HomeMy WebLinkAboutSECTION 1Lumber desigr-, valuer are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
MiTek
RE: 2244992-GROZA-DUNN -
MiTek USA, Inc.
Site Information: 6904 Parke East Blvd.
Customer Info: GROZA BLDRS Project Name: GARDNER Model: Tampa, FL 33610-4115
Lot/Block: . Subdivision: .
Address: DUNN ROAD. .
City: PORT SAINT LUCIE State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building
Name: License #:
Address:
City: State:
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2
Wind Code: ASCE 7-10 Wind Speed: 170 mph
Roof Load: 45.0 psf Floor Load: N/A psf
This package includes 63 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 this
conforms to 61G15-31.003, section 5 of
the Florida
Board
and index sheet
of Professional Engineers
Rules.
No.
Seal#
Truss Name
Date
No.
Seal#
Truss Name
Date
1
2
T19548715
T19548716
Al
A3
2/28/20
2/28/20
15
16
T19548729
T19548730
81
B2
2/28/20 WAL Tech. I.I.C.
3
4
T19548717
T19548718
A4
A5
2/28/20
17
T19548731
B3
2/28/20
2/28/20
5
T19548719
A6
2/28/20
2/28/20
18
19
T19548732
T19548733
B4
B5
2/28/20 5109 Grand Palmetto Way.
6
7
T19548720
T19548721
A7
A8
2/28/20
20
T19548734
B6
2/28/20
2/28/20 North Port, FL. 34291-8049
8
T19548722
A9
2/28/20
2/28/20
21
22
T19548735
T19548736
Cl
C2
2/28/20 Christopher D. Beers C.Beers
9
10
T19548723
T19548724
A10
All
2/28/20
2/28/20
23
24
T19548737
T19548738
C3
C4
2/28/20
2/28/20 Date: 03/24/20
11
12
T19548725
T19548726
Al2
A13
2/28/20
25
T19548739
C5
2/28/20
2/28/20
13
T19548727
A14
2/28/20
2/28/20
26
27
T19548740
T19548741
C6
C7
2/28/20
14
T19548728
A15
2/28/20
28
T19548742
C8
2/28/20
2/28/20
This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature.
Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies
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 - Plant City.
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/TPI 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 ANSI TPI 1, Chapter 2.
0111111111111
0 Op�CtU I N V F�
,'•�'�C•E•N`SF��, i
No 68182
STATE OF
0��� R t O p �jN IZ'
Joaquin Velez PE No.68182
MITek USA, Inc. Fl. Cert 6634
6904 Parke East Blvd. Tampa Fl- 33610
Date:
February 28,2020
Velez, Joaquin 1 of 2
MiTek'
RE: 2244992-GROZA-DUNN - MiTek USA, Inc.
6904 Parke East Blvd.
Tampa, FL 33610-4115
Site Information:
Customer Info: GROZA BLDRS Project Name: GARDNER Model: .
Lot/Block: . Subdivision: .
Address: DUNN ROAD, .
City: PORT SAINT LUCIE State: FL
No. Seal# Truss Name Date
29
T19548743
C9
2/28/20
30
T19548744
C10
2/28/20
31
T19548745
CA
2/28/20
32
T19548746
CJ3
2/28/20
33
T19548747
CJ5
2/28/20
34
T19548748
CJ11
2/28/20
35
T19548749
CJ13
2/28/20
36
T19548750
CJ31
2/28/20
37
T19548751
CJ33
2/28/20
38
T19548752
CJ51
2/28/20
39
T19548753
CJ53
2/28/20
40
T19548754
EJ3
2/28/20
41
T19548755
EJ7
2/28/20
42
T19548756
EJ8
2/28/20
43
T19548757
EJ9
2/28/20
44
T19548758
EJ71
2/28/20
45
T19548759
EJ72
2/28/20
46
T19548760
EJ73
2/28/20
47
T19548761
EJ81
2/28/20
48
T19548762
EJ82
2/28/20
49
T19548763
EJ83
2/28/20
50
T19548764
EJ91
2/28/20
51
T19548765
EJ92
2/28/20
52
T19548766
EJ93
2/28/20
53
T19548767
EJ94
2/28/20
54
T19548768
EJ95
2/28/20
55
T19548769
HJ3
2/28/20
56
T19548770
HJ7
2/28/20
57
T19548771
HJ71
2/28/20
58
T19548772
HJ72
2/28/20
59
T19548773
V1
2/28/20
60
T19548774
V2
2/28/20
61
T19548775
V3
2/28/20
62
T19548776
V4
2/28/20
63
T19548777
V5
2/28/20
2 of 2
Job
Truss
Truss Type
Qty
Ply
2244992-GROZA-DUNN
Al
Roof Special
3
1
T19548715
Job Reference (optional)
"Y' 6.24o s Feb f 2020 MiTek Industries, Inc. Fri Feb 28 10:11:49 2020 Page 1
I D: q l]8wLV N i6YkTT7fi BJ8h Fyw6E N-3Z8q I Im N 4a8FJJ Pm6 Wj N_3x3ja iAs2t_V FaCd W zge l u
- -0- 6-3-5 11-10-10 17-6-0 20-0-0 26-5-6 32-10-13 40-0-0 41-0-
0-0 6-3-5 5-7-6 5-7-6 2-6-0 6-5-6 6-5-6 7-1-3 0-0
5.00 72
3x4
10x16 MT20HS II
22
Scale = 1:72.3
ST1.5x8 STP = 16 15
�� 1a ST1.5x8 STP =
2x4 II 6x8 = 5x8 =
4x6 =
5x6 =
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.
TC 0.97
BC 0.80
WB 0.87
Matrix-SH
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in floc) I/deft Ud
-0.50 17-19 >937 360
-1.15 17-19 >410 240
0.57 11 n/a n/a
0.60 17-19 >784 240
PLATES
MT20
MT20HS
Weight: 244 lb
GRIP
244/190
187/143
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.1 *Except*
TOP CHORD
Structural wood sheathing directly applied.
7-9,9-12: 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 5-4-2 oc bracing.
BOT CHORD 2x6 SP M 26 *Except*
WEBS
1 Row at midpt 7-15, 8-15
6-16: 2x4 SP No.3, 14-16,11-14: 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
15-17: 2x4 SP No.2, 7-17: 2x4 SP No.1
REACTIONS. (size) 2=0-8-0, 11=0-8-0
Max Horz 2=-180(LC 17)
Max Uplift 2=-663(LC 12), 11=-663(LC 13)
Max Grav 2=1863(LC 1), 11=1863(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-6879/3818, 3-5=-6467/3434, 5-6=-4992/2708, 6-7=-4852/2821, 7-8=-2403/1548,
8-10=-3435/1986, 10-11=-3813/2171
BOT CHORD 2-19=-3409/6354, 17-19=-2854/5705, 6-17=-237/352, 13-15=-1420/2805,
11-13=-1812/3422
WEBS 3-19=-358/497, 5-19=-158/644, 5-17=-1092/765, 15-17=-1546/3725, 7-17=-2596/5296,
7-15=-2326/905, 8-15=-902/697, 8-13=-230/635, 10-13=-442/460
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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 20-0-0, Exterior(2) 20-0-0 to 26-0-0,
Interior(1) 26-0-0 to 41-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown;
This item has been
Lumber DOL=1.60 plate grip DOL=1.60
electronically signed and
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
sealed by Velez, Joaquin, P
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
using a Digital Signature.
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
Printed Copies Of this
6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
document are not considere
capacity of bearing surface.
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 663 lb uplift at joint 2 and 663 lb uplift at
signed and sealed
led and the
joint 1
signature must e verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Data:
February 28,2020
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE.
--
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek`
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19548716
2244992-GROZA-DUNN
A3
Hip
2
1
r
Job Reference (optional)
Builders First Source, Plant City, FL - 32566, 8.240 s Feb 7 2020 MiTek Industries, Inc. Fri Feb 28 10:12:02 2020 Page 1
ID:g118wLVNi6YkTT7fiBJ8h Fyw6EN-B3RkOBwXOZnPNJvGMISQOpZHPp9rPveuVnEOaFzgelh
-0-q71-10-10 17-6-0 )9-0-0,21-0-0 27-1-6 33-2-13 40-0-0 41-0-p
6-3-5 5 7-6 5-7-6 1-6-0 2-0-0 6-1 6 6-1-6 6-9-3 0-
3x4 11
8x10 % 5x8 =
5.00 12
ST1.5x8 STP =.- --- - 18 17 16 Le
3x4 11 4x6 =
10x12 =
9-1-0 17-6-0 19-0-0. 21
9-2-2
10 '-' 14
5x8 = 4x6 =
9-9-14
ST1.5x8 STP =
5x6 =
Scale = 1:75.1
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 FBC2017ITP12014
CSI.
