 5-11=518/216, 6-11=-472/968
Structural wood sheathing directly applied or 5-10-10 oc purlins.
Rigid ceiling directly applied or 3-3-7 oc bracing.
NOTES-
roof live s have been considered for this design.
E
2) II It0.d18; C-C L1
(.. (N V
Exp CS Encl., GCpi M WFRS (directional) and Exterior(2) 0--1111 to 4CDL5, 10n erio (1) 4-111--5 to 6 6-0, Exterior(2) erior(2) 6 6-0
,�%\Qp �C4�
to 12-11-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
� .••� G E N " 1 ��
DOL=1.60
`�-
V F•'•
3)Provide adequate drainage to prevent water ponding.
NO 68182
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads.
_ * :• •:
6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
j[%�y7)
Refer to girders) for truss to truss connections.
� 5.1 •• SOC F C(/ Z
JV
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b)
a=ass, 2=3a.
Q •• 4
'oi��O''
Joaquin Velez PE No.68182
MITek USA, Inc. FL Gen 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473ay.5119202g BEFOREUSE. ��-
Design valid for use only with INT.W conneMors. This design Is based arty upon parameters shown, and Is for an individual building component, not
Was system. Galt,a use, the buildia, designer must verity the applicability of design parameters and properly in-— this tlesign Imo the overall
Wilding design. Bracing lndi-ad is to prevent buckling of Individual truss web an&,r chord members only. AMMonal temporary and permanent bracing WOW
s aN.required for stability and to prevent wlMpae wir, possible personal injury and property damage. For general guidance ag,d,ng the
fabdcadon, storage, delivery, eread,n and bracing of trusses ant— systems, see ANSI vl DaeliryC , DSsI and BCW Building Cgmpor aat 6904 Parke East BMd.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
Scale: lam"-l'
5x6 =
m
I6
5.6 = 2x4 II 3x8 II
6-11-0
64-0
Plate Offsets (X Y)--
[5:0-4-10 Edgel
LOADING (psf)
SPACING.
2-0-0
CS! .
in
(loc) Udell
Ud
PLATES GRIP
TCLL 20.0Plate
Grip DOL
1.25
TC
0.77
0.24
2-6 >652
240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC
0.77
IEFLL
0212-6
>751180
BCLL 0.0
Rep Stress IFor
YES
WB
0.16
-0.02
5 n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 52 lb FT=20%
LUMBER -
TOP CHORD
21SIRNo.1 'Except"
3-5: 2x4 SP No.2
BOT CHORD
2x4 SP No
WEBS
2x4 SIR No.3
SLIDER
Right 2x4 SP No.3 3-4-10
REACTIONS.
(size) 5=Mechanical, 2=0-8-0
Max Horz 2=150(LC 11)
Max Uplift 5=-351(LC 9), 2=-434(LC 9)
Max Grav 5=576(LC 1), 2=684(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
2-3=-863/1592, 3-5=868/1608
BOT CHORD
2-6=-1298/695, 5-6=-1298/695
WEBS
3-6=-741/300
NOTES-
1) Unbalanced roof live loads have been considered for this design
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-6-2 oc purlins.
BOT CHORD Rigid ceiling directly applied or 3-9-9 oc bracing.
Wind: ASCE
2) 6-11-0 to 1P-11'0,CnterO'ior(10)k12W-171R--0 to 13-3-0 zlone porch rghtlexposed;C-Ctf r memberrsand forces 8 MWFRSOfor reactions � Cat ,`% .. W E t.
Shown; Lumber DOL=1.60 plate grip DOL=1.60 �% G E N 1
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. V� SF�••
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 N O 68182
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections. * :• •:
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb)
5=351,2=434. � 'O
oo
IVF
.
Joaquin Velez PE No.68182
MITek USA, Inc. R-Ced 6634
6904 Parke East Blvd. Tampa R.33610
Date:
September 24,2020
A WARNING -—y design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 BEFORE USE. ��"
Design valo for use only with INT.W connectors. This design Is based arty upon parameters shown, and Is for an indlNdual building component, not
Was system. Before use, the building designer must verify the applicabgi ility design parameters and properly in grpgrate this design —the overall
Wilding design. Bracing lndi-ad is to prevent —Wing of lndMidual truss web andlor chord members only. Additional temporary and permanent bracing WOW
s aN.required for stability and to prevent wlMpae wir, RosaiNe personal injury and property damage. For general guidance ag,d,ng the
fabrication, storage, delivery, eread,n and bating of trusses ant truss systems, see ANSI l DualityC , DSB$ and BCSI Building Cgmpprrent 6904 Parke East Blvd.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
T21398126
Special Girder , q
J Job Reference (oDtionall
Mar 9 2020 MiTek Industries, Inc. Tht
7fiBJBhFyw6EN-jc9TE3biGOquFMxTrD
-0 1 206-0
0 4-64-6 0
5x8
10
6x8 = l9 - IV 1/ le - lb
8x10 = 4.6 = 3x12 MT20HS II HTU26 HTU26 3x6 11 3x6 II
HHUS26-2 HTU26 HTU26 HTU26 HTU26 10x16MT20HS = HTU26
HGUS28-2
Scale - 1:50.3
77
2 MTWHS I I
4 — to
fi-11-0
fi-11-0
10-2-8
19-3U
16-0-0
19i-0
20-60 1-3-
Plate Offsets (X Y)--
[2:0-2-14 0-1-21 [4:0-7-0 0-5-01 [5:0-5-8 0-4-41 [10:0-2-12 0-1-81 [13:0-2-4 0-6-121 [16:0-6-12 0-6-81 [19:0-3-8 0-5-41
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Well
Ud
PLATES
GRIP
TOLL 20.0
Plate Grip DOL 1.25
TO 0.95
Vert(LL)
0.59 17-18 >416
240
MT20
244/190
TCDL 15.0
Lumber DOIL 1.25
BC 0.67
Vert(CT)
-0.56 17-18 >439
180
MT20HS
187/143
BOLL 0.0
Rep Stress IFor NO
WB 0.98
HOrz(CT)
0.12 11 n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 54211,
FT=20%
LUMBER-
BRACING -
TOP CHORD 21SP No.2'Except"
TOP CHORD
Structural wood sheathing directly applied or 5-8-7 oc purlins,
3-4: 2x6 SP No.2, 4-5: 2x6 SP M 26
except end verticals. Except:
BOT CHORD 2x8 SP 240OF 2.0E "Except"
6-0-0 oc bracing: 5-7
9-15: 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 9-2-13 oc bracing.
WEBS 2x4 SP No.3'Exce1"
JOINTS
1 Brace at Jt(s): 13
7-17,3-19,4-19,12-14,13-16: 2x4 SP No.2, 10-11: 2x8 SP 240OF 2.0E
5-16: 2x4 SP No.1
REACTIONS. (size) 11=0-8-0, 2=0-8-0
Max Ho 2.187(LC 8)
Max Uplift 11=-5987(LC 8), 2=-4389(LC 8)
Max Grav 11=7121(LC 1), 2=5290(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-12409/10360, 3-4=-11737/9868, 4-5=-27270/22792, 5-17=-2700/3255, 5-7=-720/673,
7-8=-1109/1020, 8-9=4650/3821, 9-10=4341/3635, 10-11=5402/4575
BOT CHORD 2-19=-9857/11307, 18-19=-22975/27057, 17-18=-23385/27903, 16-17=-22850/27258,
13-15=-8191723, 9-13=-386/266,12-13=-317/375, 11-12=-317/375
WEBS 3-19=-7547/8918, 4-19=17551/14625, 4-18=1996/2094, 5-18=840/527, 5-8=-9817/7991,
5-16=-22339/18617, 8-16=-5770/6951, 10-13=-6553/7738,12-14=-922/1141,
13-16=-8759/10295, 8-13=-3667/3139
NOTES-
1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords Connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 OC.
Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 Co.
Webs connected as follows: 2x4 - 1 row at 0-9-0 Do.
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=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.Opsf; h=15ft; B=45ft; L=60h; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding.
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 20.0psf 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.
8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at -lb)
11=5987,2=4389.
9) Use Simpson Strong -Tie HHUS26-2 (14-1 Od Girder, 4-1 Od Truss) or equivalent at 5-11-8 from the left and to Connect truss(es) to
front face of bottom chord.
�%% QpP .VIN EVF4
E IN
No 68182
ST r= OF ' 4L`
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cell 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51—IM BEFORE USE. ��'
Design vdl,l br use only with MIT.W conneMors. This design Is based only upon parameters shown, and Is for an IndlNduel building component, not
Wss system. Before use, the building designer must verity In,appl e icability of design parameters and properly in-- Nis design Imo the overall
building design. B—ing lndl-ed is to prevent —Wing of lndWIdual truss web andlorch,M members only. Addit,ml temporary and permanent bracing MiTek°
s aIxa required for slabillty antl to prevent WlM wir, posaiNe personal inlay and property damage. For general guidance ag,d,ng Ne
f,Ixi on, storage, delivery, eractlon and bracing of trusses and truss systems, see ANSI?GI7 DualityC , DSB-89 and BCSI Building Cgmpprrent 6904 Parke East Blvd.
SahWhrIxmadxn available from Truss Plate Insulate, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL SES10
NOTFS-
10) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 14-10dxl 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 Be max. starting at 7-10-12 from the left end to
15-10-12 to connect truss(es) to front face of bottom chord.
11) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 11-10dxl 1/2 Truss, Single Ply Girder) or equivalent at 17-10-12 from the left end to connect truss(es) to front face of
bottom chord.
12) Use Simpson Strong -Tie HTU26 (20-16d Girder, 11-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 19-10-12 from the left end to connect truss(es) to front face of
bottom chord.
13) Use Simpson Strong -Tie HGUS28-2 (36-1 Od Girder, 12-10d Truss) or equivalent at 13-4-8 from the left end to connect iruss(es) to back face of bottom chord.
14) Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S) Standard
1) Dead+ Root Live (balanced): Lumber Increase-1.25, Plate Increase-1.25
Uniform Loads (p1h
Vert: 1-3=-70, 3-4=-70,4-20=-70, 5-20=-30, 6-7=-70, 7-10=-70,2-15=-20, 14-15=-20, 11-12=-20
Concentrated Loads (lb)
Vert: 17=-2934(B) 16=-1275(F) 21=-390(F) 22=-1304(F) 23=-1272(F) 24=-1313(F) 25=-1258(F) 26=-346(F) 27=-329(F)
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I1—M BEFORE USE.
Design vdM br use only with MlT.10.,.... n. This design Is based on y upon parameters shown, and Is for an indlNdual building component, not
Wss system. Before use, the building d,,igner must venty Ne applicability of design parameters and properly incorporate fhis tl,,ign Imo the overall
building design. B—ing I.&Sn di is to prevent —Ming of Individual truss web an&,r ch,M members only. AddXIo.M temporary and permanent bracing M170k'
s aN.required for stability and to prsvent.IMpss wiU possible personal injury and property damage. For general guidance aRv,ug the
f,lui o,, storage, delivery, erection and bating of trusses all truss systems, see ANSI?GIf DualityC , DSB$ and BCSI Building Cgmpprrent 6904 Palle East BMd.
Sehrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldoff, MD 20601 Tampa, FL 36610
SPECIAL 1 1 I T21398081
Sx6 =
5.00 12
8
3x8 i 7
30
6
5
5.8
4
5.6 29
3
1 2
d
Sx6 =2]
28 26 25 24 23 22 33 21
6.12 MT20HS = 3.8 = 3x8 =
Sx6 i 2x4 II
6.00 12
g 6.8 1
10
32 2x4 II
11
12
Scale = 1:83.2
[d [c
36 2019 17 16 35 36 15 14 4x6 =
= 6.8 =3x8 II
24 I70x72
2AA 2-1 OPOP 6 9£A 162-10 2121 30-1-7 �1AA 99-11-0 I
2-8-0 b A 3-2A 3AA BA-10 8-11-] 611-] 189
41-0.0 I43-0.0 I 480-0
]-1-0 2-0-0 30-0
Plate Offsets(XY)-- [3:0-3-00-1-121 [10:0-4-00-3-41 [15:0-3-80-3-01 [16:0-2-120-0-01 [16:0-6-00-4-81 [17:0-0-00-1-12] [27:0-3-00-2-71
LOADING (psf)
SPACING. 2-0-0
CSI.
DEFL.
in (too) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.87
Vert(LL)
0.30 15-16 >477 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.95
Vert(CT) -0.58
15-16 >246 180
MT20HS 187/143
BCLL 0.0
Rep Stress IFor YES
WB 1.00
HOrz(CT)
0.14 16 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 2791b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2'Except' TOP CHORD
Structural wood sheathing directly
applied or 2-2-0 oc purlins.
10-13: 24 SP No.1 BOT CHORD
Rigid ceiling directly applied
or 2-2-0 oc bracing.
BOT CHORD 2x4 SP No.2 "Except" WEBS
1 Row at midpt
5-23, 7-21
13-19: 2x6 SP M 26, 17-22: 2x4 SP No.1
WEBS 2x4 SP No.3'Except"
10-16,18-19:2x6 SP No.2
REACTIONS. (size) 2=0-8-0, 13=0-4-0, 16=0-6-0
Max Ho 2=462(LC 11)
Max Uplift 2=731(LC 12), 13=-35(LC 10), 16=865(LC 12)
Max Grav 2=1559(LC 17), 13=442(LC 11), 16=2873(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-2447/1261, 3-4=-5167/2454, 4-5=-3012/1623, 5-7=-2013/1244, 7-8=-1049/856,
8-9=-1(141/867, 9-10=-382/377, 10-11=-380/983, 11-12=-552/830, 12-13=-890/90
BOT CHORD 2-27=1011/2330, 25-26= 1664/3754, 24-25=1664/3754, 23-24=-1311/3030,
21-23=-827/2033,18-20=-771/613,17-18=-771/613,15-16=-747/585,14-15=-41/754,
13-14=-41/754, 26-27=-1123/2596
WEBS
E
1
397, 18-199/707/48 5=-2484
211372/638,
I N �/F"I�',,
10 2G= 9682/14390 3-27=11 6 2' 15 12-14=-487/30 690
\\\\OPQ,U
4-24=-833/447,4-26=589/1529,3-26=-1152/2737
..pENg'•.1
NOTES- NO 68182
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. * : •:
II; Exp C; EFEL, GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 23-2-0, Exterior(2) -
23-2-0 to 31-7-13, Interior(1) 31-7-13 to 45-10-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber '9
DOL=1.60 plate grip DOL=1.60 Si S 0 F 4L` Z
3) 400.01b AC unit load placed on the bottom chord, 38-0-0 from left end, supported at two points, 2-0-0 apart. Q 40 Z
4) All plates are MT20 plates unless otherwise indicated. i 'g`'•'C P;•' \�
5) All plates are 3x6 MT20 unless otherwise indicated. �� <.........0 R t ` \�
6) This truss has been designed for a 10.0 pet 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 N A \\\\
will fit between the bottom chord and any other members, with BCDL = 1 O.Opst. �,I'li iiii E
8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 13 except Qt=lb) Joaquin Velez PE No.68182
2-731116-865. MITek USA, Inc. FL Celt 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I192020 BEFORE USE. ��•
Design vdi,l for use only with MlTeksD conneMgrs. This design Is based only upon parameters shown, and Is for an indlNdual building component, not
Wsa system. Before use, the building designer must verify tireappl icability at design parameters and properly in-- Nis tlesign Imo the overall
Wilding design. Bracing lndi-ai is to prevent -Wing of lndMidual truss web andlor ch,M members only. AWMonal temporary and permanent bracing WOW
s aWys required for stability and to prevent Wlarx, wir, possible personal injury and property damage. For general guidance ag,d,ng the
fabrication, storage, delivery, ereadon and bracing of trusses and truss systems, see ANSI l DualityC , DSB$ and BCSI Building Cgmpprrent 6904 Parke East BMd.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 38610
Scala -1:9.8
�g
a
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017/TP12014
CSI.
TC 0.40
BC 0.10
WB 0.00
Matrix-P
DEFL. in (loo) Udefl L/d
Vert(LL) -0.00 2-4 >999 240
Vert(CT) -0.01 2-4 >999 180
Horz(CT) -0.00 3 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 12 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc puffins.
BOT CHORD 2x4 SIR No.2 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-10-15, 4=Mechanical
Max HID z 2=91(LC 8)
Max Uplift 3=-56(LC 5), 2=-266(LC 8)
Max Gram 3=53(LC 24), 2=248(LC 28), 4=57(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
II; Exp C; End., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 DO bottom chord live load nonconcument with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss Connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except fjt=lb)
2=266,
LED" indicates
lls
7) In LOAD CASE(S)1 ecton,loads)app applied to the face o?Ne ttrruuss arepnoted asgf�ronit (F) or back (B).