TC 0.98
BC 0.76
WB 0.97
Matrix-SH
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) I/deft L/d
-0.58 19-21 >818 360
-1.32 19-21 >359 240
0.72 12 n/a n/a
0.69 19-21 >683 240
PLATES
MT20
MT20HS
Weight: 265lb
GRIP
244/190
187/143
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.1 *Except*
TOP CHORD Structural wood sheathing directly applied.
7-8: 2x4 SP No.2
BOT CHORD Rigid ceiling directly applied or 5-2-1 oc bracing.
BOT CHORD 2x6 SP M 26 *Except*
WEBS
1 Row at midpt 9-16
6-18: 2x4 SP No.2, 15-18,12-15: 2x6 SP No.2
2 Rows at 1/3 pts 7-17
WEBS 2x4 SP No.3 *Except*
17-19,7-17,8-16: 2x4 SP No. 1, 7-19: 2x4 SP M 31
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 12=0-8-0
Max Horz 2=172(LC 12)
Max Uplift 2=-655(LC 12), 12=-655(LC 13)
Max Grav 2=1863(LC 1), 12=1863(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-6887/4022, 3-5=-6476/3726, 5-6=-4972/2930, 6-7=-4842/3065, 7-8=-2239/1654,
8-9=-2484/1675, 9-11=-3486/2138, 11-12=-3844/2291
BOT CHORD 2-21=-3643/6362, 19-21=-3199/5699, 6-19=-275/445, 16-17=-1029/2217,
14-16=-1598/2863,12-14=-1984/3453
WEBS 3-21=-351/491, 5-21 =-1 62/659, 5-19=-1104/910, 17-19=-2607/5656, 7-19=-3737/7089,
7-17=-4863/2328, 8-16=-261/537, 9-16=-865/753, 9-14=-224/616,11-14=-416/438
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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
This item has been
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 19-0-0, Exterior(2) 19-0-0 to 29-5-13,
Interior(1) 29-5-13 to 41-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown;
electronically signed and
Lumber DOL=1.60 plate grip DOL=1.60
sealed by Velez, Joaquin, P
3) Provide adequate drainage to prevent water ponding.
using a Digital Signature.
4) All plates are MT20 plates unless otherwise indicated.
Printed this
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Copies Of
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
document are not considere
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
signed and sealed and the
7) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
signature must be verified
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 655 lb uplift at joint 2 and 655 lb uplift at
on any electronic copies.
joint 12.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 28,2020
AL WARNING •Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek"
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
2244992-GROZA-DUNN
A4
Hip
T19548717
a„ilrlor� 1=1rst Source Plant
C't FL 32566
.+
(
Job Reference (optional)
y 8.240 s Feb 7 2020 MiTek Industries, Inc. Fri Feb 28 10:12:03 2020 Page 1
ID:g118wLVNi6YkTT7fiBJ8hFyw6EN-fF_6EXx9ntvG?TUSwSzfZO6UEDV W8NoljRzy6izgelg
- -0- 6-1-5 11-6-10 17-0-0 1760 23-0-0 28-5-6 33-10-13 40-0-0 41-0-
0- 6-1-5 5 0- - 5-6-0 5-5-6 5 5-6 6-1-3 0-
Scale = 1:75.5
2x4 11
5x6 =
6x8 =
5.00 12 6
5
ST1.5x8 STP = `'"' I " 16 15 14 Ili ST1.5x8 STP =
2x4 II 5x12 = 5x8 = 4x6 = 5x6 =
23-0-0 31-2-2 40-0-0
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.
TC 0.84
BC 0.73
WB 0.91
Matrix-SH
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) I/deft L/d
-0.47 17-18 >999 360
-1.07 17-18 >441 240
0.49 11 n/a n/a
0.60 17-18 >789 240
PLATES
MT20
MT20HS
Weight: 246 lb
GRIP
244/190
187/143
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.1 *Except*
TOP CHORD
Structural wood sheathing directly applied or 1-10-14
oc purlins.
7-9,9-12: 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 5-0-3 oc bracing.
BOT CHORD 2x6 SP M 26 *Except*
WEBS
1 Row at midpt 15-17, 7-17
6-16: 2x4 SP No.3, 14-16,11-14: 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
15-17,7-17: 2x4 SP No.2
REACTIONS. (size) 2=0-8-0, 11=0-8-0
Max Horz 2=-155(LC 17)
Max Uplift 2=-635(LC 12), 11=-635(LC 13)
Max Grav 2=1863(LC 1), 11=1863(LC 1)
FORCES. (lb) -Max. Comp./Max./Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-6861/4242, 3-4=-6462/3950, 4-5=-5019/3087, 5-6=-4849/3096, 6-7=-4842/3104,
7-8=-2706/1882, 8-10=-3563/2294, 10-11=-3874/2432
BOT CHORD 2-18=-3847/6336, 17-18=-3415/5746, 13-15=-1782/2991, 11-13=-2123/3485
WEBS 3-18=-324/457, 4-18=-139/604, 15-17=-1489/2866, 7-17=-1627/2920, 7-15=-966/522,
8-15=-750/681, 8-13=-189/522, 10-13=-353/392, 5-17=-970/1605, 4-17=-1096/978
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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 17-0-0, Exterior(2) 17-0-0 to 31-5-13,
Interior(1) 31-5-13 to 41-0-0 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
This item has been
3) Provide adequate drainage to prevent water ponding.
electronically signed and
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.
Sealed by Velez, Joaquin, P
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
using a Digital Signature.
will fit between the bottom chord and any other members.
Printed Copies Of this
7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
document are not considere
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 635 lb uplift at joint 2 and 635 lb uplift at
signed and sealed and the
joint 11.
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
$904 Parke East Blvd. Tampa FL 33610
Date:
February 28,2020
A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek`
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPl1 Quality Criteria, DSB-89 and BCSI Building Component Blvd.
Tampa. 6904 Parke
Easte East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.36610
Job
Truss
Truss Type
Qh
ply
2244992-GROZA-DUNN
AS
Hip
1
1
T19548718
Builders First Source Plant
city PI _ 19saa
r
Job Reference (optional)
• - - - - - • o.cvv a reu r wzv IVII I eK Inausmes, Inc. f-rl Feb 28 1 U:12:05 2020 Pagel
I D:q ll8wLVN i6YkTT7fi BJ8h Fyw6 E N-be6tfDzQJ U9_Eme2t?7e RB pX19ZcF8KB IS 2Bazge le
0- 5-1 -1
10-5-15 15-0-0 17-0-0 23-0-0 28-3-13 33-7-10 40-0-0 41-0-
0- 5-11-14 4-6-1 4-6-1 2-0-0 6-0-0 5-3_13 5-3-13 -0-
8xl4 MT20HS
5.00 12 3x4 II 5x6 =
2.50 12 2x4 II 5x8 = 5x8 =
8x10 =
4x6 =
8-2-14 15-0-0 17-0-0 23-0-0 30-11-11 40-0-0
8-2-14 6-9-2 2-0-0 6-0-0 7_11_91
J I l .bxtf J I Y
5x6 =
Scale = 1:75.5
('late Uffsets (X,Y)—
[2:0-6-15,0-0-12] [4:0-5-0 Edge] [7:0-9-12
0-2-0] [8:0-3-0 0-2-4] r10 0-3-0 Edge] [12 0 5 5 0 0 3]
[17:0 3 8 0-4 0] [19:0412 0 5-41
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Well
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.92
Vert(LL)
-0.51 19
>928
360
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.88
Vert(CT)
-1.15 19-20
>411
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.98
Horz(CT)
0.56 12
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Wind(LL)
0.65 19-20
>729
240
Weight. 253 lb
FT = 20%
LUMBER -
TOP CHORD
2x4 SP No.2 *Except*
1-4,10-13: 2x4 SP No.1
BOT CHORD
2x6 SP No.2 *Except*
2-19: 2x6 SP M 26, 6-18: 2x4 SP No.3
WEBS
2x4 SP No.3 *Except*
17-19: 2x4 SP No.2, 7-19: 2x4 SP No.1
REACTIONS.
(size) 2=0-8-0, 12=0-8-0
Max Horz 2=155(LC 12)
Max Uplift 2=-635(LC 12), 12=-635(LC 13)
Max Grav 2=1863(LC 1), 12=1863(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-8-5 oc purlins.
BOT CHORD Rigid ceiling directly applied or 5-0-8 oc bracing.
WEBS 1 Row at midpt 7-16
2 Rows at 1/3 pts 7-17
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-6814/4195, 3-5=-6504/3997, 5-6=-5444/3417, 6-7=-5291/3470, 7-8=-2426/1822,
8-9=-2690/1878, 9-11=-3555/2298, 11-12=-3866/2429
BOT CHORD 2-20=-3802/6285, 19-20=-3511/5881, 16-17=-1284/2451, 14-16=-1765/2972,
12-14=-2117/3476
WEBS 3-20=-219/369, 5-20=-111/467, 5-19=-836/719, 17-19=-2266/4353, 7-19=-3284/5684,
7-17=-3446/1877, 8-16=-341/620, 9-16=-748/674, 9-14=-216/544, 11-14=-361/395
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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. Il; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 17-0-0, Exterior(2) 17-0-0 to 31-5-13,
Interior(1) 31-5-13 to 41-0-0 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
3) Provide adequate drainage to prevent water pending.