�� PQV I N
LOAD CASES) Standard
�� • •� C E N g' • Fl ��i�
1) Dead+ Roof Live (balanced): Lumber Increae=1.25, Plate Increase=1.25
`���
V F••• ��
Uniform Loads (pit)
N O 68182
Vert: 1-3=-70, 2-4=-20
Concentrated Loads (Ib) Tt
Vert: 5=98(F=49, B=49)
13 POF :�
O R 10
•W,S, /0NA
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19202g BEFORE USE. ��'
Design valid! for use only with MIT.W conneMors. This design Is based only upon parameters shown, and Is for an indMdual building component, not
Wss system. Before use, the building designer must verity Ne applicability at design parameters and properly in-— Nis design —the overall
Wilding design. B—ing lndIcaza,1 is to prevent —Wing of lndMidual truss web andlor chord members only. AddXlonal temporary and permanent bracing WOW
s ahvays required for stabilay and a, prevent cliara,au, possible personal injury and property damage. For general guidance rag,adxg the
fabdcadon, storage, delivery, eroad,n and bacing of trusses ant truss systems, see ANSI?Gfl Duafay Craw,, DSB4V and B=Building Component 6904 Parke East BW.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL Seat
Scale=1:11.3
I7
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017/TPI2014
CSL
TIC0.23
BC 0.05
WB 0.00
Matrix-P
DEFL. in (loc) Udell L/d
Vert(LL) -0.00 4-5 >999 240
Vert(CT) -0.00 4-5 >999 180
Ho (CT) -0.00 3 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 15 lb FT=20'/
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly
applied or 4-2-3 oc purlins.
BOT CHORD 2x4 SIR No.2 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. All bearings Mechanical except (jt=length) 2=1-9-14, 5=0-3-8.
(Ib) - Max Horz 2=108(LC 8)
Max Uplift All uplift 100 Ib or less at joint(s) except 3=-103(LC 8), 2=-241(LC 8)
Max Gray All reactions 250 Ib or less at joint(s) 3, 2, 4, 5
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Ops1; h=15ft; B=45tt; L=60f ; eave=7f;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch 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 nonconcurrent with any other live loads.
3) ' 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1031b uplift at joint 3 and 241 No uplift
at joint 2.
6) "NAILED" indicates 3-1 GE! (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
,,,`411111111///�,,
VF� t
LOAD CASE(S) Standard
��� PQ,U(N
........
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25��
•' E N ''•
'�.� SF''.
Uniform Loads (pit)
: �i=
Vert: 1-3=-70, 2-4=-20
` NO 68182 G
Concentrated Loads (Ib)
Vert: 6=49(F)
_
13
IF 4(J
O(U:Z
O R 1 ID ' �N %N
•��S'S�ONl1� Ea%%,
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING -wnfy design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19202g BEFORE USE. ��"
Design vdi,I for use only with MIT.W wnnectov. This design Is based only upon parameters shown, and Is for an indMdual building component, not
Wsa system. Before use, the building designer must verify Ne applicability of design parameters and properly in-- Nis design Imo the overall
building design. B—ing lndi-ad is to prevent —Wing of lndMidual truss web an&,r chord members only. AddMonal temporary and permanent bracing WOW
s aN. required for stabilay and to prevent wears, weh possible personal injury and properly damage. For general guidance ag,d,ng the
f,tai on, storage, delivery, eraad,n and bacing of trusses ant truss systems, see ANSZ-1 DuariryC , DSB-89 and BCSI Building Cgmpprrent 6904 Parke East Bad.
Sahrylnipmutan avail,ble from Truss Pate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 3e610
k7M
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017/TP12014
CSI.
TIC 0.76
BC 0.51
WB 0.00
Matrix-SH
DEFL. n (loo) Udell L/d
Vert(LL) -0.09 2-4 >847 240
Vert(CT) -0.17 2-4 >456 180
Horz(CT) -0.00 3 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 24 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. (size) 3-Mechanical, 2=0-10-15, 4=Mechanical
Max Ho' 2=158(LC 8)
Max Uplift 3=-158(LC 8), 2=-317(LC 8)
Max Grav 3=217(LC 28), 2=399(LC 28), 4=119(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
NOTES -
I) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
II; Exp C; End., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 DO bottom chord live load nonconcument with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss Connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
3=158,2=317.
AILED" indicates lls r INDS
titsE
7) InJthe LOAD CASE(S)1 ecton,loads)app applied o the face of the truss arepnoted asgf�ronit (F) or back (B).
I N V cF, ��,��
LOAD CASES) Standard
`,%0
�� • •........
0 E N g' • Fl i�
1) Dead+ Roof Live (balanced): Lumber Increae=1.25, Plate Increase=1.25
`���
V F•••
`
Uniform Loads (pit)
NO 68 82
Vert: 1-3=-70, 2-4=-20
Concentrated Loads (Ib) _
Vert: 5=98(F=49, B=49)
-O •
S #-�O IF ••44/ �
�O�Cc ��OR%ID
�?N
•��S'S��N Ak-E %%%,
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119202g BEFORE USE. ��'
Design valid! for use only with MlT.W conneMors. This design Is based only upon parameters shown, and Is for an indMdual building component, not
Wss system. Before use, the building designer must verity Ne applicability at design parameters and properly in-— Nis design —the overall
Wilding design. B—ing lndicara l is to prevent —Wing of lndMidual truss web andlor chord members only. AddXlonal temporary and permanent bracing WOW
s aN. required for stabilay and a, prevent cliara,au, posaiNe personal injury and property damage. For general guidance ragaking the
fabdcadon, storage, delivery, eroad,n and bacing of trusses ant truss systems, see ANSI?Gfl Duafay Craw,, DSB4V and B=Building Component 6904 Parke East BW.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL Seat
2x4 =
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017/TP12014
CSI.
TO 0.35
BC 0.07
WB 0.00
Matrix-P
DEFL. n (loo) Udefl L/d
Vert(LL) -0.00 2-4 >999 240
Vert CT) -0.00 2-4 >999 180
Horz(CT) -0.00 3 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 11 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins.
BOT CHORD 2x4 SIR No.2 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-10-15, 4=Mechanical
Max Ho' 2=83(LC 8)
Max Uplift 3=-71(LC 14), 2=-263(LC 8)
Max Grav 3=90(LC 24), 2=239(LC 28), 4=47(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
II; Exp C; End., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 DO bottom chord live load nonconcument with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss Connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except fjt=lb)
2=263.
AILEY indicates lls r INDS
titsE
7) InJttie LOAD CASE(S)1 ecton,loads)app applied o the face of the truss arepnoted as front (F) or back (S.
IN V cF, ��,,�
LOAD CASES) Standard
`,%0
�. •' C E ........
• •
1) Dead+ Roof Live (balanced): Lumber Increae=1.25, Plate Increase=1.25
`%%
V 161
`
Uniform Loads (pit)
N O 68 82
Vert: 1-3=-70, 2-4=-20
Concentrated Loads (Ib)
Vert: 5=95(F=47, B=47)
STOF '4/�
�,,p�� •
�� 0 RR
•��S'S�ONA Ea�`�%
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cell 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING- Veray design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473ay.5119202g BEFOREUSE. ��'
Design valid! for use only with MlT.W conneMors. This design Is based only upon parameters shown, and Is for an indMdual building component, not
Wss system. Before use, the building designer must verity Ne applicability at design parameters and properly in-- Nis design I the overall
Wilding design. B—ing lndicarad is to prevent —Wing of lndMidual truss web andlor chord members only. AddXlonal temporary and permanent bracing WOW
s ahvays required for stabilay and a, prevent cliara, wN possible personal injury and property damage. For general guidance rag,adxg the
fabrication, storage, delivery, eroad,n and bacing of trusses ant truss systems, see ANSVTGff DaafayC , DSeI and BCSf Building Component 6904 Parke East BMd.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL Seat
Scale - 1:14.3
2x4 =
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code F13C2017/7PI2014
CSI.
TIC0.53
BC 0.34
WB 0.00
Matrix-P
DEFL. in (too) Udefl L/d
Vert(LL) -0.04 2-4 >999 240
Vert(CT) -0.07 2-4 >797 180
Horz(CT) -0.00 3 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 19 to FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-5 oc purlins.
SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-10-15, 4=Mechanical
Max Horz 2=129(LC 24)
Max Uplift 3=-133(LC 8), 2=-292(LC 8)
Max Grav 3=175(LC 29), 2=328(LC 28), 4=104(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60tt; eave=7tt; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss Connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
3=133,2=292.
AILED" indicates lls r INDS
E
7) InJthe LOAD CASE(S)1 ecton,loads)app applied o the face of the truss arepnoted asgf�ronit (F) or back (B).
PQV I N
LOAD CASE(S) Standard
`,���
�. •'........
0 E N j ' •
1) Dead+ Roof Live (balanced): Lumber Increae=1.25, Plate Increase=1.25
`�N�
V Fes'•
`
Uniform Loads (pit)
N O 68 82
Vert: 1-3=-70, 2-4=-20
Concentrated Loads (Ib) _
Vert: 5=98(F=49, B=49) 8=-3(F=-1, B=-1)
9 S OF ��
�
.p�� Al
P �;
R t O
Joaquin Velez PE No.68182
MITek USA, Inc. FL Gen 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING- Verdy design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473ay.5119202g BEFOREUSE. ��"
Design valid! for use only with MlT.W connectors. This design Is based only upon Parameters shown, and Is for an indMdual building component, not
Wss system. Before use, the building designer must verity Ne applicability at design parameters and properly in-- Nis design I the overall
Wilding design. B—ing lndicara l is to prevent —Wing of lndMidual truss web andlor chord members only. AddMonal temporary and permanent bracing WOW
s ahvays inquired for stabilay and a, prevent ctara, win posaible personal injury and property damage. For general guidance ragaking the
fabdcadon, storage, delivery, eroad,n and bating of trusses ant truss systems, sea ANSUTP11 DaafayC , DSS-88 and BCSf Building Component 6904 Parke East BMd.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL Seen
Hip Girder
T21398132
2x4 =
Scale - 1:16.9
5-0-12
Plate Offsets (X Y)-- [2:0-0-0 0-0-71
1-11-6
LOADING (psf)
SPACING- 2-0-0
CSI-
DEFL. in (loc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC0.45
Vert(LL) 0.06 7 >999 240
MT20 244/190
TCDL 15.0
Lumber COL 1.25
BC 0.59
Vert(CT) -0.07 7 >999 180
BCLL 0.0
Rep Stress For NO
WB 0.00
HoC CT) 0.01 5 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matdx-R
Weight: 27 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly
applied or 6-0-0 oc purlins.
BOT CHORD 21SP No.2'Except" BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
3-7: 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. (size) 4=Mechanical, 2=0-10-15, 5=Mechanical
Max Ho 2=158(LC 8)
Max Uplift 4=-109(LC 8), 2=-322(LC 8), 5=-45(LC 8)
Max Gm 4=182(LC 28), 2=400(LC 28), 5=117(LC 28)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-443/125
BOT CHORD 2-7=-186/344
NOTES -
I) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads.
3) Thistrusshasbeen live on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
110"",',
I fit betwen the endemic herd andli Qofr2e.0bef
(N
4) Refer to girder(s) for truss to truss connections.
,,,,,`au
�� 01, C�c
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 5 except at -lb)
,••� G E N g'•. 1 ��
4=109,2-322.
`
6) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines.
NO 6818
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead+ Roof Live (balanced): Lumber Increase-1.25, Plate Increase-1.25 = "O
Uniform Loads (pit) - -.,o S OF 4L` Z
Vert: 1-4=-70, 2-7=-20, 5-6=-20
Concentrated Loads
.0. ,
i '�` ••'C P;•'
(Ib)
Vert: 8=98(F=49,B=49)
��
i�,� ••<�Rt�•• �f\���
Joaquin Velez PE No.68182
MITek USA, Inc. FL Gen 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING- Veray design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473ay.5119202g BEFOREUSE. ��-
Design valid! for use only with MIT.W wnnectov. This design Is based only upon para neara shown, and Is for an indlNdual building component, not
Wsa system. Galt,a use, the building designer must verify Ne a,rRi,,abieiry of design parameters and properly in-- fNa design Imo the overall
building design. B—ing lndicazad is to prevent —Wing of lndMidual truss web an&,r chord members Orly. AddMonal temporary and permanent bracing WOW
s ahvays required for atabieay and to prevent wears, weh possible personal inlay and property damage. For general guidance agandmg the
fabdcadon, storage, delivery, eraad,n and badng of trusses and truss systems, see ANSI?Gll DaariryC , DSS-89 and BCSI Building C ,Raaent 6904 Parke East Bad.
Sehrylnipmutan available from Truss Pate Institute, 2670 Cain Highway, Suite 203 Waldoff, MD 20601 Tamps, FL Seen
NAILED
NAILED
Scale - 1:19.0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in g0c) Udell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.53
Vert(LL)
0.07 7 >999
240
MT20
244/190
TCDL 15.0
Lumber BOIL 1.25
BC 0.72
Vert(CT) -0.09
7 >949
180
MT20HS
187/143
BCLL 0.0
Rep Stress Incr NO
WB 0.00
Horz(CT)
0.02 5 Fla
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-R
Weight: 27 lb
FT=20/
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood
sheathing directly
applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2'Except'
BPCHORD
Rigid ceiling directly applied
or 10-0-0 oc bracing.
3-7: 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. (size) 4=Mechanical, 2=1-1-1, 5=Mechanical
Max Ho 2=1 WILD 8)
Max Uplift 4=-188(LC 8), 2= 282(LC 8), 5=-82(LC 8)
Max Grav 4=293(LC 28), 2=408(LC 28), 5=201(LC 28)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOPCHORD 2-3=-471/152
BOT CHORD 2-7=-224/404
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise indicated.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
4) his truss for a l� the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
betweenhas yloadr members.Opsf
I fit the bottomtchord andned
5) Refer to girder(s) for truss to truss connections.
5)
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 5 except at -lb)
,,,,,`au
�� �P ,
,••� G E N g'•. 1 ��
4=188,2-282.
`41
V F '• ��
7) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines.
NO 68182
8) 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
= "17
Uniform Loads (pit)
-.,o •. ST OF C(/
Vert: 1-4=-70, 2-7=-20, 5-6=-20
Concentrated Loads
O •, 4(y
P:�
(Ib)
Vert: 4=-89(F) 5=-67(F) 8=49(F) 11=-3(B)
%'�`n'•Al
��`` '' Fi
•��S'S10NA
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING- Veray design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19202g BEFORE USE. ��"
Design valid! for use only with MIT.W connectors. This design Is based only upon parameters shown, and Is for an indlNdual building component, not
Was system. Before use, the building designer must verify Ne applicability at design parameters and properly in-- this design —the overall
building design. B—ing lndicarad is to prevent —Wing of lndMdual truss web andlor chord members only. Ad lit,,al temporary and permanent bracing WOW
s ahvaya required for stabilay and a, prevent cliara,au, possible personal injury and property damage. For general guidance ag,d,ng the
fabdcadon, storage, delivery, erood,n and bracing of trusses and Wss systems, see ANSUTP11 DualityC , DSB-8g and BCSI Building C ,Ranent 6904 Parke East BNd.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL Seat
Scale=1:19.7
Io
NAILED
LOADING (psf) SPACING- 2-0-0 CS.
DEFL. in (loc) Well L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.02 6-7 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.04 6-7 >999 180
BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(CT) 0.01 6 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 35 lb FT=20'/
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-8-12 Be bracing.
WEBS 2x4 SP No.3
REACTIONS. All bearings Mechanical except (jt=length) 2=1-9-14, 8=0-3-8.
(Ib) - Max Horz 2=179(LC 8)
Max Uplift All uplift 100 lb or less at joint(s) 8 except 4=-178(LC 8), 2=-298(LC 8), 6=-104(LC 8)
Max Grav All reactions 250 It, or less at joint(s) 4, 8 except 2=364(LC 1), 6=282(LC 3)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-9=-611/262, 3-9=-559/261
BOT CHORD 2-8=359/560, 7-8=-359/560, 7-11=359/560, 6-11=-359/560
WEBS 3-6=-594/382
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45tt; L=60ft; eave=7ft;
Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional); porch right exposed; 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 tit between the bottom chord and any other members.
4)Refer to girders) for truss to truss connections.
110
`"/
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 8 except Gt=1b)
-%'V(N
, '
4=178, 2=298, 6=104.
6) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines.
�. P.Q F( �,
�( �`� •' C E N .''•
' SF''.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
: �.� �i=
LOAD CASE(S) Standard
NO 68182
•:
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
* ;
Uniform Loads (pit)
Vert: 1-4=-70, 2-5=-20
Concentrated Loads (lb)
S IF. (V Z
Vert: 9=98(F=49, B=49) 1 0=-1 20(F=-60, B=-60) 11 =-41 (F=-21, B=-21)
%
•��S'S1�Nl111
11111111110
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cell 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING -wnfy design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192g2g BEFORE USE. of ��'
Design valid for use only with MIT.W conneMors. This design Is based only upon parameters shown, and Is for an indMdual building component, not
Wsa system. Before use, the building designer must vedry Ne applicability design parameters and properly in orporate Nis design Imo the overall
building design. B—ing lndi-aol is to prevent —Wing of lndMdual truss web andlor ch,M members only. AddMonal temporary and permanent bracing WOW
saN,,ya required for stabilay and to prevent w11p weh possible personal injury and properly damage. For general guidance ag,d,ng the
fabdcadon, storage, delivery, eraad,n and bating of trusses ant truss systems, see ANSI l DualityC , DSB-89 and BCSI Building Cgmporrent 6904 Parke East BNd.