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 a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 635 lb uplift at joint 2 and 635 lb uplift at
joint 12.
This item has been
electronically signed and
sealed by Velez, Joaquin, P
using a Digital Signature.
Printed copies of this
document are not considere
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 28,2020
®WARNING - Vertfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek*
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd.
Tampa, FL 36610
Job Truss Truss Type Qty ply
2244992-GROZA-DUNN A6 Hip 1 1 1 T19548719
Builders First Source, Plant Cily, FL - 32566, Job Reference (optional)
8.240 s Feb 7 2020 MiTek Industries, Inc. Fri Feb 28 10:12:06 2020 Page 1
�.4W �� 1.1u rn i i r nojonrywotN-3ggrsLZZ4oHgswD1 bbXMAfk?l QadLjwUPPCcjtzgeld
29-1-12
'0' 8-2-14 15-0-0 17-6-0 21-6-0 -10 25-0-0 27-9-10 28 6- 1 34-0-9 40-0-0 41-0- -0-0 8-2-14 6-9-2 1 2-6-0 4-0-0 14-4 2-1-12 2-9-10 -9- 4-10-13 5-11-7 -0-0
0-7-1
Scale = 1:75.5
2x4 II
5.00 12 5x6 = 4x6 — 6x8 = 6x12 MT20HS =
4 27 5 6 7 28 8 _ 2x4
ST1.5x8 STP = 19 18 17 31 32 16 15 14 ST1.5 8 STP —
5x6 - 2.50 12 2x4 II 6x8 = 4x6 = 5x8 = 2x4 II 4x6 =
3x8 11
8-2-14 15-1-8 17-6-0 21-6-0 2 -10 25-0-0 2g-1-12 34-0-9 40-0-0
8-2-14 6-10-10 2-4-8 4-0-0 4 4 7-1_12 �" n_*n
date Offsets (X,Y)—
[2:0-7-3,0-1-7], [3:0-4-0,0-3-0], [4:0-3-0,0-24], [8:0-10-4,0-2-12], [11:0-3-0,0-3-0], [17:0-4-12,0-1-8], [18:0-1-12,0-3-81,
[24:0-3-0,0-3-41
[20:0-5-8,0-4-8], [21:0-4-0,0-2-8],
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES
GRIP
TCLL 20.0
TCDL 15.0
Plate Grip DOL 1.25
TC 0.87
Vert(LL)
-0.18 16
>999
360
MT20
244/190
BCLL 0.0
Lumber DOL 1.25
Rep Stress Incr YES
BC 0.57
WB 0.95
Vert(CT)
-0.46 16
>476
240
MT20HS
187/143
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Horz(CT)
Wind(LL)
0.07 12
0.22 14-16
n/a
>999
n/a
240
Weight: 261 lb
FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SP N0.2 *Except*
5-19: 2x4 SP No.3, 15-19: 2x6 SP M 26
WEBS 2x4 SP No.3 *Except`
7-17,9-24,10-16: 2x4 SP No.2
REACTIONS. (size) 2=0-8-0, 18=0-4-0, 12=0-8-0
Max Horz 2=-138(LC 17)
Max Uplift 2=-313(LC 12), 18=-339(LC 9), 12=-246(LC 13)
Max Grav 2=807(LC 1), 18=2695(LC 2), 12=874(LC 27)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 3-21, 18-24
JOINTS 1 Brace at Jt(s): 23
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2015/1269, 3-4=-372/227, 4-5=-277/265, 5-6=-219/459, 6-7=-1105/2761,
7-8=-1141/2856, 8-9=-499/1459, 9-10=-542/165, 10-11=-840/32, 11-12=-1612/439
BOT CHORD 2-22=-1057/1808, 21-22=-1058/1788, 20-21=-496/738, 5-20=-1001/805, 17-18=-43/667,
16-17=-30/686, 14-16=-293/1416, 12-14=-296/1425
WEBS 3-22=0/350, 3-21=-1497/1262, 4-21=-226/283, 5-21=-788/1035, 18-20=-1043/989,
6-20=-42/457, 6-18=-595/1285, 17-24=0/1577, 23-24=-1839/618, 9-23=-1853/620,
10-16=0/506, 11-16=-913/654, 11-14=-101/355, 8-24=-1747/841, 6-24=-2713/1332,
18-24=4234/1128
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=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 15-0-0, Extedor(2) 15-0-0 to 23-5-13,
Interior(1) 23-5-13 to 25-0-0, Exterior(2) 25-0-0 to 33-5-13, Interior(1) 33-5-13 to 41-0-0 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
3) 400.01b AC unit load placed on the bottom chord, 26-0-0 from left end, supported at two points, 2-0-0 apart.
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.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) Ceiling dead load (5.0 psf) on member(s). 9-10, 23-24, 9-23
9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 16-17
10) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 313 lb uplift at joint 2, 339 lb uplift at
joint 18 and 246 lb uplift at joint 12.
This item has been
electronically signed and
sealed by Velez, Joaquin, P
using a Digital Signature.
Printed copies of this
document are not considere
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6604 Parke East Blvd. Tampa FL 33610
Date:
I - - y LV,LVLV
WARNING - Ve g p ® N/y deal n aramefere and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek°
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
city
ply
2244992-GROZA-DUNN
A7
Hip
1
1
T19548720
BIIII(fPfC FIfCf SnllrrP Plani
r:ihr FL _'3'JSRR
-
f
Job Reference (optional)
- - - 8.240 s Feb f 2u2u nail ex Industries, Inc. Fri Feb 28 10:12:08 2020 Page 1
ID:q II8wLVNi6YkTT7fiBJ8hFyw6EN-OCo?HF?IbPXY5EMPj?ZgG4pKsECLpfbmtihjovzgelb
0- 7-10-0 15-0-0 20-0-0 25-0-0 32-2-2 40-0-0
-0- 7-10-07-9-14 -0-
Scale = 1:75.5
6x12 MT20HS
5.00 12 5x6 = 5x8 =
4 19 5 20 6
ST1.5x8 STP = 14 13 12 11 10 ST1.5x8 STP =
2.50 12 2x4 I 5x12 = 4x6 = 5x8 2x4 II 5x6 =
7-10-0 15-0-0 20-0-0 25-0-0 32-2-2 40-0-0
7-10-0 7-2-0 5-0-0
Plate Offsets (X Y)—
[2:0-6-15,0-0-121 [4:0-8-9 0-2-61 [6:0-5-12 0-2-81 [7 0-4-0 0-3-01 [8:0-5-5 0-0-31 [15:0 7 0 0 5 01
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in (loc)
I/deft
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.91
Vert(LL)
-0.42 15-16
>999
360
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.75
Vert(CT)
-0.96 15-16
>491
240
MT20HS
1871143
BCLL 0.0
Rep Stress Incr YES
WB 0.81
Horz(CT)
0.44 8
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Wind(LL)
0.56 15-16
>848
240
Weight: 242 lb
FT = 20%
LUMBER -
TOP CHORD
2x4 SP M 31 *Except*
4-6: 2x4 SP No.2
BOT CHORD
2x6 SP No.2 *Except*
2-15: 2x6 SP M 26, 4-14: 2x4 SP No.2
WEBS
2x4 SP No.3 *Except*
13-15,5-15: 2x4 SP No.2
REACTIONS. (size) 2=0-8-0, 8=0-8-0
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 4-10-12 oc bracing.
WEBS 1 Row at midpt 3-15, 13-15, 5-13, 7-12
Max Harz 2=-138(LC 17)
Max Uplift 2=-614(LC 12), 8=-614(LC 13)
Max Grav 2=1863(LC 1), 8=1863(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-6902/4387, 3-4=-5540/3494, 4-5=-5044/3330, 5-6=-2819/2065, 6-7=-2961/2029,
7-8=-3843/2489
BOT CHORD 2-16=-3976/6373, 15-16=-3989/6368, 4-15=-935/1699, 12-13=-1480/2644,
10-12=-2161/3437, 8-10=-2159/3442
WEBS 3-16=0/308, 3-15=-1237/1066, 13-15=-1788/3243, 5-15=-1518/2669, 5-13=-1838/1219,
6-13=-283/432, 6-12=-258/530, 7-12=-889/753, 7-10=0/328
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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 15-0-0, Exterior(2) 15-0-0 to 23-5-13,
Interior(1) 23-5-13 to 25-0-0, Exterior(2) 25-0-0 to 33-5-13, Interior(1) 33-5-13 to 41-0-0 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
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 a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 614 lb uplift at joint 2 and 614 lb uplift at
joint 8.
This item has been
electronically signed and
sealed by Velez, Joaquin, P
using a Digital Signature.
Printed copies of this
document are not considere
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 28,2020
® WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/0312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not��
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Blvd.
Tampa, 6904 Parke
Easte East
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.36610
Job
Truss
Truss Type
Qty
Ply
T19548721
2244992-GROZA-DUNN
A8
Hip
1
1
f
Job Reference (optional)
Builders First Source, Plant City, FL - 32566, 8.240 s Feb 7 2020 MiTek Industries, Inc. Fri Feb 28 10:12:09 2020 Page 1
ID:gl[8wLVNi6YkTT7fiBJ8hFyw6EN-U PMOUaOwMjfPjOxcHj43oHMUoeX1 Y4_w6MQGKLzgela
0- 6-10-0 13-0-0 17-6-0 21-6-0 2 -10 27-0-0 29-1-12 34-3-0 40-0-0 41-0-
O- 6-10-0 6-2-0 4-6-0 4-0-0 4 4 4-1-12 2-1-12 5-1 4 5-9-0 0-
Scale = 1:74.1
4x6 =
5x6 = 4x6 = 3x6 =
5.no � 4 5 26 6 7
5x8 =
3x4 J
ST1.5x8 STP = 18 17 16 "' "" 15 13 ST1.5x8 STP =
2.50 12 2x4 I I 6x8 = 4x6 =4x10 MT20HS = 4x6 =
3x8 I I 2x4 I I
6-10-13-1-8 17-6-0 21-6-0 2 -10
27-0-0 29-1-12 34-3-0
40-0-0
6-1-0
0-0 6-3-8 4-4-8 4-0-0 4 4
4-1-12 2-1-12 5-1
Plate Offsets (X,Y)--
[2:0-7-7,0-1-71, [4:0-3-0,0-2-41, [8:0-5-12 0-2-81 [11:0-5-13 0-1-31 [16:04-12 0-1-81 [19:0-6-8 04-41 [20:0-4-0 0-2-121
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/deft Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.97
Vert(LL)
-0.33 13-15 >653 360
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.79
Vert(CT)
-0.86 13-15 >253 240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.93
Horz(CT)
0.22 11 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Wind(LL)
0.41 13-15 >529 240
Weight: 258 lb
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x6 SP No.2 *Except`
BOT CHORD
Rigid ceiling directly applied or
5-10-4 oc bracing.
5-18: 2x4 SP No.3, 14-18: 2x6 SP M 26
WEBS
1 Row at midpt 7-17
WEBS 2x4 SP No.3 *Except*
JOINTS
1 Brace at Jt(s): 23
7-16: 2x4 SP M 31, 9-22,9-15: 2x4 SP No.2
REACTIONS. (size) 2=0-8-0, 17=0-4-0, 11=0-8-0
Max Horz 2=-121(LC 17)
Max Uplift 2=-316(LC 12), 17=-373(LC 9). 11=-249(LC 13)
Max Grav 2=1057(LC 1), 17=2139(LC 1), 11=1146(LC 27)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3284/1753, 3-4=-2030/906, 4-5=-1822/899, 5-6=-1611/555, 6-7=-526/165,
7-8=-969/0, 8-9=-817/217, 9-1 0=-1 356/165, 10-11 =-2368/775
BOT CHORD 2-21 =-1 524/2998, 20-21 =-1 528/3004, 19-20=-116/1638, 5-19=-689/665, 16-17=0/1083,
15-16=0/1164, 13-15=-610/2121, 11-13=-610/2121
WEBS 3-21=0/257, 3-20=-1162/1102, 4-20=-42/467, 5-20=-727/720, 17-19=-95/655,
6-19=-462/1346, 6-17=-551/237, 7-17=-2639/416, 16-22=0/1983, 7-22=0/1824,
22-23=-383/77, 9-23=-393/74, 9-15=0/285, 10-15=-1168/833, 10-13=-166/503,
8-22=-189/374
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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 13-0-0, Exterior(2) 13-0-0 to 21-6-0,
Interior(1) 21-6-0 to 27-0-0, Exterior(2) 27-0-0 to 35-5-13, Interior(1) 35-5-13 to 41-0-0 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
3) 400.01b AC unit load placed on the bottom chord, 26-0-0 from left end, supported at two points, 2-0-0 apart.
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.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) Ceiling dead load (5.0 psf) on member(s). 22-23, 9-23
9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-16
10) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 316 lb uplift at joint 2, 373 lb uplift at
joint 17 and 249 lb uplift at joint 11.
12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
This item has been
electronically signed and
sealed by Velez, Joaquin, P
using a Digital Signature.
Printed copies of this
document are not considere
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 0034
6904 Parke East Blvd. Tampa FL 33810
Date:
February 28,2020
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS//TPI1 Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19548722
2244992-GROZA-DUNN
A9
Hip
1
1
/
t
Job Reference (optional)
Builders First Source, Plant City, FL - 32566, 8.240 s Feb 7 2020 MiTek Industries, Inc. Fri Feb 28 10:12:11 2020 Page 1
ID:q II8wLVNi6YkTT7fiBJ8hFyw6EN-QnT8VG1 Bu Kw7yh5_O86XtiRswRCL00ZDZgvNOEzgelY
-1-0- 5-10-0 it-0-0 17-6-0 21-6-0 -10 26-0-0 29-0-0 29- 12 34-3-0 40-0-0 1-0.
-0-0 5-10-0 5-2% ;-6-0 4-0-0 1-0-4 3-1-12 3-0-0 0-1- 2 5-1-4 5-9-0 -0-0
5.00 12
5x6 =
5x6 = 4x6 = 5x6 = 2x4 II
5x6 =
4 5 27 28 6 7 8 9
ST1.5x8 STP = 2x4 11 18 17 16 31 32 15 14 13 ST1.5x8 STP =
6x8 = 2.50 12
2x4 II 6x8 =
3x8 11
4x10MT20HS =2x4
4x6 =
4x6 =
Scale = 1:74.1
5-10-0 11-1-8 17-6-0
21-6-0 2y10-4
29-0-0 29- 12 34-3-0 40-0-0
5-10-0 5-3-8 6 4-8
4-0-0 4 4
6-1-12 0-1- 2 5-1 4 5-9-0
Plate Offsets (X Y)—
[2:0-5-7 Edge] [4:0-3-0,0-2-4] [6:0-2-4,0-3-0], [9:0-3-0,0-24], [11:0-6-1,0-1-3], [16:0-4-12,0-1-8], [17:0-4-0,0-3-4], [19:0-7-0,0-4-0], [20:04-0,0-0-8]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.86
Vert(LL)
-0.23 13-15 >964 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.86
Vert(CT)
-0.58 13-15 >373 240
MT20HS 187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.79
Horz(CT)
0.26 11 n/a n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix-SH
Wind(LL)
0.29 13-15 >758 240
Weight: 231 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins.
6-9: 2x4 SP No.1
BOT CHORD Rigid ceiling directly applied or 4-4-13 oc bracing.
BOT CHORD 2x4 SP No.2 *Except*
WEBS
1 Row at midpt 7-17
5-18: 2x4 SP No.3, 14-18: 2x6 SP M 26, 11-14: 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
7-16,9-15: 2x4 SP No.1, 22-23: 2x4 SP No.2
REACTIONS. (size) 2=0-8-0, 17=0-4-0, 11=0-8-0
Max Horz 2=-104(LC 17)
Max Uplift 2=-328(LC 12), 17=-371(LC 9). 11=-233(LC 13)
Max Grav 2=1069(LC 1), 17=2135(LC 2), 11=1122(LC 27)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3301/1932, 3-4=-2413/1207, 4-5=-2188/1188, 5-6=-1696/741, 6-7=-427/108,
7-8=-1367/291, 8-9=-1368/291, 9-10=-1431/201, 10-11=-2263/823
BOT CHORD 2-21=-1690/3001, 20-21=-1689/3003, 19-20=-395/1777, 5-19=-681/626, 16-17=0/1171,
15-16=0/1220, 13-15=-645/2020, 11-13=-645/2020
WEBS 3-20=-801/867, 4-20=-1151535, 5-20=-701/726,17-19=-52/519, 6-19=-731/1614,
6-17=-543/247, 16-22=-122/2182, 7-22=-133/2202, 15-23=0/341, 9-23=0/329,
10-15=-989/863, 10-13=-148/432, 7-17=-3005/614
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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 11-0-0, Exterior(2) 11-0-0 to 19-5-13,
Interior(1) 19-5-13 to 29-0-0, Exterior(2) 29-0-0 to 37-5-13, Interior(1) 37-5-13 to 41-0-0 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
3) 400.0lb AC unit load placed on the bottom chord, 26-0-0 from left end, supported at two points, 2-0-0 apart.
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.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) Ceiling dead load (5.0 psf) on member(s). 22-24, 23-24
9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-16
10) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 328 lb uplift at joint 2, 371 lb uplift at
joint 17 and 233 lb uplift at joint 11.