SaftWMA rasda, available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
Special Girder
T21398135
Scale - 1:23.4
5.8 11 5x8 = Salt 1 6.8 =
6x8 =
1 13 14 2 15 16 3 17 18 4 5
2-7-0 4-5-12 4-5-12
Plate Offsets (X Y)-- [1:0-4-0 0-4-01 [5:0-4-0 04-01
2-7-0
LOADING (psf)
SPACING. 2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC0.67
Vert(LL) 0.32 9 >516 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.80
Vert(CT) 0.26 9 >636 180
BCLL 0.0 •
Rep Stress IFor NO
WB 0.76
HOrz(CT) -0.23 6 n/a n/a
BCDL 10..
Code FBC2017/TP12014
Matrix-SH
Weight: 991to FT=20%
LUMBER- BRACING -
TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly
appliedor 3-10-3 oc pudins,
BOT CHORD 2x4 SP No'Except' except end verticals.
2-11,4-7: 2x4 SP No.3, 8-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or
2-10-10 oc bracing.
WEBS 2x4 SP No.3'Except'
1-12,5-6:2x6 SP No.2, 1-10,5-8:2x4 SP No.2
REACTIONS. (size) 12=0-3-0, 6=0-3-0
Max Horz 12=232(LC 5)
Max Uplift 12=-1812(LC 5), 6=-1731(LC 5)
Max Grav 12=1955(LC 1), 6=1707(LC 1)
FORCES. (to) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-12=-1905/1854, 1-2=-2641/2642, 2-3=2831/2833, 3-4=-2505/2612, 4-5=-2293/2384,
5-6=-1646/1685
BOT CHORD 2-10=-1084/936, 9-10=-4282/4160, 8-9=-4282/4160, 4-8=-816/825
WEBS 1-10=-3012/3006, 3-10=1380/1384, 3-8= 1719/1614, 5-8=2739/2637
NOTES-
(3-s 60ft; eave=7tt; Cat.
1) WiEat,
EVF
C; n l., G Putt=170mph (coed tonal); porch exposed; Lumber DOLLLI 60 plate grip DOL=1.60
II; Ex C; Encl., GC i-0.18; MWFRS (directional);
,,,`aulN �'!"
2) Provide adequate drainage to prevent water ponding.
�� OP C�c
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
,
C E N 1
S16,
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
V� %
`
will fit between the bottom chord and any other members.
N O 68182
•:
5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) * :•
12=1812,6=1731.
_
6) Hang arts) or other connection device(s) shall be provided sufficient to support concentrated load(s) 478 lb down and 438 lb up at
1-0-12, 478 Ib down and 442 Ib up at 1-9-4, 273 Ib down and 338 Ib up at 3-9-4, 2561b down and 3371b up at 5-9-4, 2561b down — "O : : C
and 337 to up at 7-9-4, 2561b down and 3371b up at 9-9-4, and 318 lb down and 457 lb up at 11-9-4, and 292 to down and 328 lb $3 S T O IF �
up at 13-10-12 on top Chord. The design/selection of such connection device(s) is the responsibility of others.
0 / �''
LOAD CASES) Standard
•�
,�i �` FI t •' ��
1) DeadLoads, ofLiee
Lumber Increase=1.25, Plate lncrease=1.25Unif
(pit)
Vert: 1-5=-70, 11-12=-20, 8-10=-20, 6-7=-20
Concentrated Loads (Ib)
Joaquin Velez PE No.68182
Vert: 4=-279 5=-292 13=-413 14=-40715=-273 16=-25617=-25618=-256
Mtiek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa R. 33610
Date:
September 24,2020
A WARNING -V ytlesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473rev.5119202g BEFOREUSE. ��'
Design valid for use only with MlTeksD conneMors. This design Is based Doty upon parameters shown, and Is for an indIAd,d building component, not
Wss system. Galt,a use, the building designer must verify the a,rRioabiliry of tlesign parameters and properly in-- fhis design Imo the overall
Wilding design. B—ing lndicazed is to prevent —Wing of lndMidual truss web andlor chord members only. AddXlonal temporary and permanent bracing WOW
saN.ays requiretlior stability antl to prevent wlMpse wiU possible personal injury and property tlamage. Forgeneralguidanoeagakingthe
fabrication, storage, delivery, ereadon and bacing of trusses and truss systems, see ANSI l DaaliryC , DSB49 and BCSI Building C ,Raaent 6904 Parke East Blvd.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
2x4 11 5.6 =
15.6 = 7 2 A 3
Scale - 1:28.8
7-04
7-04
Plate Offsets (X Y)--
[5:0-4-0 0-3-121
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (too) Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TIC0.73
Vert(L-)
0.54 4-5 >305
240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC
0.91
Vert(CT)
0.49 4-5 >339
180
BCLL 0.0
Rep Stress For
YES
WB
0.83
HOrz(CT)
-0.20 4 n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 78 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.! TOP CHORD Structural wood sheathing directly applied or 4-3-2 oc purlins,
BOT CHORD 2x4 SP No .1 except end verticals.
WEBS 2x4 SP No.3 "Except' BOT CHORD Rigid ceiling directly applied or 2-7-8 oc bracing.
1-6,3-4:2x4 SP No.2 WEBS 1 Row at midpt 1-5, 3-5
REACTIONS. (size) 6=0-2-4, 4=0-2-12
Max Uplift 6=578(LC 9), 4= 578(LC 9)
Max Grav 6=619(LC 1), 4=619(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-6=-560/932, 1-2=-1575/3039, 2-3=-1575/3039, 3-4=-560/932
WEBS 1-5=-3029/1582,2-5=-547/50113-5=-3029/1582
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60tt; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 13-10-12 zone; porch
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
s truss has been
gned for a 10.0 pef bottom chord
ve load
nt with
er
ive loads.
4) TTihis truss haseen delsigned for a live load of 20.0psf on I the bottom chord n all areas nwherte al rectangle 3-6-0 tall by 2-0-0 wide ��,,,`QV j N E VF,",
will fit between the bottom chord and any other members. �� ()P , C�c
5) Bearing at joint(s) 6, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify `�� J ,••� C E N S'•
capacity of bearing surface. V 16,
6) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 6, 4. N O 68182
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at -lb)
* :•
6=578, 4=578. C��}fjj���
iz
�9 • ST f� OF .(4U:
ONA, Ea���%
Joaquin Velez PE No.68182
Miiek USA, Inc. FL Ced 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19202g BEFORE USE. ��-
Design vdl,l for use only with MIT.W connectors. This design Is based onty upon parametera shown, and Is for an individual building component, not
Was system. Before use, the building designer must verity Ne applicability of design parameters and properly in-- this design Imo the overall
Wilding design. Bracing lndi-ad is to prevent buckling of Individual truss web an&,r chord members only. AddXlonal temporary and permanent bracing WOW
s aIx ya required for atabilay and to prevent ollara, wir, possible personal injury and property damage. For general guidance mg,d,ng the
fabrication, storage, delivery, eread,n and bracing of trusses ant truss systems, see ANSI l DuariryC , DSB$ and BCSI Building Cgmporrent 6904 Parke East Blvd.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 3 10
T21398082
SPECIAL I1 I 1
Scale = 1:87.2
5.6 = 5.6 =
8 9
2x4 I A31613x8 1 6x8
5.00 12 3x6 i 6 31 11
5
5x8 i 32 2x4
6 1- II
5x30 4 12 3x6
13
3 14
2
d1 9 m[
d 26 25 24 2333 34 22 21
5.6 =28 29 27 20 78
17 35 36 16 15 4x6 = b d
12 MT20HS = 3.6 = 3x8 = 5x8 =
_ 3x6 = 4x6 =
56.60 12 2x4 II 5x8 3.6 = 10x12 = 3x8 II
2x4 II
2Ao2z-z-0 zzo e1Asl o QaQ
2
Plate Offsets(XY)--[3:0-3-OOz1-121 [8:0-3-00-2-41 [9:0-3-00-2-41 [11:0-4-00-3-41 [17:0-2-120-0-01 [17:0-6-00-4-81 [18:0-0-00-1-121 [28:0-3-00-2-71
LOADING (psf)
SPACING. 2-0-0
CSI.
DEFL.
in (too) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC0.97
Vert(LL)
0.29 16-17 >487 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.95
Vert(CT) -0.57
16-17 >252 180
MT20HS 187/143
BCLL 0.0
Rep Stress For YES
WB 0.89
HOrz(CT)
0.14 17 n/a n/a
BCDL 10.0
Code FBC20177TP12014
Matrix-SH
Weight: 288 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2'Except' TOP CHORD
Structural wood sheathing directly applied.
11-14: 2x4 SP No.1 BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4 SP No.2 "Except" WEBS
1 Row at midpt 5-24, 10-21, 9-22, 8-24, 8-22
14-20: 2x6 SP M 26, 18-23: 2x4 SP No.1
WEBS 2x4 SP No.3'Except"
11-17,19-20: 2x6 SP No.2
REACTIONS. (size) 2=0-8-0, 14=0-4-0, 17=0-6-0
Max Ho 2=421(LC 11)
Max Uplift 2=732(LC 12), 14=-34(LC 10), 17=863(LC 12)
Max Grev 2=1566(LC 17), 14=440(LC 11), 17=2871(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-2463/1284, 3-4=-5160/2575, 4-5=-3021/1749, 5-7=-2034/1319, 7-8=-2082/1561,
9-10=-930/809, 10-11 =-327/398,11-12=-389/972,12-13=-553/820, 13-14=-884/89,
8-9= 829/812
BOT CHORD 2-28=-1073/2315, 26-27=-1763/3730, 25-26=-1763/3730, 24-25=-1438/3013,
22-24=-424/1268,19-21=-763/643,18-19=-763/643,16-17=-737/614,15-16=-40/749,
14_1
E�.
WEBS
24/629, 73/1380,
9/1386,
UIN
12-56--242/441510-21"14 117418,21� 127912//1331' 3-28=411099/605, 19-207730/42,
4""
,`� QpP.........
13-16=-1355/643, 13-15=-482/1074, 4-25=825/434, 4-27=-620/1511, 3-27=-1222/2714,�C
E N g'•. 1 ��
10-22=-497/1325, 8-24=-905/1485, 8-22=-881/546
V F '• ��
NOTES- NO 68182
1) Unbalanced root live loads have been considered for this design. * :• •:
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; save=7ft; Cat.
II; Exp C; End., GCpi-0.18; MWFRS (directional) and C-C Exterior(2)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 21-0-0, Exterior(2) = "O
21-0-0 to 33-8-15, Interior(1) 33-8-15 to 45-10-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber $ U F 4(7 Z
DOL=1.60 plate grip DOL=1.60 . Q ••, 40
3) 400.OIb AC unit load placed on the bottom chord, 38-0-0 from left end, supported at two points, 2-0-0 apart. i '6`n P- '
4) Provide adequate drainage to prevent water ponding. �i �` . R tO•'•• ��
5) All plates are MT20 plates unless otherwise indicated. ��I StS ••••••'•• `�%,
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��I� /1# 11 Al E %
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 = 10.Opsf. Joaquin Velez PE No.68182
8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 14 except (jt=1b) MITek USA, Inc. FL Gen 6634
2=732, 17=863. 6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-]4]3ay.5/19202o BEFOREUSE. ��-
Design valid for use only with MlTeksD conneMors. This design Is based Doty upon parameters shown, and Is for an indMdual building component, not
Was system. Baba use, the building designer must vedry Ne applicability of design parameters and properly in orporate this design bb the overall
building design. Booing I.,11-ad is to prevent —Wing of In 1Midual truss web an&,r chord members only. Additional temporary and permanent bracing WOW
s ahvays required for atabilay and to prevent wlMpse widi RosaiNe personal injury and property damage. For general guidance ragak'mg the
fabdcadon, storage, delivery, eread,n antl bacing of trusses ant Wss systems, see ANSI?GIf DualityC , DSB and BCSI Building Cgmporrent 6904 Parke East Blvd.
Sehrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
Special
T21398137
N
3.8 =
3
4.6 II 4.6 I
Scale - 1:32.8
7-04
7-0-4
Plate Offsets (X Y)--
[5:0-4-0 0-3-121
LOADING (psf)
SPACING-
2-0-0
CSI-
DEFL- in
(loc) Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TIC0.84
Vert(LL) 0.47
4-5 >348
240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC
0.91
Vert(CT) 0.43
4-5 >384
180
BCLL 0.0
Rep Stress IFor
YES
WB
0.60
HOrz(CT) -0.10
4 n/a
n/a
BCDL 10..
Code FBC2017/TP12014
Matrix-SH
Weight: 821to FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-8-4 oc purlins,
BOT CHORD 2x4 SP No.1
except end verticals.
WEBS 2x4 SP No.3 "Except.
BOT CHORD
Rigid ceiling directly applied or 2-7-8 oc bracing.
1-6,3-4:2x4 SP No.2
WEBS
1 Row at midpt 1-5, 3-5
REACTIONS. (size) 6=0-2-4, 4=0-2-12
Max Uplift 6= 578(LC 9), 4= 578(LC 9)
Max Grav 6=619(LC 1), 4=619(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-6=-560/931, 1-2=-1048/2024, 2-3=-1048/2024, 3-4=-560/931
WEBS 1-5=-2077/1085,2-5=-559/52413-5=-2077/1085
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60tt; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 13-10-12 zone; porch
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
s truss has Been
gned for a
ve load
ent with
er
ive loads.
4) TTihis truss haseen delsigned for a live load load of 20.Opsf on .0 Pat bottom chord I the bottom chord n all areas nwherte al rectangle 3-6-0 tall by 2-0-0 wide ��0% CXU IN E VF,,I��
will fit between the bottom chord and any other members. �, ()P ,
5) Bearing at joint(s) 6, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify `%% J ,••� C E N S'•
capacity of bearing surface. � V 161
6) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 6, 4. N O 68 82
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) z * :•
6=578,4=578. _
13 S rTEF ' 4(J:
O N A, Ea���%
Joaquin Velez PE No.68182
Mtiek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51—cco BEFORE USE. ��-
Design veikl br use only with MlT.W connectors. This design Is based only upon pare—, shown, and Is for an indlNdual building component, not
Wsa system. Before use, the building designer must verity tireappl icability of design parameters and properly in-- this design Imo the overall
Wilding design. Bracing lndi-cd is to prevent —Wing of lndWidual truss web an&,r ch,M members only. AddXlonal temporary and permanent bracing WOW
s always required for stability and to prevent collapse wir, possible personal injury and properly damage. For general guidanca ag,d,ng the
fabrication, storage, delivery, erecd,n and bracing of trusses ant truss systems, see ANSI l Duality Cn na DSB$ and BCSI Building Comporrenr 6904 Parke East Blvd.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL Seat
7-0-4 13-5-8 1p-o-6
7-0-4 6-5-4 -7-0
3.8 = 2x4 II 4.6 = Scale-1:37.5
1 2 a 3
6 4
4.6 II 4x6 =
7-0-4
7-0-4
Plate Offsets (X Y)--
[5:0-4-0 0-3-121
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc) Udefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.76
Vert(L-)
0.46 5-6 >357
240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC
0.93
Vert(CT)
0.42 5-6 >393
180
BCLL 0.0
Rep Stress IFor
YES
WB
0.49
HOrz(CT)
-0.06 4 n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 92 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.3 *E..,.
1-6: 2x4 SP No.2, 3-4: 2x6 SP No.2
REACTIONS. (size) 6=0-2-4, 4=0-2-12
Max Ho' 6=2(LC 11)
Max Uplift 6=-575(LC 9), 4=-575(LC 9)
Max Grav 6=615(LC 1), 4=615(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-6=-555/920, 1-2=-771/1492, 2-3=-771/1492, 3-4=-557/920
WEBS 1-5=-1591/830, 2-5=552/525, 3-5=1574/824
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at midpt 1-5, 3-5
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=71h; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 13-9-12 zone; porch
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
equate
ainage to prevent water
g.
3) " This truss has been rdesigned for a 10.0 pet bottomchordlive load nonconcurrent with any other live loads. �,,QV (N
4) This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �% OP .........
will fit between the bottom chord and any other members. �� J E IN
5) Bearing at joint(s) 6, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity V� SF�•• ���
capacity of bearing surface. ` NO 68182
6) Provide mechanical Connection (by others) of truss to bearing plate at joint(s) 6, 4.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=lb) * :• •:
6=575,4=575.
o ST OF ' 41j.
R1N,
%
Joaquin Velez PE No.68182
MITek USA, Inc. R Celt 6634
6904 Parke East Blvd. Tampa R.33610
Date:
September 24,2020
WARNING -V ytlesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19202g BEFORE USE. ��-
Design valkl for use only with MIT.W conneMors. This design Is based arty upon para ,xxv, shown, and Is for an irdlNdual building component, not
Wss system. Before use, the building designer must verity Ne applicability of tlesign parameters and properly in-- this design Imo the overall
Wilding design. Bating lndl-vol is to prevent —Wing of lndMidual truss web an&,r ch,M members only. AcAMonal temporary and permanent bracing WOW
s axvays requiretlior stability antl to prevent wlMpse wiU possible personal injury and property tlamaga. FOrgararalguldarc R,mingtha
f,lai on, storage, delivery, eread,n and baaing of trusses ant truss systems, see ANSI l DuariryC , DSB$ and BCV Building Cgmp wt 6904 Parke East Blvd.
Sahrylnipmurbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
7-0-4 11-5-8 14-0-8
7-0-4
3.8 = 2x4 II 5.6 — 5.00 12 Scale -1:42.2
1 8 9 2 3
5.8
4.6 II
7-04 7-0-4
Plate Offsets (X Y)-- [3:0-3-0 0-2-4][5:0-2-15 Edgel [6:0-3-12 0-3-12]
f)SPACING-
2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
.0
Plate Grip DOL 1.25
TC 0.83
Vert(LL) 0.44 6-7 1375 240
MT20244/190
0Lumber
E
DOL1.25
BC 0.93
Vert(CT) 0.40 6-7 >411 180
.0
Rep StressFor YES
WB 0.74
HOrz(CT) -0.04 5 n/a n/a
..
Code FBC2017/rP12014
Matrix-SH
Weight: 98 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly
applied or 5-8-14 oc purlins,
BOT CHORD 2x4 SP No.1 except end verticals.
WEBS 2x4 SP No.3 "ExcepP BOT CHORD Rigid ceiling directly applied or
2-2-0 oc bracing.
1-7:2x4 SP No.2 WEBS 1 Row at midpt 1-6
REACTIONS. (size) 7=0-2-4, 5=0-2-12
Max Ho' 7=62(LC 12)
Max Uplift 7=-583(LC 9), 5=-487(LC 9)
Max Grav 7=619(LC 1), 5=619(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-7=-559/939, 1-2=-604/1232, 2-3=-604/1232
BOT CHORD 6-7=-34/275
WEBS 1-6=-1380/681, 2-6=-482/482, 3-6=-1054/546, 3-5=-583/949
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.Opsf; h=15ft; B=45ft; L=60tt; eave=7ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 11-5-8, Exterior(2)
12 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
11-5-8 togrip
I10
DOL 13-11
�,,',
2) Provide adequate drainage to prevent water ponding.
,,,,,`au(N
�% �P C'c
3) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads.
,
%% C E N 1
SF�••
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
V�
`
will fit between the bottom chord and any other members.
NO 68182
• •:
5) Bearing at joint(s) 7, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify *
capacity of bearing surface. _
6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7, 5.
.:
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) = "O
7=583, sy1a7. S TO F
Al O R P'
%
Joaquin Velez PE No.68182
MITek USA, Inc. R-Cer16634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119202g BEFORE USE. ��"
Design valkl br use only with MlTeksD conneMors. This design Is based Doty upon parameters shown, and Is for an intllNdual building component, not
Wss system. Before use, the building designer must verify Ne applicability of design parameters and properly in-— Nis design Imo the overall
building design. B—ing lndi-ad is to prevent buckling of lndMidual truss web an&,r chord members only. AddXlonal temporary and permanent bracing WOW
s aIx ya required for atabilay and to prevent ollara,au, possible personal injury and properly damage. For general guidance rag,d,ng the
fabdcadon, storage, delivery, eroad,n and bacing of trusses ant truss systems, see ANSI l Duase,C , DSB$ and BCSI Building Cgmporrent 6904 Parke East BMd.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waltlorf, MD 20601 Tampa, FL 36610
Special
T21398140
3x8 = 2x4 11 5.6 = 5.00 12
1 8 9 2 3
7
4x6 II 5.8
Scale - 1:47.0
7-04 7-0-4
Plate Offsets (X Y)-- [3:0-3-0 0-2-4][5:0-2-15 Edgel [6:0-3-12 0-3-12]
LOADING (psf)
SPACING- 2-0-0
CSI-
DEFL. in (loc) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC0.87
Vert(LL) 0.44 6-7 1375 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.95
Vert(CT) 0.40 6-7 >411 180
BCLL 0.0
Rep Stress For YES
WB 0.46
Hokz(CT) -0.03 5 n/a n/a
BCDL 10..
Code FBC2017/TP12014
Matrix-SH
Weight: 103 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly
applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.1 except end verticals.
WEBS 2x4 SP No.3 "Except. BOT CHORD Rigid ceiling directly applied or
2-2-0 oc bracing.
1-7:2x4 SP No.2 WEBS 1 Row at midpt 1-7,
1-6, 3-5
REACTIONS. (size) 7=0-2-4, 5=0-2-12
Max Ho' 7=113(LC 12)
Max Uplift 7=-576(LC 9), 5=-423(LC 9)
Max Grav 7=619(LC 1), 5=619(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-7=-559/960, 1-2=-500/1059, 2-3=-500/1059, 4-5=-181/253
BOT CHORD 6-7=-47/365, 5-6=387/364
WEBS 1-6=-1253/596, 2-6=-448/460, 3-6=-786/425, 3-5=-599/971
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=S.Opsf; h=15ft; B=45ft; L=60tt; eave=7tt; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 9-5-8, Exterior(2) 9-5-8
to 13_1DOL=1 _12 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
110
�,,',
2) Provide adequate drainage to prevent water ponding.
,,,,,`au(N
�% QP C�c �j�
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
,
S�""• ���
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
V�
`
will fit between the bottom chord and any other members.
N O 68182
• •:
5) Bearing at joint(s) 7, 5 Considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
*
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7, 5.
•:
7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) = "O : : fZ C
7=576, 5_123. 5 9 S T O F �
P rL;
.,,p�� Al
R t O
Joaquin Velez PE No.68182
Mtiek USA, Inc. FL Celt 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING -venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473rev.51—cco BEFOREUSE. ��-
Design vaikl br use only with MIT.W connectors. This design Is based only upon paramaers shown, and Is for an indMdual building component, not
Wsa system. Geba use, the building designer must verity Ne applicability of design parameters and properly in orporate this design Imo the overall
building design. Brecing lndi-cd is to prevent —Wing of lndWidual truss web an&,r ch,M members Orly. AddMonal temporary and permanent bracing WOW
saIxays required for atabillty and to prevent collapse wir, possible personal inlay and properly damage. For general guidance mg,d,ng the
fabrication, storage, delivery, ero%,n and brecing of trusses ant truss systems, see ANSVTGI7 O lay Cn na DSB and BCSI Building Cgmporrent 6904 Parke East Blvd.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Crein Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 3e610
Special
T21398141
3x8 = 2x4 11 5.6 = 5.00 12
1 8 9 2 3
r4x6 II 5.8 1
Scale - 1: t6.7
7-04 7-04
Plate Offsets (X Y)-- [3:0-3-0 0-2-4][5:0-2-15 Edge][6:0-3-12 0-3-12]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC0.87
Vert(LL) 0.44 6-7 >375 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.95
Vert(CT) 0.40 6-7 >411 180
BCLL 0.0
Rep Stress For YES
WB 0.46
Hokz(CT) -0.03 5 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 1031b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly
applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.1 except end verticals.
WEBS 2x4 SP No.3 "Except- BOT CHORD Rigid ceiling directly applied or
2-2-0 oc bracing.
1-7:2x4 SP No.2 WEBS 1 Row at midpt 1-7,
1-6, 3-5
REACTIONS. (size) 7=0-2-4, 5=0-2-12
Max Horz 7=111(LC 12)
Max Uplift 7=-576(LC 9), 5=-425(LC 9)
Max Grav, 7=619(LC 1), 5=619(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-7=-559/958, 1-2=-504/1065, 2-3=-504/1065
BOT CHORD 6-7=-45/361, 5-6=380/360
WEBS 1-6=-1257/598, 2-6=-449/461, 3-6=-793/427, 3-5=-598/971
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=S.Opsf; h=15ft; B=45ft; L=60tt; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 9-6-8, Extedor(2) 9-6-8
to 0-12 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
110
DOL=1
,,,`aulN
2) Provide adequate drainage to prevent water ponding.
�%,,
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
S16,
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
V�
will fit between the bottom chord and any other members.
No 6 81 82
•.
5) Bearing at joint(s) 7, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
* :
capacity of bearing surface.
6) Provide truss to bearing 7, 5. —
mechanical connection (by others) of plate at joint(s)
7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) '9
7=576, s-1zs. S O F
O•••.
•��S'S��Nl1� Ear``%
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cell 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473rev.51—cco BEFOREUSE. ��•
Design veikl br use only with MIT.W connectors. This design Is based only upon parameters shown, and Is for an indMdual building component, not
Wsa system. Geba use, the building designer must verify Ne applicability of design parameters and properly in-- this design Into the overall
Wilding design. Brecing lndi-cd is to prevent —Wing of lndWidual truss web an&,r ch,M members Orly. AddMonal temporary and permanent bracing WOW
saIxays required for atabillty and to prevent collapse wir, possible personal injury and properly damage. For general guidance mg,d,ng the
fabrication, storage, delivery, ero%,n and brecing of trusses ant truss systems, see ANSI l O IayC , DSB and BCW Building Cgmporrent 6904 Parke East Blvd.
SahWM,ftI madx1 available from Truss Plate Institute, 2670 Crein Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
7-0-4 1 11-6-8 1 14-0-8
7-0-4
3.8 = 2x4 11 16 = 5.00 12
1 8 9 2 3
7
5x8
4.6 II
Scale - 1:42.0
7-0-4 7-04
Plate Offsets (X Y)-- [3:0-3-0 0-2-4][5:0-2-15 Edgel [6:0-3-12 0-3-12]
f)SPACING-
2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
.0
Plate Grip DOL 1.25
TC 0.83
Vert(LL) 0.44 5-6 1375 240
MT20244/190
E
Lumber DOL1.25
BC 0.93
Vert(CT) 0.40 6-7 >411 180
.0 •Rep
StressFor YES
WB 0.76
HOrz(CT) -0.04 5 n/a n/a
..
Code FBC2017/rP12014
Matrix-SH
Weight: 98 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly
applied or 5-8-12 oc purlins,
BOT CHORD 2x4 SP No.1 except end verticals.
WEBS 2x4 SP No.3 "ExcepP BOT CHORD Rigid ceiling directly applied or
2-2-0 oc bracing.
1-7:2x4 SP No.2 WEBS 1 Row at midpt 1-6
REACTIONS. (size) 7=0-2-4, 5=0-2-12
Max Ho' 7=60(LC 12)
Max Uplift 7=-583(LC 9), 5=-490(LC 9)
Max Grav 7=619(LC 1), 5=619(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-7=-559/939, 1-2=-610/1241, 2-3=-610/1241
BOT CHORD 6-7=-34/271
WEBS 1-6=-1387/686, 2-6=-484/483, 3-6=-1069/554, 3-5=-583/948
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60tt; eave=7ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 11-6-8, Exterior(2)
12 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
11-6-8 togrip
I10
DOL 13-11
�,,',
2) Provide adequate drainage to prevent water ponding.
,,,,,`au(N
�% OP C'c
3) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads.
,
�%%C E N 1
SF�••
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.
No 68182
• •:
5) Bearing at joint(s) 7, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify *
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate at joints) 7, 5.
•:
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) = "O
7=583, 5=490. 1 S T OF �
P rL;
.,,p�� Al
R t O
Ea%
Joaquin Velez PE No.68182
MITek USA, Inc. FL Gen 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19202g BEFORE USE. ��-
Design vdI,I for use only with MIT.W conneMors. This design Is based only upon parameters shown, and Is for an individual building component, not
Wsa system. Before use, the building designer must verify Ne applicability of design parameters and properly in-— Nis design Imo the overall
building design. B—ing lndi-ad is to prevent buckling of Individual truss web an&,r chord members only. AddXlonal temporary and permanent bracing WOW
s aIx ya required for atabilay and to prevent ollara, wir, possible personal injury and properly damage. For general guidance ag,d,ng the
fabrication, storage, delivery, eroad,n and bating of trusses ant truss systems, see ANSI l DualityC , DSB$ and BCSI Building Cgmporrent 6904 Parke East BMd.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
7-04 13-6-8 14-0-8
7-04 6-6-4 -6-
3.13 = 2x4 II 3.8 = Scale-1:37.3
2 0 3
6 4 _
4.6 II 4x6
7-04
7-0-4
Plate Offsets (X Y)--
[5:0-4-0 0-3-121
LOADING (ps1)
SPACING-
2-0-0
CSI-
DEFL.
in (loc) Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TIC0.76
Vert(LL)
0.46 5-6 1357
240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC
0.93
Vert(CT)
0.42 5-6 >392
180
BCLL 0.0
Rep Stress IFor
YES
WB
0.49
Horz(CT)
-0.06 4 n/a
n/a
BCDL 10.0
Code FBC2017,TPI2014
Matrix-SH
Weight: 92 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.3 "ExcepP
1-6: 2x4 SP No.2, 3-4: 2x6 SP No.2
REACTIONS. (size) 6=0-2-4, 4=0-2-12
Max Ho' 6=2(LC 11)
Max Uplift 6=-575(LC 9), 4=-575(LC 9)
Max Grav, 6=615(LC 1), 4=615(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-6=-555/920, 1-2=-779/1508, 2-3=-779/1508, 3-4=-557/920
WEBS 1-5=-1604/838, 2-5=552/525, 3-5=1588/832
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at midpt 1-5, 3-5
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.Opsf; h=15f ; B=45ft; L=60ff; eave=71h; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 13-9-12 zone; porch
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D01=1.60
equate
ainage to prevent water
g.
3) " This truss has been rdesigned for a 10.0 pet bottomchordlive load nonconcurrent with any other live loads. �,,QV (N
4) This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �% OP , C"c
will It between the bottom chord and any other members. �� J C E N
5) Bearing at loint(s) 6, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity V� SF�•• ���
capacity of bearing surface. ` No 681 82
6) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 6, 4.
7) Provide IT
connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Gt=1b) _ * :• •:
6=575,4=575.
o • Sf(O F 41j
O N A, Ea %
Joaquin Velez PE No.68182
MITek USA, Inc. FL Celt 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING -v ydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473ay.511-2c BEFOREUSE. ��"
Design vdl,l for use only with INT.W connectors. This design Is based arty upon parameters shown, and Is for an indlNdual building component, not
Wbre as system. Galt, use, the building designer must verify Ne applicability of design parameters and properly in orporate this design Inv, the overall
Wilding design. Bating lndi-ski is to prevent —Wing of lndMidual truss web an&,r chord members only. Additional temporary and permanent bracing WOW
s ahvays required for stability and v, prevent wlMpae wir, RosaiNe personal injury and property damage. For general guidance agakNg the
f,lai on, storage, delivery, eread,n and bating of trusses ant Wss systems, see ANSMff DaeliryC , DSfiI and BCV Building Cgmp wt 6904 Parke East BMd.
Sehrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 3 10
Special
T21398144
zx4 II
2
3.13 =
3
4x6 II 4x6 II
Scale - 1:32.6
7-0-4
7-0-4
Plate Offsets (X Y)--
[5:0-4-0 0-3-121
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(too) Udell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.84
Vert(LL) 0.48
4-5 >347
240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC
0.91
Vert(CT) 0.43
4-5 >383
180
BCLL 0.0
Rep Stress For
YES
WB
0.60
HOrz(CT) -0.10
4 n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 821b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc puriins,
BOT CHORD 2x4 SP No.1 except end verticals.
WEBS 2x4 SP No.3 "Except' BOT CHORD Rigid ceiling directly applied or 2-7-8 oc bracing.
1-6,3-4:2x4 SP No.2 WEBS 1 Row at midpt 1-5, 3-5
REACTIONS. (size) 6=0-2-4, 4=0-2-12
Max Uplift 6= 578(LC 9), 4= 578(LC 9)
Max Grav 6=619(LC 1), 4=619(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-6=-560/931, 1-2=-1063/2053, 2-3=-1063/2053, 3-4=-560/931
WEBS 1-5=-2103/1098,2-5=-558/52413-5=-2103/1098
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60tt; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 13-10-12 zone; porch
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
s truss has been
gned for a 10.0 Pat bottom chord
ve load
ent with
er
ive loads.
4) TTihis truss haseen delsigned for a live load of 20.Opsf on I the bottom chord n all areas nwherte al rectangle 3-6-0 tall by 2-0-0 wide ��,,,`QV j N E VF,",
will fit between the bottom chord and any other members. �% �P , C"c
5) Bearing at joint(s) 6, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify `�� J ,••� C E N S'-
capacity of bearing surface. � V Fes'•
6) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 6, 4. NO 68 82
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except at -lb) * :•
6=578, 4=578.
'O • S F :41j
R1�N
Joaquin Velez PE No.68182
Miiek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
WARNING -Venfy tlesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19202g BEFORE USE. ��-
Design valkl br use only with MIT.W connectors. This design Is based only upon paramaers shown, and Is for an indMdual building component, not
Wss system. Before use, the building designer must verity Ne applicability of tlesign parameters and properly in-- this design Imo the overall
Wilding design. Brecing lndi-cd is to prevent —Wing of lndWI,A,I truss web an&,r ch,M members only. Addit,,al temporary and permanent bracing WOW
saN.ays requiretlior stability antl to prevent wlMpse wiU possible personal injury and property tlamage. Forgeneralguidanc R,mingthe
f,loi on, storage, delivery, erck I,n and bracing of trusses ant truss systems, see ANSI l DualityC , DSB$ and BCSI Building Cgmporrent 6904 Parke East Blvd.
Sehrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
ID:gllBwLVN16Yk7r7fiBJ8hFyw6EN-BLmia1
2x4 II 5.6 =
15x6 = 7 2 A 3
Scale - 1:28.7
7-04
7-04
Plate Offsets (X Y)--
[5:0-4-0 0-3-8]
LOADING (psf)
SPACING-
2-0-0
CSI-
DEFL. in
(too) Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TIC
0.73
Vert(LL) 0.55
4-5 >302
240
MT20 244/190
TCDL 15.0
Lumber DOIL
1.25
BC
0.91
Vert(CT) 0.49
4-5 >336
180
BCLL 0.0
Rep Stress For
YES
WB
0.84
HOrz(CT) -0.21
4 n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 78 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.! TOP CHORD Structural wood sheathing directly applied or 4-2-7 oc purlins,
BOT CHORD 2x4 SP No .1 except end verticals.
WEBS 2x4 SP No.3 "Except' BOT CHORD Rigid ceiling directly applied or 2-7-8 oc bracing.
1-6,3-4:2x4 SP No.2 WEBS 1 Row at midpt 1-5, 3-5
REACTIONS. (size) 6=0-2-4, 4=0-2-12
Max Uplift 6=578(LC 9), 4= 578(LC 9)
Max Grav 6=619(LC 1), 4=619(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-6=-560/932, 1-2=-1608/3103, 2-3=-1608/3103, 3-4=-560/932
WEBS 1-5=-3090/1614,2-5=-546/49913-5=-3090/1614
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.Opsf; h=15ft; B=45ft; L=60tt; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 13-10-12 zone; porch
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
s truss has Been
gned for a 10.0 pef bottom chord
ve load
nt with
er
ive loads.
4) TTihis truss haseen delsigned for a live load of 20.0psf on I the bottom chord n all areas nwherte al rectangle 3-6-0 tall by 2-0-0 wide ��,,,`QV j N E VF,",
will fit between the bottom chord and any other members. �� ()P , C�c
5) Bearing at joint(s) 6, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ,�� J ,••� C E N S'•
capacity of bearing surface. V 16,
6) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 6, 4. N O 68182
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at -lb)
* :•
6=578, 4=578.
�9 • STgW/Er1 OF . 4U:
O N A, Ea���%
Joaquin Velez PE No.68182
Miiek USA, Inc. FL Ced 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119202g BEFORE USE. ��-
Design valkl br use only with MlTeksD conneMors. This design Is based Doty upon parameters shown, and Is for an intllNdual building component, not
Wss system. Before use, the building designer must verity Ne applicability of design parameters and properly in-- this design Nto the overall
Wilding design. B—ing lndi-ad is to prevent —Wing of In 1Midual truss web an&,r chord members only. AddXlonal temporary and permanent bracing WOW
s ahvaya required for atabilay and to prevent ollara, wir, possible personal injury and property damage. For general guidance ag,d,ng the
fabrication, storage, delivery, eread,n and badng of trusses ant truss systems, see ANSI l DuariryC , DSB$ and BCSI Building Cgmporrent 6904 Parke East Blvd.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waltlorf, MD 20601 Tamps, FL 3 10
42-14 I 7-0-0 I 9-9-10 I 14-0-8
4.6 =
5.00 12
M'-M
Scale - 131.1
7-0-4 7-04
Plate Offsets (X Y)-- [6:0-2-10 Edgel [7:0-4-0 0-3-81 [8:0-2-10 Edgel
f)SPACING.
2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
.0
Plate Grip DOL 1.25
TC 0.90
Vert(LL) 0.42 7-8 >396 240
MT20244/190
0Lumber
E
DOL1.25
BC 0.62
Vert(CT) 0.38 7-8 >439 180
.0
Rep StressFor YES
WB 0.69
HOrz(CT) -0.14 6 n/a n/a
..
Code FBC2017/rP12014
Matrix-SH
Weight: 80 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly
applied or 5-0-10 oc purlins,
BOT CHORD 2x4 SP M 31 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or
4-4-4 oc bracing.
REACTIONS. (size) 8=0-2-4, 6=0-2-12
Max Ho 8=-54(LC 10)
Max Uplift 8=505(LC 9), 6= 507(LC 9)
Max Grav 8=619(LC 1), 6=619(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1319/2736, 3-4=-1319/2756
BOT CHORD 7-8=-1748/1044, 6-7=-1726/1044
WEBS 2-8= 1214/2212, 2-7=732/286, 3-7=-1909/799, 4-7=-752/286, 4-6=-1214/2227
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VUlt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60tt; eave=7tt; Cat.
II; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 4-2-14, Interior(1) 4-2-14 to 7-0-4, Exterior(2) 7-0-4
l 13-10 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown;
EVF���',
Lumber DOLInte
601p ate grip 60
jN
3) Provide adequate drainage to prevent water ponding.
���,,`QV
�% QP C"c
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
,
4% C E N 1
SF�••
5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
41V� ���
will fit between the bottom chord and any other members.
`
N O 68182
• •:
6) Bearing at joint(s) 8, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity *
capacity, of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8, 6.
•:
8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) = "O
Al
•��S'S��Nl1�
Ea�`��
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
WARNING -—y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119202g BEFORE USE. ��-
Design valkl br use only with MlTeksD conneMors. This design Is based Doty upon parameters shown, and Is for an intllNdual building component, not
truss system. Before use, the building designer must verify Ne applicability of design parameters and properly in-— fhis design Imo the overall
building design. B—ing lndi-ad is to prevent buckling of lndMidual truss web an&,r chord members only. AddXlonal temporary and permanent bracing WOW
s aIx ya required for atabilay and to prevent ollara,au, possible personal inlay and properly damage. For general guidance ag,d,ng the
fabdcadon, storage, delivery, eraad,n and bacing of trusses ant truss systems, see ANSI l DualityC , DSB$ and BCSI Building Cgmporrent 6904 Parke East BMd.
Sehrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waltloff, MD 20601 Tampa, FL 36610
SPECIAL 1 I I T21398083
5.6 =
2.4 II 8
3x8 MT20HS 7
5.00 12 3x6 _ 6
5 31
Sx8
4
30
5x6
3
m1 2
29 27 26 25 24 23
28 3x6 = 3x8 =
Sx6=6x12MT20HS =
5x86.40 12 2x4 II 5x8 =
m
Scale - 1:83.4
Sx6
9 4x6 1
L&811
2332x41112 3x6
13
14
]�)W
22 21 6 6
5.8 = 3x6 =20 1fl 17 35 36 76 15 4x6 =
3x6 = 5x6 =3x8 II
10x12 =
2x4 II
2-8e2-1 A fi-0-0 94L0 1fi-2-10 19-0-0 29-2-0 2]-0A 30-1-] 1-`f-0 3311-0 41-0-0 430-0 0-0
2-8-0 0- -0 3-2-0 330 68-10 2-9-] 0.2-0 0-2-0 2-4] 1-89 230 ]-1-0 2-0-0 3400
Plate Offsets (X Y)-- [3:0-3-0 0-1-121 [8:0-3-0 0-2-41 [11:0-4-0 Edge] [16:0-3-0 0-3-41 [17:0-6-0 0-4-41 [17:0-2-12 0-0-01 [18:0-0-0 0-1-121 [28:0-3-0 0-2-71
LOADING (psf)
SPACING. 2-0-0
CSI.
DEFL. in (loc) Well Ud
PLATES GRIP
TOLL 20.0
Plate Grip DOL 1.25
TO 0.86
Vert(L-) 0.47 16-17 >304 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.82
Vert(CT) -0.46 16-17 >313 180
MT20HS 187/143
BOLL 0.0
Rep Stress IFor YES
WB 0.89
HOrz(CT) 0.14 17 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 28511, FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
1-6,6-8: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-4 oc bracing.
BOT CHORD 2x4 SP No.2 "Except" WEBS 1 Row at midpt
5-24, 10-21, 8-22
23-27,18-23: 2x4 SP No.1, 14-20: 2x6 SP M 26
WEBS 2x4 SP No.3'Except"
11-17,19-20: 2x6 SP No.2
REACTIONS. (size) 2=0-8-0, 14=0-4-0, 17=0-6-0
Max Ho 2=382(LC 11)
Max Uplift 2=735(LC 12), 14=265(LC 10), 17=-1110(LC 12)
Max Grav 2=1586(LC 17), 14=405(LC 22), 17=2836(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-2504/1358, 3-4=-5183/2714, 4-5=-3064/1877, 5-7=-2101/1390, 7-8=-2103/1579,
9-10=-789/716, 10-11=-351/419,11-12=-215/955, 12-13=-326/826, 13-14=-811/749,
8-9= 745/738
BOT CHORD 2-28=-1136/2320, 26-27=-1870/3756, 25-26=-1870/3756, 24-25=-1563/3025,
22-24=-663/1578,19-21=-749/475,18-19=-749/475,16-17=-726/458,15-16=-590/679,
14_1 77
WEBS 5-2
2 56-124/42995 20421 1I5 2 09/544/1385,
5/753, 14 3-28=71G84/608, 19-20—663/380,
,`%\OP(),UIN
13-16=-1235/1298,13-15=1028/956,4-25=841/427,4-27=-644/1471,3-27=-1288/2700,
.••SCE Ng'•.1
10-22=-698/1472,8-24=-739/1318, 8-22=-1164/704
`��
V F '• ��
NO 68182
NOTES-
* :• •:
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.Opsf; h=15ft; B=45ft; L=60tt; eave=7ft; Cat.
11; Exp O; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 19-0-0, Exterior(2)
= "O
�kv
19-0-0 to 35-9-13, Interior(1) 35-9-13 to 45-10-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions
- S F 4(/ Z
shown; Lumber DOL=1.60 plate grip DOL=1.60
.0. •, 40
�
3) 400.0Ib AC unit load placed on the bottom chord, 38-0-0 from left end, supported at two points, 2-0-0 apart.
i '�`n'•li"_ 1
�i �` R •
4) Provide adequate drainage to prevent water ponding.
��I StS ••••••'•• `�%,
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, with BCDL = 10.Ops1.
Joaquin Velez PE No.68182
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10011, uplift at joint(s) except at -lb)
MITek USA, Inc. FL Celt 6634
2=735, 14=265, 17=1110.
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-]4]3 rev. 5I192020 BEFORE USE. ��-
Design valid! for use only with MIT.W connectors. This design Is based Doty upon parameters shown, and Is for an in hAdual building component, not
Wsa system. Said re use, the building designer must verify Ne applicability of design parameters and properly in-- this design Imo the overall
building design. B—ing I.,11-ed is to prevent —Wing of In 1Midual truss web an&,r chord members only. Additional temporary and permanent bracing WOW
s aWys inquired for atabillty and to prevent Wlarx, wid, possible personal injury and property damage. For general guidance ag,d,ng the
fabdcadon, storage, delivery, eaxa,n and bating of trusses and truss systems, see ANSI?GIf DualityC , DSB$ and BCSI Building Cgmporrent 6904 Parke East Blvd.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20801 Tamps, FL 3 10
2-2-14 7-0-4 11-9-10 14-0-6
2-2-74 4-9-6 4-9-6 2-z-14
4.6 =
5.00 12
0-M
Scale - 1:31.3
7-0-4 7-04
Plate Offsets (X Y)-- [7:0-4-0 0-3-8]
G (psf)
SPACING. 2-0-0
CSI.
DEFL. in (loc) Udefl Ud
PLATES GRIP
20.0
Plate Grip DOL 1.25TC
0.91
Vert(LL) 0.41 7-8 >406 240
MT20244/190
150Lumber
ELL
DOL 1.25
BC 0.54
Vert(CT) 0.37 7-8 >449 180
.0
Rep Stress IFor YES
WB 0.69
HOrz(CT) -0.12 6 n/a n/a
10..
Code FBC2017/TP12014
Matrix-SH
Weight: 781to FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly
applied or 4-5-2 oc purlins,
BOT CHORD 2x4 SP M 31 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or
5-9-5 oc bracing.
REACTIONS. (size) 8=0-2-4, 6=0-2-12
Max Ho 8=-92(LC 10)
Max Uplift 8=-460(LC 9), 6= 449(LC 9)
Max Grav 8=619(LC 1), 6=619(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1381/2763, 3-4=-1381/2793
BOT CHORD 7-8=-1076/739, 6-7= 981/668
WEBS 2-8= 943/1640, 2-7=1384/626, 3-7=1787/668, 4-7=-1448/682, 4-6=-943/1594
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; VUlt=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.Opsf; h=15ft; B=45ft; L=60tt; eave=7tt; Cat.
II; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 2-2-14, Interior(1) 2-2-14 to 7-0-4, Extenor(2) 7-0-4
to 11-9-10. Interior(1) 11-9-10 to 13-10-12 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
,`IIII11111///j
QV IN VF ",�
3) Provide adequate drainage to prevent water ponding.
,,��
�� �P C"c
4) This truss has been designed for a 10.0 pal' bottom chord live load nonconcument with any other live loads.
,
�� C E N 1
•
S16,
5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
V�
will fit between the bottom chord and any other members.
N O 68182
•.
6) Bearing at join[(s) 8, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity
* :
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8, 6. —
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) '9 : i
.0.
O•
A' O R
•��S'S��Nl1� %
Joaquin Velez PE No.68182
Mtiek USA, Inc. FL Celt 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING -—y design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473ay.5119202g BEFOREUSE. ��•
Design vdI,I for use only with MIT.W conneMors. This design Is based only upon parameters shown, and Is for an individual building component, not
Wsa system. Before use, the building designer must verify Ne applicability of design parameters and properly in orporate this design Imo the overall
Wilding design. B—ing lndicazed is to prevent buckling of Individual truss web an&,r chord members only. AddXlonal temporary and permanent bracing WOW
s aIx ya required for atabilay and to prevent ollara, wir, possible personal injury and properly damage. For general g0danpa ag,d,ng the
fabrication, storage, delivery, eread,n and bacing of trusses ant truss systems, see ANSI vl DaariryC , DSaI49 and BCSI Building Cgmporrent 6904 Parke East BMd.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
Special
T21398148
Scale - 1:30.9
7-0-4
7-0-4
Plate Offsets (X Y)--
[5:0-4-0 0-3-41
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc) Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.79
Vert(LL) 0.43
4-5 >375
240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC
0.80
Vert(CT) 0.39
4-5 >416
180
BCLL 0.0
Rep Stress IFor
YES
WB
0.56
HOrz(CT) -0.15
4 n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 76 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.3 "Except
1-6,34: 2x6 SP No.2
REACTIONS. (size) 6=0-2-4, 4=0-2-12
Max Ho' 6=-131(LC 10)
Max Uplift 6=-415(LC 9), 4=-376(LC 9)
Max Grav 6=611(LC 1), 4=611(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-6=-621/1066,1-2=-1421/2814,2-3=-1421/2814,3-4=-593/1066
BOT CHORD 5-6=-185/299
WEBS 2-5=-1615/597,3-5=-2112/1157,1-5=-2112/1106
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-24 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-1-0 oc bracing.
WEBS 1 Row at midpt 3-5, 1-5
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60tt; eave=7ft; Cat.
Enc
ional) and C-C
to E3 04, ntelri G7) 13-0 4 to 3F9 12dzirone; porch right exposed C-C or members and forcesr& MWFRStfor reactions shown7-0-4
,,,,,`au(rJ
Lumber DOL=1.60 plate grip DOL=1.60 �% QP , 4
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C E IN
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 V� S16,
will fit between the bottom chord and any other members. ` NO 68182
5) Bearing at joint(s) 6, 4 Considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify * .: • •:
Capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate at joint(.) 6, 4.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(.) except at -lb) = "O : : 'Z C
6=415, 4=376. = O•.
. O F
Al
R t O P, G� ���•
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cell 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
WARNING - Verify tlesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19202g BEFORE USE. ��-
Design vex! br use only with MIT.W connectors. This design Is based only upon parameters shown, and Is for an indMdual building component, not
Wss system. Before use, the building designer must verity Ne applicability of tlesign parameters and properly in-- this design Imo the overall
Wilding design. Brecing lndi-col is to prevent —Wing of lndWidual truss web an&,r ch,M members only. AddXlonal temporary and permanent bracing WOW
saN.ays requiretlior stability antl to prevent wlMpse wiU possible personal injury and property tlamage. Forgeneralguidanc R,mingthe
fabdcadon, storage, delivery, ercc,,n and brecing of trusses ant truss systems, see ANSI l DualityC , DSB$ and BCSI Building Cgmp wt 6904 Parke East Blvd.
Sahrylnipmurbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
SPECIAL
T21398149
1R.3>F
Scale - 132.4
7-0-4
7-04
Plate Offsets (X Y)--
12:0-1-0 0-2-01 14:0-1-0 0-2-01
LOADING (psf)
SPACING- 2-0-0
CSI-
DEFL- in
(loc) Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC0.81
Vert(LL) -0.08
7-8 >999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC
0.38
Vert(CT) -0.18
7-8 >885
180
BCLL 0.0
Rep Stress IFor YES
WB
0.52
HOrz(CT) 0.10
6 n/a
n/a
BCDL 10..