12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
This item has been
electronically signed and
sealed by Velez, Joaquin, P
using a Digital Signature.
Printed copies of this
document are not considere
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 28,2020
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
[ArluO
ss Truss Type
,ROZA-DUNN Hip
First Source, Plant City, FL - 32566,
n n n-n-n 9-0-0 1341-12 ,
5x6 =
5.00 12 4 5 35 =
2x4 =
26 3
5x6
1 2 22
5x8 =
0
ST1.5x8 STP =
2.50 12
(X,Y)—[2:0-7-11,0-1-7],[4:0-3-0,0-2-4],
1 1
r 1 Job Reference (optional)
8.240 s Feb 7 202U MITek Industries,
I D:q II8w LV N i6YkTT7fi BJ 8hFyw6 EN-XIi CV5nOrtGE
17-6-0 21-6-0 2 -10 26-0-0 29-1-12 31-0-0 35-2-2
4__
4-0-0 -4-4 3-1-12 3-1-12 1-10-4 4-2-2
10x14 II
2x4 II 5x8 = 5x6 = 2x4 II 5x8 =
6 7 8 27 9 10 11
2x4 II
5x8 =
5x12
T19548723
c. Fri Feb 2810:11:50 2020 Page 1
yfDEcXH 3H4-5BbX77kvKm9yzge It
40-0-0 41-0-Q
4-9-141-0-
Scale = 1:74.1
2x4
12 28
N V
13 14 lgIcNS
. olil
20 19 18 29 30 17 1615
2x4 II 6x8 = 5x8 =
3x8 II 2x4 II 5x8 =
21-6-0 2 -10- 29-1-12 31-0-0 40-0-0
4-0-0 4 4 6-3-8 1-10-4 9-0-0
[8:1-0-7,0-3-8], [8:0-0-0,0-1-12], [11:0-5-12,0-2-8], [13:0-5-13,0-1-3], [18:0-4-12,0-1-8],
ST1.5x8 STP =
46 =
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. ) I/defl Ud
( in loc
17 >999 360
PLATES GRIP
MT20 244/190
TCLL 20.0
Plate Grip DOL 1.25
TC 0.81
BC 0.62
Vert(LL) -0.13
Vert(CT) -0.34 17-18 >633 240
TCDL 15.0
BCLL 0.0
Lumber DOL 1.25
Rep Stress Incr YES
WB 0.75
Horz(CT) 0.15 13 n/a n/a
17 >999 240
Weight: 250 lb FT = 20%
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Wind(LL) 0.15
BRACING -
LUMBER- oc purlins.
TOP CHORD Structural wood sheathing directly applied
br acing.
TOP CHORD 2x4 SP No.2
*E t* BOT CHORD Rigid ceiling directly applied or 5-10-11 oc bracing.
BOT CHORD 2x6 SP No.2 xcep
6-20: 2x4 SP No.3, 16-20: 2x6 SP M 26
WEBS 2x4 SP No.3 *Except*
3-22,8-18,24-25,10-17: 2x4 SP No.2
REACTIONS. (size) 2=0-8-0, 19=0-4-0, 13=0-8-0
Max Horz 2=-86(LC 17)
Max Uplift 2=-310(LC 8), 19=-451(LC 8), 13=-186(LC 13)
Max Grav 2=935(LC 1), 19=2431(LC 2), 13=960(LC 27)
FORCES. (lb) -Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2701/1742, 3-4=-2192/1185, 4-5=-2014/1152, 5-6=-770/201, 6-7=-728/200,
7-8=-845/1295, 8-9=-848/1374, 9-10=-1316/223, 10-11=-1289/205, 11-12=-1438/253,
12-13=-1762/630
BOT CHORD 2-22=-1496/2462, 21-22=-674/1660, 6-21=-273/274, 18-19=0/859, 17-18=0/966,
15-17=0/973, 13-15=-465/1570
WEBS 3-22=-431/675, 4-22=-230/587, 5-22=-253/444, 5-21=-1182/919, 19-21=-693/787,
7-21=-597/1291, 7-19=-409/116, 18-25=0/1888, 23-25=-357/488, 23-24=-357/488,
17-24=-546/718, 10-24=0/275, 12-15=-385/560, 15-24=-768/896, 7-25=-843/575,
19-25=-3101/615,9-25=-2509/1099
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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 9-0-0, Exterior(2) 9-0-0 to 17-7-12, Interior(1)
17-7-12 to 31-0-0, Exterior(2) 31-0-0 to 39-8-0, Interior(1) 39-8-0 to 41-0-0 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
3) 400.Olb AC unit load placed on the bottom chord, 26-0-0 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 nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Ceiling dead load (5.0 psf) on member(s). 23-25, 23-24
8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 17-18
9) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 310 lb uplift at joint 2, 451 lb uplift at
joint 19 and 186 lb uplift at joint 13.
This item has been
electronically signed and
sealed by Velez, Joaquin, P
using a Digital Signature.
Printed copies of this
document are not considers
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 28,2020
,&WARNING - Verify design Parameten and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 1010312015 BEFORE USE. ��'
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Mi!ek°
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the P 6904 Parke Easl Blvd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI BuildingComponent 36610
Tampa, Parke
East B
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
T19548724
244992-GROZA-DUNN
IAl l
IHip Girder
1
r
3
Job Reference (optional)
r
8 240 s Feb
7 2020 MiTek Industries Inc Fri Feb 2810 11 54 2020 Page 1
Builders First Source, Plant City, FL - 32566,
I D:q ll8wLV N i6YkTT7fiBJ 8h Fyw6E N-Q W yj LSq W u6mXQ41j u3JYh7 E4kbW 7XRajfXlzljzgel p
- -0_ 7-0-0 12-5 4
17-6-0 21-6 0 27 4-13 33-0-0 40-0-0 41-0
5-10-13 7-0-0 -0
0_ 7-0-0 5-5 4
5-0-12 4-0-0
Scale = 1:74.1
NAILED
NAILED NAILED NAILED NAILED NAILED NAILED NAILED Special
12 6x8
5x8 = NAILED 2x4 II 7x10 = NAILED 4x6 = NAILED 6x8 =
5.00 Special NAILED
4 20 21 225 23 6 24 25 726 27 28 8
3 18
U
19
Da
An
15
M
9 N
10
q
2
1 17 29 30
Iq
31 16 32 33 34 nno
c> 6x8 =
2x4 II 5x12 — 11 ST1.5x8 STP =
— 14 13 36 37 38 12 39 40 4t
35
ST1.5x8 STP = Special
NAILED NAILED NAILED 2x4 II 5xl2 = 7x10 = 2x4 II 4x6 =
NAILED NAILED
4x6 � NAILED
2.50 12
NAILED NAILED NAILED NAILED Special
NAILED
"Special" indicates special hanger(s) or other connection device(s)
required at location(s)shown. The design/selection of such special
device(s) is the responsibility of others. This applies
connection
to all applicable truss designs in this job.
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
Vert(LL)
in (loc) I/deft L/d PLATES GRIP
0.12 16-17 >999 240 MT20 244/190
TCLL 20.0
Plate Grip DOL
1.25
1.25
TC 0.38
BC 0.36
Vert(CT) -0.17 16-17 >999 240
TCDL 15.0
BCLL 0.0
Lumber DOL
* Rep Stress Incr
NO
WB 0.33
Horz(CT)
0.07 9 n/a n/a Weight: 734 lb FT = 20%
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
LUMBER-
BRACING-
TOP CHORD
Structural wood sheathing directly applied or 6-0 -0 oc purlins.
TOP CHORD
2x4 SP No.2 *Except*
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
3-6,6-8: 2x6 SP No.2
BOT CHORD
2x6 SP No.2 *Except*
5-14: 2x4 SP No.3
WEBS
2x4 SP No.3 *Except*
6-13: 2x8 SP 240OF 2.0E
REACTIONS. (size) 2=0-8-0, 9=0-8-0, 13=0-4-0
Max Horz 2=-68(LC 39)
Max Uplift 2=-688(LC 8), 9=-406(LC 9), 13=-2392(LC 4)
Max Grav 2=1384(LC 19), 9=950(LC 20), 13=5054(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-4710/2401, 3-4=-4569/2393, 4-5=-671/1485, 5-6=-777/1722, 6-7=-1863/3880,
8-9=-1600/636
BOT CHORD 2-17=-2253/4449, 16-17=-1562/3162, 15-16=-1562/3162, 5-15=-578/419, 12-13=-179/286,
11 -1 2=-465/1350, 9-11=-469/1382
WEBS 3-17=-521/1343, 4-17=-835/1466, 4-16=0/418, 4-15=-4793/2442, 13-15=-3691/1896,
6-15=-1058/2152, 6-13=-1571/960, 7-13=-4144/1923, 7-12=-181/1013, 8-12=-16181780,
8-11=-80/721
NOTES-
1) 3-ply truss to be connected together with 1 Od (0.131 "xY) 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: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Bearing at joint(s) 2 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 capable of withstanding 688 lb uplift at joint 2, 406 lb uplift at
joint 9 and 2392 Ito uplift at joint 13.