Code FBC2017/TP12014
Matrix-SH
Weight: 791b FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 Sp
No.3 "ExcepP
2-8,4-6: 2x6 SP No.2
REACTIONS. (size) 8=0-2-4, 6=0-2-12
Max Ho' 8=-282(LC 10)
Max Uplift 8=-387(LC 12), 6=-387(LC 12)
Max Grav 8=706(LC 1), 6=706(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-8=-764/695, 2-3=-1400/952, 3-4=-1407/975, 4-6=-7051771
BOT CHORD 7-8=-355/455, 6-7=-211/290
WEBS 3-7=-277/666, 4-7=-569/1164, 2-7=-434/1009
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc pudins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 9-9-7 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60tt; eave=7ft; Cat.
113 0-4 Cnterior(1G 73-0-41to 5-1 15 zone; end vlertcal eft and right exposed C-C for memberstand forces &7MWFRS for reactions to ,%0' QU IN VF ��If,
shown; Lumber DOL=1.60 plate grip DOL=1.60 �% �P , C�c �j�
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. �� J C E N
4) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide V� SF�•• ���
will fit between the bottom chord and any other members. ` 5) Bearing at joint(s) 8, 6 Considers N O 68 82 parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify * •: • •:
capacity of bearing surface. _
6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8, 6.
7) Provide mechanical Connection (by othes) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) = "O : :'r C
8=387, 6=387. $ F : ((7 Z
Joaquin Velez PE No.68182
Mtiek USA, Inc. FL Celt 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19202g BEFORE USE. ��"
Design vdI,I for use only with MlT.W connectors. This design Is based only upon parameters shown, and Is for an individual building component, not
Wsa system. Before use, the building designer must verify Ne applicability of design parameters and properly in orporate this design Imo the overall
Wilding design. Bating lndicazad is to prevent buckling of Individual truss web an&,r chord members only. AddXlonal temporary and permanent bracing WOW
s aN. required for atabillty and to prevent w11p wir, possible personal injury and properly damage. For general xid,vaag,d,ng the
fabrication, storage, delivery, eread,n and bracing of trusses ant truss systems, see ANSMPF Duaeo,C aava, DSB-89 and BCV Building Cgmp wt 6904 Parke East Blvd.
Sahrylnipmurbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 3 10
T21398150
In
RE
Scale- 1:29.4
7-0-4
7-04
Plate Offsets (X Y)--
[4:0-2-7 0-3-11 [4:0-1-13 0-0-31 [8:0-4-0 0-3-121
LOADING (psf)
SPACING. 2-0-0
CSI.
DEFL. in
(loc) Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC0.89
Vert(L-) 0.40
8 >411
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC
0.84
Vert(CT) -0.60
8 >272
180
BCLL 0.0
Rep Stress For YES
WB
0.51
HOrz(CT) 0.52
6 n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 76 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP N0.2
BOT CHORD 2.4
SP No.1
WEBS 2x4 SP No.3 "Except'
1-10,5-6: 2x6 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 5-10-7 oc bracing.
REACTIONS. (size) 10=0-2-4, 6=0-2-12
Max Horz 10=-234(LC 10)
Max Uplift 10=-275(LC 12), 6=-275(LC 12)
Max Grav 10=611(LC 1), 6=611(LC 1)
FORCES. (to) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-10=-641/616, 1-2=-289/297, 2-3=1298/1064, 3-4=-1298/1076, 4-5=-343/333,
5-6=-715/640
BOT CHORD 9-10=-735/808, 8-9=-915/1197, 7-8=-909/1183, 6-7=-687/713
WEBS 3-8=-441/692, 2-9=-254/580, 4-7=312/689, 2-10=1707/1578, 4-6= 1716/1708
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; VUI1=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft; B=45ft; L=60tt; eave=7tt; Cat.
II; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 6-2-12, Interior(1) 6-2-12 to 7-0-4, Extedor(2) 7-0-4
to 13-1-7, Interior(1) 13-1-7 to 13-9-12 zone; 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) Trues designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) All plates are 2.4 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 nonconcument 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) Bearing at joint(s) 10, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing Surface.
9) Provide mechanical Connection (by others) of truss to bearing plate at joint(s) 10, 6.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb)
10=275,6=275.
,`.�OPQUW EVF����,
i
No 68182
ST#OF :41j
Al
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa R. 33610
Date:
September 24,2020
A WARNING- Veray design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19202g BEFORE USE. ��-
Design vdI,I for use only with MIT.W connectors. This design Is based only upon para neara ahown, and Is for an individual building component, not
Was system. Before use, the building designer must vedry Ne applicability of design parameters and properly in-- Nis design Imo the overall
building design. B—ing IMI-ad is to prevent buckling of Individual truss web an&,r chord members only. AddXlonal temporary and permanent bracing WOW
s aIx ya required for atabilay and to prevent ollara,au, possible personal injury and properly damage. For general guidance ag,d,ng the
f,Ixi on, storage, delivery, eraad,n and bating of trusses ant truss systems, see ANSI—ff DualityC , DSB$ and BCSI Building Cgmporrent 6904 Parke East BMd.
Sahrylnipmurbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
3.12 W20HS =
4
M
Scale - 1:32.8
6 5
3x8 12x4 11 3x6 =
514 s112 0-10A 11104
Sd4 --12 r'
Plate Offsets (X Y)-- [1:0-3-8 Edge][4:0-6-8 Edge1 [7:0-3-0 0-1-01
f)SPACING.
2-0-0
CSI.
DEFL. in (too) Vdefl Ud
PLATES GRIP
.0
Plate Grip DOL 1.25
TC 0.70
Vert(LL) 0.12 5-6 >999 240
MT20244/190
E
Lumber DOL1.25
BC 0.43
Vert(CT) 0.10 5-6 >999 180
MT20HS 187/143
.0 •ep
StressFor YES
WB 0.51
Hokz(CT) -0.05 8 n/a n/a
.0
Code FBC2017frP12014
Matrix-SH
Weight: 64 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly
applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 21SP No.3 "Except- BOT CHORD Rigid ceiling directly applied or
4-8-12 oc bracing.
4-5: 2x4 SP No.2
OTHERS 2x6 SP No.2
SLIDER Left 2x6 SP No.2 2-11-8
REACTIONS. (size) 1=Mechanical, 8-0-1 -8
Max Ho 1=309(LC 12)
Max Uplift 1=-334(LC 9), 8= 410(LC 9)
Max Grav 1=540(LC 17), 8=546(LC 17)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-3=-747/1110, 5-7=-837/377, 4-7=-837/377
BOTCHORD 1-6=-1281/692, 5-6=-1281/692
WEBS 3-6=-567/232, 3-5=710/1333, 4-8=718/1162
NOTES -
I)
nrightt
E
8 and 6-0-0 to 1051 12 z0one aporch
Iexlposed;C for Zn;;;
IN
V...
C forGmemlbe nd s(& MWFRS forr actin s sho Lumbr OLO--1n 00platehgrip D,OLterior(l)
,=1.60`OPQV
2) All plates are MT20 plates unless otherwise indicated.
..........
E N 1
SF�••
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
V� ���
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
No 68182
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections. * :• •:
_
6) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface. — "O
7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8.
$ O F ; 4(/ Z
8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b)
.0.
P,
1=334, 8_110.
�'• • 4 OR t O �N
11110
Joaquin Velez PE No.68182
MITek USA, Inc. FL Celt 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING- Verily tlesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473rev.51192020 BEFOREUSE. ��•
Design valid for use only with MlTeksD conneMors. This design Is based Doty upon parameters shown, and Is for an indIAd,d building component, not
Wss system. Before use, the building designer must verity the applicability of tlesign parameters and properly in orporate Nis design Imo the overall
building design. Bracing lndi-ad is to prevent buckling of Individual truss web an&,r chord members only. AddXlonal temporary and permanent bracing WOW
saN.ays requiretlior stability antl to prevent wlMpse wiN possible personal injury and property tlamage. Forgeneralguidanpeagakingthe
fabdcadon, storage, delivery, eraad,n and bacing of trusses ant truas systems, see ANS 1FP11 Daase,C , DSB and BCSI Building Cgmporrent 6904 Parke East Blvd.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
T21398152
246S645-SVNERG1
L02 Monapiich 1 1
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Sep 24 12:25:52 2020 Page 1
ID:g118wLVNi6YkTT7fiBJBhFyw6EN-jGklxVChGhFfsCKHK03mY6uX51_YB W IzW 15cu5yaOFT
3-4-7 6-5-6 7-4-8 i 8-2-12 8r4-8
3-4-7 3-0-15 0-11-2 0-1=12
5.00 12 Scale - 1:16.5
4x6 1
III
LOADING (psf) SPACING- 2-0-0 1 CSI. .EFL. in (loc) Udefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.05 5-6 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(CT) 0.04 5-6 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(CT) 0.01 8 n/a n/a
BCDL 10.0 Code FBC2017JTP12014 Matrix-SH Weight: 451b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.3'Except" except end verticals.
5-7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-1-12 oc bracing.
WEBS 2x4 SP No.3 "Except"
4-8: 2x6 SP No.2
REACTIONS. (size) 7=0-6-8, 8=0-1-8
Max Ho' 7=33(LC 12)
Max Uplift 7=-313(LC 9), 8=-307(LC 9)
Max Grav 7=343(LC 1), 8=343(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-7=-313/611, 1-2=-458/990, 2-3=-458/990, 5-8=-670/308
BOT CHORD 5-6=-445/237
WEBS 1-6=-1046/482, 2-6=-244/339, 3-6=-652f248, 3-5=-347/619
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 7-9-4 zone; porch right
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
exposed;C-Cq for membeandrove
110
2 Provide adequate drainage to t water po ding
�,,',
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
,,,,,`aulN
�' �P Coo
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
,
�1 J G E N 1
• SF•••
will fit between the bottom chord and any other members.
V�
5) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
N O 68182
•.
Capacity of bearing Surface.
6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8.
* :
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
_
7=313, 8307.
'9
SOF 4(1.
�9
O�Ctx • A'
•��S'S��Nl1� Ea�`��
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING- Verily design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473ay.5119202g BEFOREUSE. ��•
Design do for use only with MlTeksD conneMors. This design Is based Doty upon parameters shown, and Is for an indIAd,d building component, not
Wyste ss sm. Before use, the building must veri
ty rity n,e applicability of design parameters and properly in-- this design Imo the overall
building d..Ign. Bacinglndicazedistoprevent -Wing oflndMidualtrusswebandlorchard membersonly. AddXlonaltemporary and permanentbracing MiTek°
s ahvays required for stabilay and to prevent Wiepse win, possible personal injury and property damage. For general g0danca ragaking the
fabrication, storage, delivery, eread,n and bating of trusses and truss systems, see ANSVTP11 0-lay C , DSB-89 and BCSI Building C ,Raaent 6904 Parke East 3W.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldort, MD 20601 Tamps, FL 36610
6
46 =
4
F�
Scale - 1:18.5
7-4-6
8-2-12 8r4-6
7-4-8
0-10 =12
Plate Offsets (X Y)-- [2:0-3-8 0-3-01 [3:0-3-8 Edgel
LOADING (psi)
SPACING- 2-0-0
CSI.=0.93Vert((LLL))
in (loc) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.37 3-4 >262 240
MT20244/190
TCDL 15.0
Lumber DOL 1.25
BC
0.32 3-4>302 180
MT20HS 187/143
BCLL 0.0Rep
Stress IFor YES
WB)
0.02 6 n/a n/a
BCDL 10.0
Cde FBC2017,TP12014
Matri
Weight: 44 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly
applied or 2-2-0 oc purlins,
BOT CHORD 2x4 SP No.1 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or
6-7-0 oc bracing.
OTHERS 2x6 SP No.2
REACTIONS. (size) 4=0-6-8, 6=0-1-8
Max Uplift 4=-336(LC 9), 6=-305(LC 9)
Max Grav 4=360(LC 1), 6=326(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-4=-262/372, 3-5=-373/154, 2-5=-373/154
BOT CHORD 3-4=-348/172
WEBS 2-6=-453/855
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 7-9-4 zone; porch right
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide quate drainage nt
EV,,
3) All plates are MT20 plates utnless otherwise indicated. nd cat d.
,""*
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
,�-%,`QUIN
QP C�c �j�
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
�% ,
•• •� G E N g' • 1 ��
will fit between the bottom chord and any other members.
V 16,
6) Bearing at joint(s) 6 Considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
NO 68182
capacity of bearing surface.
* :• •:
7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6.
8) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 lb uplift at joints) except Qt=lb)
plate
4=336,6=305. — "O
59' ST
Joaquin Velez PE No.68182
Miiek USA, Inc. FL Celt 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473ay.5/19202g BEFOREUSE. ��-
Design vdl,l for use only with INT.W connectors. This design Is based only upon para reara shown, and Is for an indiAdual building component, not
Wsa system. Balsa use, the building designer must verity the applicability at design parameters and properly in grx—Nis design —the overall
building design. Bracing I.,11-ad is to prevent —Wing of lndMidual truss web an&,r had members only. Additional temporary and permanent bracing WOW
s always required for stability and to prevent ollara, wid, possible personal inlay and property damage. For general guidance rag,d,ng the
fabdcadon, storage, delivery, ereadon and bating of trusses and truss systems, see ANSVTG11 DaariryC , DSfii and BCSI Building Compgrrent 6904 Parke East Blvd.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36 H0
2 5.12 = Scale -122.5
4.6 =
6
n- E
7-4-8 8-2-12 8yL8
7-4-8 0-10 12
Plate Offsets (X Y)-- [2:0-3-8 0-3-01 [3:0-3-8 Edgel
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.91
Vert(LL) 0.38 3-4 >254 240
MT20 244/190
TCDL 15.0
Lumber DOL I.25
BC 0.72
Vert(CT) 0.33 3-4 >292 180
MT20HS 187/143
BOLL 0.0
Rep Stress IFor YES
WB 0.29
.—(CT) -0.03 6 n/a n/a
BCDL 10.0
Code 1BC201-PM014
Matrix-SH
Weight: 48 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly
applied or 2-2-0 oc purlins,
BOT CHORD 2x4 SP No.1 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or
7-1-14 oc bracing.
OTHERS 2x6 SP No.2 WEBS 1 Row at midpt 2-4
REACTIONS. (size) 4=0-6-8, 6=0-1-8
Max Uplift 4=-336(LC 9), 6=-305(LC 9)
Max Grav 4=360(LC 1), 6=326(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-4=-259/368, 3-5=-374/155, 2-5=-374/155
BOTCHORD 3-4=-261/130
WEBS 2-6=-3611715
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 7-9-4 zone; porch right
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage o prevent r
EVF,,�I�
indicated.
3) All plates are MT20 plates utnless otherwise
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
,,��,`QUIN
QP C�c �j�
5) ' 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
�� ,
�� J G E N 1
• SF•••
will fit between the bottom chord and any other members.
V� ���
6) Bearing at joint(s) 6 Considers parallel to grain value using ANSI7TPI 1 angle to grain formula. Building designer should verify
No 68182
•.
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. * :
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) _
4=336,6=305. '9
• STpY9 OF : �/.
.0.
•
'i�Ctx A' O R
•��S'S��Nl1�
Joaquin Velez PE No.68182
MITek USA, Inc. R-Cel16634
6904 Parke East Blvd. Tampa R- 33610
Date:
September 24,2020
A WARNING -—y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119202g BEFORE USE. ��•
Design vailrt for use only with MIT.W connectors. This design Is based only upon parameters shown, and Is for an indlNdual building component, not
Wsa system. Before use, the building designer must verity the applicability of design parameters and properly in-— this design Inv, the overall
Wilding design. Bracing lndicazed is to prevent buckling of Individual truss web an&,r chord members only. AddXlonal temporary and permanent bracing WOW
s always required for stability and to prevent ollara, wir, possible personal injury and properly damage. For general g0danoa rag,d,ng the
fabdcadon, storage, delivery, eread,n and bating of trusses ant truss systems, see ANSI l DuariryC , DSB49 and BCSI Building Cgmporrent 6904 Parke East Blvd.
Sehrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
4.6 = 5.12 =
1 2
4.6 =
6
Plate Offsets (X,Y)-- [2:0-3-8,0-3-01. [3:0-3-8,Edge
Scale - 1:27.3
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Inc, YES
Code FBC2017/TP12014
CSI.
TIC 0.90
BC 0.72
WB 0.29
Matdx-SH
DEFL. in (loc) all L/d
Vert(LL) 0.39 3-4 >249 240
Vert(DT) 0.34 3-4 >286 180
HOrz(CT) -0.03 6 n/a n/a
PLATES GRIP
MT20 2-110
MT20HS 187/143
Weight: 52 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly
applied or 2-2-0 oc purlins,
BOT CHORD 2x4 SP No.1 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or
7-5-2 oc bracing.
OTHERS 2x6 SP No.2 WEBS 1 Row at midpt 2-4
REACTIONS. (size) 4=0-6-8, 6=0-1-8
Max Uplift 4=-336(LC 9), 6=-305(LC 9)
Max Grav 4=360(LC 1), 6=326(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-4=-258/3:6, 3-5=-375/155, 2-5=-375/155
WEBS 2-6=-346/62
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.Opsf; h=15ft; B=45ft; L=60h; eave=7ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 7-9-4 zone; porch right
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
All ates are ates unless otherwise d.
techord
EVF�`rf',
live load nonconcurrent with any other live loads.
4) Thislt truss has been designed g ed for a 10.0 psf bottom
QUjN
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
��-%
�% QP C�c
will fit between the bottom chord and any other members.
,
�� C E N 1
SF�••
6) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
V� ���
`
capacity of bearing surface.
N O 68182
7) Provide mechanical Connection (by others) of truss to bearing plate at joint(s) 6.
* :• •:
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=1b) _
4=336,6=305.
S TE OF ' 441.
10.
%
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING -—y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19202g BEFORE USE. ��"
Design veil,! for use only with MIT.W connectors. This design Is based only upon parametera shown, and Is for an individual building component, not
Wss system. Before use, the building designer must verify Ne applicability of design parameters and properly in-— this design Imo the overall
building design. B—ing lndicarad is to prevent buckling of Individual truss web an&,r chord members only. AddMonal temporary and permanent bracing WOW
s aIx ya required for stabilay and to prevent Ceara, weh possible personal inlay and properly damage. For general guidance ag,d,ng the
fabdcadon, storage, delivery, eroad,n and bating of a—, ant truss systems, see ANSk-ff Duase,C , DSB-89 and BC& Building Cornporrent 6904 Parke East Blvd.
SaftWMf Imx,dx1 available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
u-s'
4.6 II 5.12 =
1 2
4x6 =
5
Scale - 1:37.9
4 3.8 =
3
7"
4x10 MT20HS =
60.0 8-6A
7-0-0
&0 t 2
Plate Offsets (X Y)--
[2:0-4-8 0-3-01 [3:Edge 0-1-81
LOADING (psf)
SPACING. 2-0-0
CSI.
DEFL. in (loc) Vdefl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.85
Vert(L-) 0.33 3-4 >280
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC
0.70
Vert(CT) 0.28 3-4 >331
180
MT20HS
187/143
BCLL 0.0
Rep Stress IFor YES
WB
0.20
HOrz(CT) -0.14 5 n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 581b
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing
directly applied or 6-0-0 oc purlins,
BOT CHORD 21SP M 31 "Except except end verticals.
2-3:2z4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-4-3 oC bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt
2-4
OTHERS 2x6 SP No
REACTIONS. (size) 4=Mechanical, 5=0-1-8
Max Horz 4=259(LC 13)
Max Uplift 4=-227(LC 9), 5=-425(LC 9)
Max Grav 4=349(LC 1), 5=383(LC 17)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOPCHORD 1-4=-258/383
BOT CHORD 3-5=-400/171, 2-5=-269/63413-4=-459/49
WEBS 2-4=-426/16
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60h; eave=7ft; Cat.
ional) and C-C zone; porch
sorrces t&
EVF
right expo ed;C C for membersand MWFRS for reacteons(showln; Lumber DOLr-t1 60rpla a grip DOL'10-12 .60
IN
2) Provide adequate drainage to prevent water ponding.
,,,,,`au
�� �P
3) All plates are MT20 plates unless otherwise indicated.
.........
• E N 1
S16,
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
V�
5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
No 6 81 82
•.
will fit between the bottom chord and any other members, with BCDL=10.Opsf.
6) Refer to girder(s) for truss to truss connections.
* :
7) Bearing at joint(s) 5 Considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
_
capacity of bearing surface.
'9
8) Provide mechanical connection (by others) of truss to bearing plate at joints) 5.
Si '• S F C(/
9) Provide mechanical connection (by othere) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Qt=lb)
4=227, zs..<
Q'•, �J//y'V 40
s-
%
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I192020 BEFORE USE. ��•
Design vdl,! for use only with MIT.W connectors. This design Is based only upon parameters shown, and Is for an indlNdual building component, not
Wss system. Saida use, the building designer must vedry the applicability at dikugn parameters and properly in grpgrate Nis design Imo the overall
building design. Bracing In ll-aJ is to prevent —Wing of lndMidual truss web an&,r ch,M members only. AddXlonal temporary and permanent bracing WOW
saN.ays requiretligr stability antl oprevant wlMpse wiN possible personal injury and property tlamage. Forgeneralguidankareg,m,ngihe
fabdcadon, storage, delivery, ereadon and bating of trusses and truss syvars, see ANSI?GIf DualityC , DSB-8g and BCSI Building Cgmporrent 6904 Parke East Blvd.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
as zoo W MN h suo Vbo s-zn s.z o & 16-9 zao o z o-o s-o-o
Scale - 183.4
5x8 = 2x4 5.8 =
6 36 7 37 8 38
6.8
5x8 9
5.00 12
5x8 1, 29 5 30 31 2x4 II
19
1 284 10 3x6
5x6 11
3 12
2
01 17
oIo
26 27 25 24 23 2221 32 20 33 79 1S 16 15 34 35 14 13 4.6 =
7x10 = 2x4 II 3x6 = 3x8 = 5x8 = 3x6 =
Sx6 = 5x6 ' 3x6 = 3x6 = 5x6 =3x8 II
6.40 12 10x12 =
2x4 I
Plate Offsets (X,Y)--
[3:0-3-0,0-1-12], [5:0-4-0,0-3-0], [6:0-5-12,0-2-8], [8:0-5-12,0-2-8], [9:0-4-0,0-3-4], [14:0-3-0,0-3-4], [15:0-6-0,0-4-8], [15:0-2-12,0-0-0], [116:0-0-0,0-1-12],
[26:0-3-0 0-2-7]
LOADING (paf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Udell L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.90
Vert(LL) 0.51 14-15 >279 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.94
Vert CT) -0.61 14-15 >233 180
BCLL 0.0 '
Rep Stress Incr YES
WE0.89
Horz(CT) 0.15 15 n/a n/a
BCDL 10.0
Code FBC2017/7PI2014
Matdx-SH
Weight: 2751b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 "Except' TOP CHORD Structural wood sheathing directly applied or 2-1-14 oc purtins.
9-12,5-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 5-22, 8-19, 6-20, 8-20
12-18: 2x6 SP M 26, 16-21: 2x4 SP No.1
WEBS 2x4 SP No.3 "Except"
9-15,17-18: 2x6 SP No.2
REACTIONS. (size) 2=0-8-0, 12=0-4-0, 15=0-6-0
Max Ho' 2=343(LC 11)
Max Uplift 2=-732(LC 12), 12=-281(LC 10), 15=-1122(LC 12)
Max Grav 2=1563(LC 17), 12=380(LC 22), 15=2860(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-2464/138613-4=-5097/2773, 4-5= 3030/1919, 5-6=-1872/1308, 8-9=-528/493,
9-10=250/1034 10-11=362/897, 11-12= 768/726, 6-7=1234/1098, 7-8=1234/1098
BOT CHORD 2-26=-1162/2263, 24-25=-1898/3626, 23-24=-1898/3626, 22-23=-1608/2960,
20-22=-807/1800,19-20=0/320,17-19=-897/571,16-17=-897/571,14-15=-798/507,
13-14= 572/643, 12-13=572/643, 25-26= 1290/2522
WEBS 5-23=-135/510,5-22=-1295/890,15-16=-1820/1145,9-16=-1998/1288,10-14=-261/286,
9-19=-733/1697,3-26=-1080/620,17-18=-551/323,11-14=-1304/1336,11-13=-1045/990,
4-23=-751 /418, 4-25=672/1494, 3-25=1314/2646, 8-19=-1229/757, 6-22= 298/744,
6-20=-699/336, 7-20=-499/478, 8-20=-939/1518
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2 Wind: ASCE 7-10; Vult=170m Ph (3-second gust) Vasd=132m h; TCDL=5.0 sf; BCDL=5.0 sT h=15ft; B=45ft; L=60h; eave=7ft; Cat.
II; ExpC;Enc., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 17-0-0, Exterior(2)
17-0-0 to
25-5-13, Interior(1) 25-5-13 to 29-4-0, Exterior(2) 29-4-0 to 37-9-13, Interior(1) 37-9-13 to 45-10-0 zone; porch right
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) 400.01b AC unit load placed on the bottom chord, 38-0-0 from left end, supported at two points, 2-0-0 apart.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
2=732,12=281,15=1122.
,%% QpP ....UIN EVF4
�.�.GENg�;1
No 68182
0. ST OF
T
Al
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119202g BEFORE USE. ��'
Design valkl br use only with MlTeksD conneMors. This design Is based Doty upon parameters shown, and Is for an intllNdual building component, not
Wss system. Before use, the building designer must venfy Ne applicability of tlssign parameters and properly in-- Nis design Imo the overall
Wilding design. B—ing lndicazed is to prevent buckling of lndMidual truss web an&,r ch,M members only. AcAMonal temporary and permanent bracing WOW
s aN. required for stabilay antl to prevent oaM win possible personal injury and properly damage. For general guidance ragad'mg the
faMM ,, storage, delivery, ero%,n antl bacing of trusses ant truss systems, see ANSI l D IayC , DSB-89 and BCSI Building Comporrent 6904 Parke East Blvd.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waltlorf, MD 20601 Tamps, FL 36610
Special
T21398157
Scale - 1:31.3
3
4 3x8 -
Ox6 II
7-eg Boa e"
]-69 o-1 Q
Plate Offsets (X Y)-- [2:0-3-0 0-3-01
LOADING (psf)
SPACING. 2-0-0
CSI.
DEFL. in (too) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC0.87
Vert(L-) 0.39 3-4 >254 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.41
Vert(CT) 0.33 3-4 >292 180
BCLL 0.0
Rep Stress IFor YES
WB 0.32
HOrz(CT) -0.06 6 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 531to FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly
applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP M 31 except end verticals.
WEBS 2x4 SP No.2 "Except" BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
1-3: 2x4 SP No.3
OTHERS 2x6 SP No.2
REACTIONS. (size) 4=Mechanical, 6=0-1-8
Max Uplift 4=-342(LC 9), 6=-31 O(LC 9)
Max Grav 4=366(LC 1), 6=332(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-4=-291/419, 3-5=-345/142, 2-5=-345/142
WEBS 2-6=-566/1036
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 7-10-12 zone; porch
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
equate ainage to prevent g.
Tn dhas rbottom nchord
EVF"I
s truss beenrdesigned for a 10.0 Pat live load nonconcument with any other live loads.
3)
QU(N
4) " 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
��-%'
�, QP
will fit between the bottom chord and any other members.
,........
4% E N 1
SF�•• ���
5) Refer to girder(s) for truss to truss connections.
V�
6) Bearing at joint(s) 6 Considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
NO 68182
capacity of bearing surface.
* :• •:
7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0t=IkH
Al
•��S'S,0NA
Ea�`��
Joaquin Velez PE No.68182
Mtiek USA, Inc. FL Celt 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
WARNING- vany design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-]4]3 rev. 511 vacco BEFORE USE. ��-
Design valkl br use only with MlTeksD conneMors. This design Is based Doty upon parameters shown, and Is for an intllNdual building component, not
Wsa system. Before use, the building designer must verity the applicability of design parameters and properly in-— Nis design NM the overall
Wilding desl9n. Bracing lndi-cd is to prevent —Wing of lndWidual truss web an&,r ch,M members only. AddXlonal temporary and permanent bracing MOW
s always required for stability and to prevent collapse wir, possible personal injury and properly damage. For general guidance ag,d,ng the
fabrication, storage, delivery, erecd,n and bracing of trusses ant truss systems, see ANSI?Gll Duality Cn na DSB$ and BCSI Building Cgmpprrent 6904 Parke East Blvd.
Sehrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waltlorf, MD 20601 Tamps, FL Seat
-1-0-0 2-0-0 47-0 5-3-0 B-3-0 B-11-0 11-3-0
1-0-0 24-0 2-3-0 0-8-0 3-0-0
Scale - 1:21.4
Ox6 =
NAILED -a =
4x6 = 5x6 = 5 13 B 7 4x6 2.4 II
=
3.4 = — 11 sxw — sxw — 5x6 =
24-0
2-3-0
0-8-0 3-0-0
0-8-0
2-40
Plate Offsets (X Y)--
[2:0-0-4 0-0-141 [4:0-3-0 Edgel
f)SPACING.
2-0-0
CSI.
DEFL. in (too)
Udefl
Ud
PLATES GRIP
.0
Plate Grip DOL 1.25TC
0.40
Vert(LL) 0.14 10-11
>902
240
MT20244/190
E
Lumber DOL 1.25
BC
0.61
Vert(CT) -0.13 10-11
>999
180
.0
Rep Stress IFor NO
WB
0.26
HOrz(CT) -0.02 9
n/a
n/a
.0
Code FBC2017/TP12014
Matrix-SH
Weight: 481b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied or 5-3-8 oc purlins,
BOT CHORD 2x4 SP No
except end verticals.
WEBS 2x4 SP No.3 BOT CHORD
Rigid ceiling directly applied or 5-7-15 oc bracing.
REACTIONS. (size) 9=Mechanical, 2=0-8-0
Max Ho 2=95(LC 32)
Max UPI ift 9=491(LC 5), 2= 517(LC 5)
Max Grav 9=549(LC 38), 2=658(LC 36)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-1164/1015, 34=-1035/948, 4-5=-960/866, 5-6=-969/861, 6-7=-1014/889
BOT CHORD 2-12=-923/1007, 11-12=-954/1038, 10-11=-855/970, 9-10=-791/909
WEBS 3-12=242/251, 7-9=1000/868
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; VUI1=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.Opsf; h=15ft; B=45ff; L=60tt; eave=7tt; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60
equate ainage to prevent rnchord
dhas rdesigned
11
EVF"'
for a 10.0 psfbottom
4) This truss been live load nonconcurrent with any other live loads.
5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
���,,`QU(N
�% QP C�c
will fit between the bottom chord and any other members.
,
�� • SF••• ���
6) Refer to girder(a)for truss to truss connections.
V�
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
No 68182
9=491, 2-517.
8) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines.
* : •:
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 258 lb down and 222 lb up at
_
24-0, and 269 lb down and 199 lb up at 5-3-0, and 2691b down and 1991b up at 8-3-0 on top chord, and 14 lb down at 2-4-0, 9 lb
'9
down at 2-6-1 and 43 lb down at 5-3-0, and 43 lb down at 8-2-4 on bottom chord. The design/selec8on of such connection•
S O F 4(1
rand
device(s) is the responsibility of others.
110.
••
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
• R t P,��,�
%,�� •••••••••
LOAD CASES) Standard
�I StS
E �`
� 01'11#
1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
�
Vert: 1-3=-70, 3-4=-70, 4-5=-70, 5-6=-70, 6-7=-70, 7-8=-70, 2-9=-20
Joaquin Velez PE No.68182
Concentrated Loads (Ib)
MITek USA, Inc. FL Gen 6634
Vert: 3=54(F) 5=-15(F) 6=-15(F) 12=-O(F) 11=-19(F) 10=-19(F) 14=-6(F)
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
WARNING -—y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119202g BEFORE USE. ��"
Design valkl br use only with MlTeksD conneMors. This design Is based Doty upon parameters shown, and Is for an intllNdual building component, not
Wss system. Before use, the building designer must verify the a,rplioabiliry of design parameters and properly in-— this design Nto the overall
Wilding design. Bracing lndI-aJ is to prevent —Wing of lndMdual truss web andlor ch,M members only. AWRI,,al temporary and permanent bracing WOW
saN.ays requiredior stability antl to prevent wlMpse wiU possible personal injury and property damage. Forgeneralguidanoa,R,m,ngihe
f,Ixi on, storage, delivery, eread,n and bacing of trusses ant truss systems, see ANSI vl DaariryC , DSB49 and BCSI Building Cgmporrent 6904 Parke East BNd.
Sahrylnigmurbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waltlorf, MD 20601 Tamps, FL 3e610
T21398159
Girder 1 1
Job ReferencE
8.240 s Mar 9 2020 MiTel
ID:gll8wLVN16YkTT7fiBJBhFyw6EN-01
Scale - 1:19.8
TOP CHORD MUST BE BRACED BY END JACKS,
ROOF DIAPHRAGM, OR PROPERLY CONNECTED
3x6= PURLINS AS SPECIFIED.
4
NAILED NAILED NAILED
5.00 12 4x6 i
NAILED 4x6
3
10
6
2
I�
Q• 9 12 13 8 5
B J' 2x4 II NAILED NAILED 2x4 II �• 0'
2x4 = NAILED NAILED 2.4 =
2-0-0 4-2-0 2-0-0
Plate Offsets (X Y)-- [4:0-3-0 Edgel
LOADING lips'
SPACING- 2-0-0
CSL
DEFL- in (too) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.15
Vert(L-) 0.03 8-9 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.16
Vert(CT) -0.02 8-9 >999 180
BCLL 0.0
Rep Stress IFor NO
WB 0.05
HOrz(CT) 0.01 6 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 371to FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly
applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied
or 9-3-11 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 6=0-8-0
Max Ho 2=99(LC 7)
Max UPI ift 2=318(LC 9), 6= 329(LC 5)
Max Grav 2-161(LC 36), 6=427(LC 38)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-600/457, 3-5=-369/354, 5-6=-628/479
BOT CHORD 2-9=-394/543, 8-9=-368/530, 6-8=-397/545
NOTES-
1 ) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.Opsf; h=15ft; B=45H; L=601h; eave=71h; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
Thisdesigned 0 .0 Pef bottom chord I ve load y other l ive loads.