1A it ED" indicates 3-1 Od In_148"x3"1 or 3-12d (0.148"x3.25") toe -nails per NDS guidlines.
This item has been
electronically signed and
sealed by Velez, Joaquin, F
using a Digital Signature.
Printed copies of this
document are not consider(
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE NO.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 28,2020
® WARNING - VarW design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek`
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, DSB•89 and BCS/ Building Component Tampa, FL E36610
ast
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Job
Truss
Truss Type
Ply
�Qty
2244992-GROZA-DUNN
All
Hip Girder
1
3
r �
�
Job Reference(optional)T19548724
Builders First Source, Plant City, FL - 32566, t5.z4u s I-eD I zuzv MI I eK Inausmes, Inc. Fri reD zo Iv: i i:o4 zvzv rage z
ID:q IIBwLVN i6YkT T7fiBJBhFyw6EN-QWyjLSq Wu6mXQ41ju3JYh7E4kbW7XRajfXlzljzgelp
NOTES-
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 117 lb down and 276 lb up at 7-0-0, and 243 lb down and 316 lb up at
33-0-0 on top chord, and 593 lb down and 309 lb up at 7-0-0, and 375 lb down and 142 lb up at 32-11-4 on bottom chord. The design/selection of such connection
device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-70, 3-8=-70, 8-10=-70, 2-17=-20, 15-17=-20, 9-14=-20
Concentrated Loads (lb)
Vert: 3=-57(F) 6=-134(F) 8=-196(F) 11=-375(F) 18=-118(F) 19=-118(F) 20=-118(F) 21=-118(F) 22=-118(F) 23=-134(F) 24=-134(F) 25=-134(F) 26=-134(F)
27=-134(F) 28=-134(F) 29=-593(F) 30=-89(F) 31=-89(F) 32=-89(F) 33=-89(F) 34=-89(F) 35=-63(F) 36=-63(F) 37=-63(F) 38=-63(F) 39=-63(F) 40=-63(F) 41=-63(F)
,&WARNING - Vertly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
city
Ply
T19548725
2244992-GROZA-DUNN
Al2
Roof Special
1
1
Job Reference (optional)
Builders First Source, Plant City, FL - 32566, 8.240 s Feb 7 2020 MiTek Industries, Inc. Fri Feb 28 10:11:55 2020 Page 1
ID:g118wLVNi6YkTT7fiBJ8hFyw6EN-uiV5Yor8fPvOl EtwSngnEKn5E?mvGlfsuBl Xg9zgelo
- -0- 5-3-14 9-1-15 13-0-0 15.0-0 18-9-0 22-6-0 24-9-0 29-4-9 34-2-10 40-0-0 41-0-
0- 5 3.14 3-10-1 3-10-1 2-0-0 3-9-0 3-9-0 2-3-0 4-7-9 4-10-1 5-9-6 0-
ST1.5x8 STP =
6xl2 MT20HS
5x6 =
4x6 = 5x8 = 5x6 = 9
19 18 17 lb 10 ST1.5x8STP =
2.50 12 3x4 II 7x10 = 5x8 = 5x8 = 4x6 = 5x6 =
13-1-8 15-0-0 18-9-0 24-9-0 31-10-3 40-0-0 i
5-9-14 1.10-8 3-9-0 6-0-0 7-1-3 8-1-13
Scale = 1:75.5
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/TP12014
CSI.
TC 0.97
BC 0.71
WB 0.92
Matrix-SH
DEFL. in
Vert(LL) -0.55
Vert(CT) -1.25
Horz(CT) 0.52
Wind(LL) 0.71
(loc) I/defl Ud
19 >851 360
19 >378 240
13 n/a n/a
19 >664 240
PLATES
MT20
MT20HS
Weight: 256 lb
GRIP
244/190
187/143
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 1-8-3 oc purlins.
BOT CHORD 2x6 SP M 26 *Except*
BOT CHORD
Rigid ceiling directly applied or 5-1-15 oc bracing.
6-19: 2x4 SP No.2, 16-19,13-16: 2x6 SP No.2
WEBS
1 Row at midpt 7-18
WEBS 2x4 SP No.3 *Except*
18-20,7-20: 2x4 SP No.2
REACTIONS. (size) 2=0-8-0, 13=0-8-0
Max Horz 2=-140(LC 17)
Max Uplift 2=-714(LC 12), 13=-617(LC 13)
Max Grav 2=1863(LC 1), 13=1863(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-6690/3979, 3-4=-6483/3833, 4-5=-5928/3501, 5-6=-5508/3338, 6-7=-6543/3940,
7-8=-3230/2180, 8-9=-2847/1951, 9-10=-2897/1916, 10-12=-3614/2227,
12-13=-3887/2331
BOT CHORD 2-22=-3595/6158, 21-22=-3464/6069, 20-21=-3541/6600, 6-20=-693/1313,
17-18=-1734/3170, 15-17=-1752/3072, 13-15=-2032/3498
WEBS 3-22=-108/296, 4-21=-545/538, 5-21=-1140/2005, 6-21=-1742/1046, 18-20=-2176/4009,
7-20=-2129/4001, 7-18=-2560/1482, 8-17=-1444/1020, 9-17=-1222/1915, 10-17=-647/544,
10-15=-185/457, 12-15=-318/360
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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-12, Interior(1) 5-0-12 to 13-0-0, Exterior(2) 13-0-0 to 18-9-0,
Interior(1) 18-9-0 to 24-9-0, Exterior(2) 24-9-0 to 30-9-0, Interior(1) 30-9-0 to 41-0-0 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
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 a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 714 lb uplift at joint 2 and 617 lb uplift at
joint 13.
This item has been
electronically signed and
sealed by Velez, Joaquin, P
using a Digital Signature.
Printed copies of this
document are not considere
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 28,2020
AWARN/NG - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MX7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19548726
2244992-GROZA-DUNN
A13
Roof Special
1
1
Job Reference (optional)
Builders First Source, Plant City, FL - 32566, 8.240 s Feb 7 2020 MiTek Industries, Inc. Fri Feb 28 10:11:57 2020 Page 1
ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-g5drzUsPB196HY01aCsFJIsVVoRJkfe9LV Wdv2zgelm
0- 5 10-0 11-0-0 15-0-0 20-6-0 24-9-0 29 4-9 34-2-10 40-0-0 41-0-
-0- 5-10-0 5-2-0 4-0-0 5-6-0 4-3-0 4-7-9 4-10-1 5 9-6 -0-
6x12 MT20HS
6x12 MT20HS =
5x6 =
'� II IUX"Ib MILUr7J — 14 l"3
ST1.5x8 STP = 17 16 15 ST1.5x8 STP =
2.50 12
3x4 II 6x8 = 5x8 = 5x8 = 4x6 =
5x6 =
Scale = 1:75.5
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/TP12014
CSI.
TC 0.73
BC 0.78
WB 0.95
Matrix-SH
DEFL. in
Vert(LL) -0.56
Vert(CT) -1.27
Horz(CT) 0.50
Wind(LL) 0.72
(loc) I/deft L/d
17 >840 360
17 >373 240
11 n/a n/a
17 >657 240
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 246 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly
applied or 2-2-4 oc purlins.
1-4,4-6: 2x4 SP M 31
BOT CHORD
Rigid ceiling directly applied or
4-9-5 oc bracing.
BOT CHORD 2x6 SP M 26 *Except*
WEBS
1 Row at midpt 16-18, 6-18, 6-15
5-17: 2x4 SP No.2, 14-17,11-14: 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
16-18,6-18: 2x4 SP No.2
REACTIONS. (size) 2=0-8-0, 11=0-8-0
Max Horz 2=140(LC 12)
Max Uplift 2=-714(LC 12). 11=-617(LC 13)
Max Grav 2=1863(LC 1), 11=1863(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-6757/4132, 3-4=-6334/3820, 4-5=-5891/3668, 5-6=-7712/4694, 6-7=-2883/1925,
7-8=-2894/1903,8-10=-3615/2212,10-11=-3888/2341
BOT CHORD 2-20=-3762/6227, 19-20=-3786/6259, 18-19=-4338/7748, 5-18=-3391785,
15-16=-2137/3833, 13-15=-1739/3071, 11-13=-2019/3500
WEBS 3-19=-411/438, 4-19=-1153/2071, 5-19=-2135/1327, 16-18=-2215/3980, 6-18=-2386/4214,
6-16=-1649/1024, 6-15=-1789/1229, 7-15=-1177/1874, 8-15=-652/542,
8-13=-183/465,
10-13=-317/361
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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-1-0-0 to 5-0-0, Interior(1) 5-0-0 to 11-0-0, Exterior(2) 11-0-0 to 17-0-0,
Interior(1) 17-0-0 to 24-9-0, Exterior(2) 24-9-0 to 30-9-0, Interior(1) 30-9-0 to 41-0-0 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
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 a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 2 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 714 lb uplift at joint 2 and 617 lb uplift at
joint 11.
This item has been
electronically signed and
sealed by Velez, Joaquin, P
using a Digital Signature.
Printed copies of this
document are not considere
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 28,2020
AWARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek*
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610
Job
Truss
Type
Qty
Ply
LR..fsSpecial
T19548727
2244992-GROZA-DUNN
A14
1
1
Job Reference (optional)
Builders First Source, Plant City, FL - 32b66, 6.241.)s Feb / ZUZU MI I eK industries, Inc. Fri Feo ZB 1U:11:06 2UZU Pagel
ID:q ll8wLV Ni6YkTT7fiBJ8hFyw6EN-IHBDBgtl yKHzuhbU7vN UszPeICnRT6Nla9G BRUzgell
0- 1-4-1 9-0-0 12-1-12 150-0 18-6-0 23-2-0 26.4-0 32-10-2 40-0-0 41-0-
0- 5 4-1 3-7-15 3-1-12 2-10 4 3-6-0 4-8-0 3-2-0 6-6-2 7-1-14 0-
Scale = 1:75.5
5x8 =
5x6 =
8
8x14 MT20HS 8x14 MT20HS =
9
22
2x4 11
5.00 12
4x6 =
5x8
4 6
2x4 =
10
3
23 0
ui
5x12 = 21
2
19
20
11 N
12 4'
1
10x16 MT20HS =
Io
8x14 MT20HS =
ST1.5x8 STP =
18 17 16
15 14
13 ST1.5x8 STP =
3x4 II 8x10 = 4x6 =
5x8 = 5x8
2x4 II 5x6 =
2.50 12
9-1-8
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 FBC2017ITP12014
CSI.
TIC 0.89
BC 0.79
WB 0.92
Matrix-SH
DEFL. in
Vert(LL) -0.58
Vert(CT) -1.30
Horz(CT) 0.46
Wind(LL) 0.76
(loc) I/deft L/d
19 >813 360
19 >362 240
11 n/a n/a
19 >623 240
PLATES
MT20
MT20HS
Weight: 254 lb
GRIP
244/190
187/143
FT = 20
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied.
1A: 2x4 SP No. 1, 4-7: 2x6 SP No.2
BOT CHORD
Rigid ceiling directly applied or 4-5-1 oc bracing.
BOT CHORD 2x6 SP No.2 *Except*
WEBS
1 Row at midpt 7-16
2-20,19-20: 2x6 SP M 26, 6-18: 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
17-19: 2x4 SP No.1, 7-19: 2x4 SP No.2
REACTIONS. (size) 2=0-8-0, 11=0-8-0
Max Horz 2=-126(LC 17)
Max Uplift 2=-703(LC 12), 11=-598(LC 13)
Max Grav 2=1863(LC 1), 11=1863(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-6780/4468, 3-4=-6666/4139, 4-5=-6289/3988, 5-6=-8459/5302, 6-7=-8358/5248,
7-8=-3278/2182, 8-9=-2794/1986, 9-10=-3102/2034, 10-11=-3867/2386
BOT CHORD 2-20=-4081/6251, 19-20=-4555/7644, 17-18=-167/266, 16-17=-2815/4719,
15-16=-1639/2992, 13-15=-2074/3465, 11-13=-2072/3469
WEBS 3-20=-44/381, 4-20=-1315/2277, 17-19=-3029/5086, 7-19=-2392/4080, 7-17=-2248/1446,
7-16=-2215/1509, 8-16=-864/1369, 8-15=-541/355, 9-15=-515/840, 10-15=-783/595,
10-13=0/284, 5-20=-159411122, 5-19=-540/959
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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
This item has been
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-1-0-0 to 4-11-3, Interior(1) 4-11-3 to 9-0-0, Exterior(2) 9-0-0 to 15-1-12,
Interior(1) 15-1-12 to 23-2-0, Exterior(2) 23-2-0 to 324-0, Interior(1) 32-4-0 to 41-0-0 zone; cantilever left and right exposed ;C-C for
electronically signed and
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
sealed by Velez, Joaquin, P
3) Provide adequate drainage to prevent water ponding.
using a Digital Signature.
4) All plates are MT20 plates unless otherwise indicated.
Printed Copies of this
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
document are not considere
will fit between the bottom chord and any other members.
signed and sealed and the
7) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
signature must be verified
capacity of bearing surface.
on any electronic copies.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 703 lb uplift at joint 2 and 598 lb uplift at
Joaquin Velez PE No.68182
joint 11.
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 28,2020
AWARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. '
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19548728
2244992-GROZA-DUNN
A15
Roof Special Girder
1 r
Job Reference (optional)
t3wiciers First Jource, Plant Glty, FL - JZOUb, ' 0.1— s reu 1 —V IVII I GR II IUUMIICJ, n— r r aVo ,
ID:q II8wLVNi6YkTT7fiBJ8hFyw6EN-jstMprowFFfYl9K3p1 xBTb 17wPl_gUNIG7Ur2pzgeli
1-0-Q 7-0-0 11-11 4 1%0-0 16-6-0 18-11-1 , 21-2 0 , 28�-0 33-7-11 40-0-0 41-0-0
-0- 7-0-0 4-11.4 3-0-12 1-6-0 2-5-1 2-2-15 7-2-0 5-3-11 6 4-5
ST1.5x8 STP =
6x8 =
6x8 =
Special NAILED 8x14 MT20HS - 7 8
10x12 10x12 =
2.50 12
4x6 — Speclal
4 Special
10x12 = 4x6 = 18 17 JJ 16 �. 15JJ
Special NAILED NAILED
NAILED 2x4 I 5x8 = 3x8 =
NAILED 2x4 I I NAILED NAILED
10x16 MT20HS =
3x6 II NAILED
Special
4-6-12
15-0-0
3b 31 14 13 — J9 4U
NAILED 4x6 = 3x4 = LUS24
NAILED NAILED NAILED
Scale = 1:75.9
3x4
9
m
N
N
N
10
Io
12 ST1.5x8 STP =
2x4 I 3x6 =
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
CS].
TC 0.96
BC 0.99
WB 0.84
Matrix-SH
DEFL. in
Vert(LL) -0.66
Vert(CT) -1.42
Horz(CT) 0.45
Wind(LL) 0.96
(loc) I/deft L/d
19 >716 360
19 >333 240
10 n/a n/a
19 >491 240
PLATES
MT20
MT20HS
Weight: 757 lb
GRIP
244/190
187/143
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x6 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied or 3-1-9 oc purlins.
1-3: 2x4 SP No.1, 3-5: 2x8 SP 240OF 2.OE, 8-11: 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 SP No.1 *Except*
2-22: 2x6 SP No.2, 19-22: 2x8 SP 240OF 2.0E, 14-18: 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
5-17,16-19: 2x4 SP No.2, 6-19: 2x4 SP M 31
REACTIONS. (size) 2=0-8-0, 10=0-8-0
Max Horz 2=-108(LC 9)
Max Uplift 2=-1763(LC 8), 10=-1707(LC 9)
Max Grav 2=3585(LC 1), 10=3660(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-15419/7672, 3-4=-15617/7825, 4-5=-22110/10914, 5-6=-26484/13038,
6-7=-8518/4305, 7-8=-7911/4033, 8-9=-7463/3745, 9-10=-8306/3976
BOT CHORD 2-22=-7233/14489, 21-22=-10817/22105, 20-21=-12908/26502, 19-20=-12919/26525,
16-17=-286/585, 15-16=-4704/9725, 13-15=-3265/6790, 12-13=-3552/7507,
10-12=-3552/7507
WEBS 3-22=-2647/5721, 4-22=-6757/3366, 4-21=-356/1034, 17-19=-885/468, 5-19=-8384/4172,
7-15=-1454/2910, 8-15=-738/1480, 8-13=-873/1662, 9-13=-772/442, 9-12=-158/497,
16-19=-5396/11162, 6-16=-5785/2827, 6-15=-3620/1839, 5-21=-4572/2210,
6-19=-10324/21142, 18-20=-254/542
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 0-7-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-4-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. ll; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
6) All plates are MT20 plates unless otherwise indicated.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
This item has been
electronically signed and
sealed by Velez, Joaquin, P
using a Digital Signature.
Printed copies of this
document are not considere
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 28,2020
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek!
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19548728
2244992-GROZA-DUNN
A15
Roof Special Girder
1
'
Job Reference (optional)
Builders First Source, Plant City, FL - 32566, 8.240 s Feb 7 2020 MiTek Industries, Inc. Fri Feb 28 10:12:01 2020 Page 2
ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-jstMprwvFFfYi9K3pl xBTbl7wPl_gUNIG7Ur2pzgeli
NOTES-
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1763 lb uplift at joint 2 and 1707 Ib uplift at joint 10.