E
5) This truss b ss has been designed for alive load of 20.Opsf on the bottom chord n all arent easnwhere a rectangle 3-6-0 tall by 2-0-0 wide
`
`` j N
will fit between the bottom chord and any other members.
♦,,QV
6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except at -lb)
,••� G E N g'• 1 ��
2=318, 6--329.
`♦♦
V F• • ��
7) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord.
NO 68 82
8) "NAILED" indicates 3-1 Ed (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines.
* :• •:
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
_
LOAD DASE(S) Standard
"O : : ir Z
1)Dead+Root Live(balanced): Lumber Increase=1.25, Plate Increase=1.25
ST OF C(/
Uniform Loads (plf)
.0. T G., �4u c
'• P'
Vert: 1-3=-70, 3-4=70, 4-5=70, 5-7= 70, 2-6=-20
Concentrated Loads (Ib)
i '�`
�i�CC •' R t �•'•`�jN♦♦♦
Vert: 10=70(B)11=70(B)
1i4;9/0NA, �`\♦`•`
Joaquin Velez PE No.68182
MITek USA, Inc. FL Gen 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119202g BEFORE USE. ��-
Design valid! for use only with MIT.W connectors. This design Is based only upon parametera shown, and Is for an indlNdual building component, not
Was system. Before use, the building designer must verity the applicability of design Rare tare and properly incorporate Nis design Into the overall
Wilding design. Bracing lndicared is to prevent buckling of Individual truss web andlor chord members only. Additional temporary and permanent bracing WOW
s always required for atabillty and to prevent wlMPae wit, possible perearvi inlay and properly damage. For general guidance ragaking the
fabdcadon, storage, delivery, erectlon and bracing of trusses and truss systems, see ANSV l DaafayC , DSB$ and BCW Building Cgmporrent 6904 Parke East Blvd.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
Scale - 1:16.7
4x6 =
3x4 = NAILED 3x4 =
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017/TP12014
CSI.
TIC 0.22
BC 0.35
WB 0.22
Matrix-SH
DEFL. in (loc) Well L/d
Vert(LL) 0.02 1-4 >999 240
Vert (CT) -0.03 3-4 >999 180
Horz(CT) 0.01 3 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 35 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-10 oc puffins.
BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 1=0-8-0, 3=0-8-0
Max Horz 1=82(LC 7)
Max Uplift 1=-301(LC 5), 3=-282(LC 5)
Max Grav, 1=719(LC 1), 3=714(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-1028/425, 2-3= 1028/425
BOT CHORD 1-4=-339/877, 3-4=-339/877
WEBS 2-4=-244/573
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.opsf; h=15ft; B=451t; L=60ft; eave=7ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
4) Thistruss for a l� the bottom chord in all areas where arectangle 3-6-0 tall by 2-0-0 wide
the bottomtchord andned yloadr members.Opsf
I fit betweenhas
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
5)
,,,,,`aulN
�� �P
1=301, 3=282,
,
J .•'�QENj''• .,
•
6) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines.
`N
V 1
`
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110lb down and 61 lb up at
•
NO 68 82
0-4-0, and 110 lb down and 61 Ib up at 7-10-0 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 CASES) Standard S.1 S TQ F C(/
1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads
Q •• �(/
i'6`•'•'C P;.'�Q
(pit)
Vert: 1-2=-70, 2-3=-70, 1-3=-20
�i�CC •• Q R\ �••\,��
Concentrated
Vert: 1�-803ads Ib804=-199(F)5=-199(F)6=-199(F)
s1ONA, Ea���,
Joaquin Velez PE No.68182
MITek USA, Inc. R-Cer16634
6904 Parke East Blvd. Tampa R 33610
Date:
September 24,2020
A WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473ay.5119202g BEFOREUSE. ��"
Design valid! for use only with MIT.W connectors. This design Is based only upon paramaters shown, and Is for an indlNdual building component, not
Wss system. Before use, the building designer must verity the applicability at design parameters and properly in-— Nis design Imo the overall
building design. Bracing Indicated is to prevent —Wing of lndMidual truss web andlor chord members o,Iy. AddMonal temporary and permanent bracing WOW
s aN. required for stability and a, prevent cliara, wim possible personal injury and properly damage. For general guidance ag,d,ng the
fabdcadon, storage, delivery, eroado, and bating of trusses and truss systems, see ANSVTP11 DaafiryC , DSeI and BCSf Building Component 6904 Parke East Blvd.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL Seat
Scale - 1:24.3
3.4 i 11 10 9 8 7
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TO 0.14 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC if Vert(CT) n/a - In a 999
BCLL 0.0 Rep Stress Incr YES WB 0.13 .-(CT) -0.00 7 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 52 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 11-0-0.
(Ib) - Max Ho 1=264(LC 12)
Max Uplift All uplift 1001b or less atjoint(s) 7, 10 except 8=-104(LC 12), 9=-105(LC 12), 11=-140(LC 12)
Max Grav All reactions 2501b or less at joint(s) 1, 7, 8, 9, 10 except 11=281(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-563/165, 2-3=-4521117, 3-4=-343/89
WEBS 5-8=-171/356, 4-9=-167/353, 3-10=-150/318, 2-11=-211/429
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.Opsf; h=15ft; B=451t; L=60h; eave=211; Cat.
ll; Exp C; Encl., GCpi=0.18; M WFRS (directional) and C-C Corner(3) 0-4-10 to 6-4-10, Exterior(2) 6-4-10 to 10-10-4 zone; porch right
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
End as applicable,building designer as per ANSI/TPI 1.
EVF
3) AllGable
lates are2x4 MT20 otherwise indicalt ted.
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 2-0-0
,,���4QUIN
�� cP , C,c
• C E N 1
SF�'•
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
V� ���
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
No 68182
will fit between the bottom chord and any other members.
* :• •:
8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) 7, 10 except
(jt=1b) 8=104, 9=105, 11=140.
_
o
STOF 4(/�
Al<0R
P�N,N
1ONA�'a%
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19202g BEFORE USE. ��"
Design vdo for use only with MIT.W wnnectov. This design Is based only upon Parameters shown, and Is for an indlNdual building component, not
Wss system. Before use, the bueldirg designer must verity ne aIrRical,ifty of design parameters and properly in-- this design Imo the overall
building design. B—ing lndicazed is to prevent —Wing of lndMidual truss web an&,r chord members only. AddMonal temporary and permanent bracing WOW
s ahvays required for stabilay and io prevent wears, win possible personal injury and property darn-. For general guidance ag,d,ng the
fabdcadon, storage, delivery, eroad,n and bacing of trusses and truss systems, see ANSI l DaaliryC , DSB-89 and BCSI Building Cgmpprrent 6904 Parke East Bad.
Sahrylnipmutan avail,ble from Truss Pate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL seel0
5.00 12 2
91
2x4 1
Scale -1:6.9
LOADING (psf) SPACING- 2-0-0 lat'nix-P
DEFL. in (too) Udefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 0.04 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 if Vert(CT) n/a - In a 999
BCLL 0.0 Rep Stress Incr YES 0.00 1-1—(CT) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Weight: 5 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly
applied or 2-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 BPCHORD Rigid ceiling directly applied
or 10-0-0 oc bracing.
REACTIONS. (size) 1=1-11-6,2=1-11-6,3=1-11-6
Max Horz 1=32(LC 12)
Max Uplift 1=-18(LC 12), 2=-38(LC 12)
Max Grav 1=60(LC 17), 2=51(LC 17), 3=25(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60tt; eave=7tt; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads.
4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom Chord and any other members.
5) Bearing at joint(.) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
E
6) Provide mechanical co nection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2.
-%PQUIN ` ""
,,
.•LENS;
No 68182
'33 SA C 4(J
c4 0 R P �?N
O N Ak- Ea�`��
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473ay.5119202g BEFOREUSE. ��•
Design vdo for use only with MIT.W connectors. This design Is based only upon Parameters shown, and Is for an indlNdual building component, not
Wss system. Before use, th, buildina designer must verity ne applicability of design parameters and properly in-— this design Imo the overall
building design. B—ing lndicarad is to prevent —Wing of lndMidual truss web an&,r chord members only. AddMonae temporary and permanent bracing WOW
s aN. required for stabilay and to prevent clears, win RosaiN, personal injury and properly dare,, For general guidance ag,d,ng the
fabrication, storage, delivery, eroad,n and bating of trusses ant truss systems, see ANSVTG11 0-sly Cxsv, DSB-89 and BCSI Building Cgmporrent 6904 Parke East Blvd.
Sahrylnigmutbn avail,ble from Truss Plt Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
Scale - 1:11.1
3
2x4
2.4 II
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc)
Vdefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.28
Vert(LL) n/a
- n/a
999
MT20 244/190
TCDL 15.0
Lumber D.L.1.25
BC 0.19
Zit CT) n/a
- n/a
999
BCLL 0.0
Rep Stress Incr YES
WB 0.00
HOrz(CT) 0.00
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
Weight: 13 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins,
BOT CHORD 2x4 SP No.3 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 1=3-11-6,3=3-11-6
Max Horz 1=79(LC 12)
Max Uplift 1=-46(LC 12), 3=-79(LC 12)
Max Grav 1=148(LC 17), 3=159(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60tt; eave=7tt; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 DO bottom chord live load nonconcument with any other live loads.
4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
E
til,111111
IN
No 68182
.13
"0 STpY9
OF �/�
O�Ctx •
.
A' O R P' �?N
%
S/ONA— Ea%`,
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119202g BEFORE USE. ��"
Design vdo for use only with MIT.W conneMors. This design Is based only upon parameters shown, and Is for an indlNdual building component, not
Wss system. Before use, the building designer must verity Ne applicability of design parametea and properly in-- Nis design Imo the overall
building design. B—ing lndicazed is to prevent —Wing of lndMidual truss web andlor chord members only. AddXlonal temporary and permanent bracing WOW
s aN. required for stability and to prevent Wlara,au, possible personal injury and property damage. For general guidance ragaking the
flat on, storage, delivery, eroad,n and bacing of trusses and truss systems, see ANSI l DualityC , DSB4V and BCSI Building Compor aat 6904 Parke East BW.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL Seat
3x6 =
5.00 12 2
2x4
Scale -1:7.7
0-Q-10 4-2-0
Plate Offsets (X Y)-- [2:0-3-0 Edge]
SPACING- 2-0-0
CSI.
DEFL. in (loc) Udell -
PLATES GRIP
.0Plate
Grip DOL 1.25
TC 0.07
Vert(LL) n/an/a 999
MT20 244/190
ELOADINGf)
.Lumber
DOL 1.25
BC 0.15
Vert(CT) n/a - n/a 999
.0
Rep Stress IFor YES
WB 0.00
HOrz(CT) 0.00 3 n/a n/a
.0
Code FBC2017,TP12014
Matrix-P
Weight: 10 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No .2 TOP CHORD Structural wood sheathing directly
applied or 4-2-0 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. (size) "-0-13, 3=4-0-13
Max Horz 1=26(LC 11)
Max Uplift 1=-54(LC 12), 3=-54(LC 12)
Max Grew 1=120(LC 1), 3=120(LC 1)
FORCES. fib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Ops1; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=71h; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
fit tween the bottom chordand any her
E
6) Prlovidemechanical Connection (by others)tr ssrto bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
QUIN
, `%aOP,�� 4,,I,'
ENst���,��'.
No 68182
" "41jAl
ST OF
•��S'S��Nl111 Ea�`�%
1111110
Joaquin Velez PE No.68182
MITek USA, Inc. FL Celt 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING - Very design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473rev.5119202g BEFOREUSE. ��"
Design valid for use only with MlTeksD conneMors. This design Is based Doty upon parameters shown, and Is for an intllNdual building component, not
Wss system. Gabre use, the building designer must very the applicability of design parameters and properly in orporata this design Intothe overall
Wilding design. B—ing lndicazed is to prevent buckling of lndMidual truss web xkVrchord members only. AddXlonal temporary and permanent bracing WOW
saN.ays requiredior stability antl toprevent wlMpsa wiU possible personal injury and property damage. Forganeralguidanceagakingtha
fabdcadon, storage, delivery, eread,n and bracing of trusses ant truss systems, see ANSI?Gll DaaliryC , DSB and BCSI Building Compprrent 6904 Parke East Blvd.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waltlorf, MD 20601 Tamps, FL 36610
3x6 =
2x4 I
2x4 I
Scale -1 10.2
5-0-3
Plate Offsets (X Y)-- [2:0-3-0 Edgel
LOADING (psf)
SPACING. 2-0-0
CSI.
DEFL. in (loot Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC0.19
Vert(L-) n/a - n/a 999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.27
Vert(CT) n/a - n/a 999
BOLL 0.0
Rep Stress For YES
WB 0.00
HOrz(CT) -0.00 3 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-P
Weight: 13 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SIRNo.2 TOP CHORD Structural wood sheathing directly
applied or 5-0-3 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. (size) 1-5-0-3,3-5-0-3
Max Horz 1=34(LC 11)
Max Uplift 1=-72(LC 12), 3=-72(LC 12)
Max Grav 1=160(LC 1), 3=160(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-181/391, 2-3=-181/391
BOTCHORD 1-3=-293/149
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60h; eave=21t; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) zone; porch right exposed;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End as or consult qualified building designer as per ANSI/rPl 1.
EVF
4) Gable studsDspalls
ced at 2-0applicable,
���i�
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
,,r,�%�QUIN
�% QP C,c
6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
,
J ,• •� G E N g' •
will fit between the bottom chord and any other members.
`��
V Fes• ��
7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 1, 3.
NO 68 82
8) Non Standard bearing condition. Review required.
-13
. O Al P ; ���
O t �?� ���•
R
•��S'S��Nl1�
Ea�`��
Joaquin Velez PE No.68182
MITek USA, Inc. FL Ced 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING -V ytlesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473rev.5119202g BEFOREUSE. ��"
Design valid for use only with MlTeksD conneMors. This design Is based Doty upon parameters shown, and Is for an indIAd,d building component, not
Wss system. Gabre use, the building designer must verify the applicability of design parameters and properly incorporate this design Imo the overall
Wilding design. Bracing In il-ad is to prevent buckling of Individual truss web andlor chord members only. AMMonal temporary and permanent bracing WOW
saN.ays raquiretlior stability antl to prevent wlMpsa wiU possible personal injury and property tlamaga. Forganaralguidancaragakingtha
fabrication, storage, delivery, eread,n and bracing of trusses ant truss systems, see ANSI l DaariryC , DSB and BCSI Building Cgmporrent 6904 Parke East Blvd.
Sahrylnipmutbn available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610
P3 1111Ii
gx6 = Scale-1:7.8
5.00 12 2
KMI11l
4 2-3
Plate Offsets (X Y)-- [2:0-3-0 Edgel
LOADING (psf)
SPACING. 2-0-0
CSI.
DEFL. in (loc) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC0.12
Vert(L-) n/a - n/a 999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.16
Vert(CT) n/a - n/a 999
BOLL 0.0
Rep Stress For YES
WB 0.00
HOrz(CT) -0.00 3 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-P
Weight: 11 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SIRNo.2 TOP CHORD Structural wood sheathing directly
applied or 4-2-3 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
REACTIONS. (size) 1=4-2-3, 3=4-2-3
Max Horz 1= 26(LC 10)
Max Uplift 1=-55(LC 12), 3=-55(LC 12)
Max Grav 1=123(LC 1), 3=123(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-139/300, 2-3=-139/300
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=2ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) zone; porch right exposed;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
e studs
ltruss
EVF,",
5) Thishasbeendesigned or a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
QUIN
6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
��-%
�% QP C,c
will fit between the bottom chord and any other members.
,
�� C E N 1
SF�•• ���
7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
V�
8) Non Standard bearing Condition. Review required.
NO 68182
ST OF ' 41j:
•Al
.� O R I�P'�?��.
O N Ak- Ea�`�%
Joaquin Velez PE No.68182
MITek USA, Inc. FL Ced 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 24,2020
A WARNING -V ytlesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473rev.5119202g BEFOREUSE. ��"
Design valid for use only with MlTeksD conneMors. This design Is based Doty upon parameters shown, and Is for an indIAd,d building component, not
Wss system. Galt,a use, the building designer must verity the applicability of design parameters and properly in-- this design Imo the overall
Wilding design. Bracing lndi-ad is to prevent buckling of Individual truss web andlor chord members only. AMMonal temporary and permanent bracing WOW
saN.ays requiretlior stability antl to prevent wlMpse wiU possible personal injury and property tlamaga. Forgeneralguidanceagakingthe
fabdcadon, storage, delivery, eread,n and bating of trusses ant truss systems, see ANSI vl DaariryC , DSB and BCSI Building Cgmporrent 6904 Parke East BMd.
Sahrylnigmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610