11) Use Simpson Strong -Tie LUS24 (4-SD9112 Girder, 2-SD9212 Truss, Single Ply Girder) or equivalent at 30-11-4 from the left end to connect truss(es) to back face of
bottom chord.
12) Fill all nail holes where hanger is in contact with lumber.
13) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines.
14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 277 lb up at 7-0-0, and 81 lb down and 91 lb up at
13-0-12, and 58 lb down and 65 lb up at 14-0-12 on top chord, and 541 lb down and 268 lb up at 7-0-0, and 207 lb down and 120 lb up at 16-0-12 on bottom chord. The
design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-70, 3-5=-70, 5-7=-70, 7-8=-70, 8-11=-70, 2-22=-20, 20-22=-20, 10-18=-20
Concentrated Loads (lb)
Vert: 3=-64(B)14=-236(B)23=-118(B)24=-118(B)25=-41(B) 26=-1 5(B) 27=-541 (B) 28=-89(B) 29=-89(B)30=-16(B)31=-18(B)32=-207(B)34=-141(B)35=-161(B)
36=-236(B)37=-236(B) 38=-236(B) 39=-1 21 (B) 40=-832(B)
®WARNING - Vor fy deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. '
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek"
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
T19548729
2244992-GROZA-DUNN
B1
Common
7
1
'
Job Reference (optional)
Builders First Source, Plant City, FL - 32566, 8.240 s Feb 7 2020 MiTek Industries, Inc. Fri Feb 28 10:12:12 2020 Page 1
ID:q II8wLVNi6YkTT7fiBJ8hFyw6EN-u_I W7c2pfe2_argByremQw_l HrY?IZHMoKfwxgzgelX
13-9-12
-1-0-0 4-5-8 7-6-4 -2-14 -0-10 10-8-0 12-3-6 13-1-2 16-10-8 214-0 22-4-0
1-0-0 4-5-8 3-0-12 -8-10 -9-11 1-7-6 1-7-6 -9-11 -8-10 3-0-12 4-5-8
Scale = 1:39.2
3x6 =
5x6 i 6 5.6 J
ST1.5x8 STP =
2x4 11 3x4 =
3x6 =
3x4 = 4x6 = 2x4
4-5-8 7-6-4 13-9-12 16-10-8 21-4-0
4-5-8 3-0-12 6-3-8 3-0-12 4-5-8
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in floc)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.89
Vert(LL)
-0.18 14-15
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.83
Vert(CT)
-0.51 14-15
>488
240
BCLL 0.0 *
Rep Stress Incr
YES
WB 0.44
Horz(CT)
0.06 10
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Wind(LL)
0.13 15
>999
240
LUMBER -
TOP CHORD
2x4 SP No.1 *Except*
4-5,7-8: 2x4 SP No.2
BOT CHORD
2x4 SP M 31 *Except*
10-13: 2x4 SP No.2
WEBS
2x4 SP No.3 *Except*
5-7,8-14,4-15: 2x4 SP No.2
REACTIONS.
(size) 2=0-8-0, 10=0-8-0
Max Horz 2=-100(LC 13)
Max Uplift 2=-134(LC 12), 10=-134(LC 13)
Max Grav 2=1358(LC 2), 10=1358(LC 2)
ST1.5x8 STP =
3x6 =
PLATES GRIP
MT20 244/190
Weight: 104 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 8-3-8 oc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2680/628, 3-4=-2530/379, 4-5=-2151/434, 5-6=0/480, 6-7=0/480, 7-8=-2152/434,
8-9=-2529/379, 9-10=-2690/623
BOT CHORD 2-16=-463/2412, 15-16=-463/2412, 14-15=-100/2239, 12-14=-481/2420, 10-12=-481/2420
WEBS 5-7=-2732/305, 8-14=0/802, 9-14=-408/448, 4-15=0/807, 3-15=404/453
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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 10-8-0, Exterior(2) 10-8-0 to 16-10-8,
Interior(1) 16-10-8 to 22-4-0 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
3) 400.01b AC unit load placed on the bottom chord, 10-8-0 from left end, supported at two points, 2-0-0 apart.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-7
7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 14-15
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 lb uplift at joint 2 and 134 lb uplift at
joint 10.
9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
I�
a
This item has been
electronically signed and
sealed by Velez, Joaquin, P
using a Digital Signature.
Printed copies of this
document are not considere
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 28,2020
AWARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19548730
2244992-GROZA-DUNN
B2
Common
3
1
'
Job Reference (optional)
Builders First Source, Plant City, FL - 32566, 8.240 s Feb 7 2020 MiTek Industries, Inc. Fri Feb 28 10:12:13 2020 Page 1
ID:q II8wLVNi6YkTT7fiBJ8hFyw6EN-MAbuKy3RQxArB?FN WZ9?z7 W HjFtgUwIWO_OUT7zgel W
13-9-12
-1-0-0 7-6-4 -2-14 9-0-0 10-8-0 12-4-0 13-1-2 16-8-0 2_4-0 22-0-0
1-0-0 7-6-4 -8-10 0-9-2 1-8-0 1-8-0 0-9-2 -8-10 2-10-0 4-8-0
Scale = 1:39.6
4x6 =
ST1.5x8 STP = 11 ST1.5x8 STP =
4x6 = - 2x4 II 3x12 MT20HS = ST1.5x8 STP — 3x6 =
6x8 = 2x4 I
7-6-4
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/defl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.52
Vert(LL)
-0.20 12-14
>969
360
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.93
Vert(CT)
-0.53 12-14
>373
240
MT20HS
187/143
BCLL 0.0 *
Rep Stress Incr
YES
WB 0.81
Horz(CT)
0.04 9
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Wind(LL)
0.27 2-14
>726
240
Weight: 92 lb
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 31
TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc purlins.
BOT CHORD 2x4 SP M 31
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.2
*Except*
8-12,8-11,5-15:
2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 11=0-8-0, 9=0-8-0
Max Horz 2=100(LC 16)
Max Uplift 2=-201(LC 12). 11=-27(LC 13), 9=-271(LC 12)
Max Grav 2=1249(LC 2), 11=707(LC 27), 9=969(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2259/442, 34=-1886/572, 4-5=-34/451, 5-6=-32/418, 6-7=-1903/574,
7-8=-2187/568, 8-9=-1700/960
BOT CHORD 2-14=-244/1960, 12-14=-244/1960, 11-12=-718/1533, 9-11=-718/1533
WEBS 3-14=0/593, 4-15=-2399/662, 6-15=-2399/662, 7-12=-2/651, 8-12=0/733, 8-11=-941/0
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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 10-8-0, Exterior(2) 10-8-0 to 16-8-0,
Interior(1) 16-8-0 to 22-4-0 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
3) 400.01b AC unit load placed on the bottom chord, 10-8-0 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 lost bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-15, 6-15
8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-14
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201 lb uplift at joint 2, 27 lb uplift at joint
11 and 271 lb uplift at joint 9.
10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
This item has been
electronically signed and
sealed by Velez, Joaquin, P
using a Digital Signature.
Printed copies of this
document are not considere
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
February 28,2020
® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 ray. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ITtak
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DS1349 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19548731
2244992-GROZA-DUNN
B3
Hip
1
1
'
Job Reference (optional)
Builders First Source, Plant City, FL - 32566, 8.240 s Feb 7 2020 MiTek Industries, Inc. Fri Feb 28 10:12:13 2020 Page 1
ID:q II8wLVNi6YkTT7fiBJ8hFyw6EN-MAbuKy3RQxArB?FN WZ9?z7W I6FuzU4bW0_OUT7zgel W
-1-0-0 5-8-11 9-0-0 12-4-0 16-8-0 21-4-0 22-4-0
1-0-0 5-8-11 3-3-5 3 4-0 44-0 4-8-0 1-0-0
4x6 =
4x6 =
Scale = 1:38.6
ST1.5x8 STP = 3x4 — 5x6 —_ ST1.5x8 STP =
3x8 = ST1.5x8 STP = 3x4 =
9-0-0
3.4-0
2x4 11
16-8-0 21-414
4-4-0 4-8-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.50
Vert(LL)
-0.20
2-11
>988
360
TCDL 15.0
Lumber DOL
1.25
BC 0.85
Vert(CT)
-0.47
2-11
>413
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.18
Horz(CT)
0.03
7
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Wind(LL)
0.19
2-11
>999
240
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 BOT CHORD
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 9=0-8-0, 7=0-8-0
Max Horz 2=-86(LC 17)
Max Uplift 2=-334(LC 12). 9=-309(LC 13), 7=-183(LC 9)
Max Grav 2=905(LC 1), 9=636(LC 24), 7=578(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1433/1081, 3-4=-1070/808, 4-5=-929/786, 5-6=-1061/798, 6-7=-826/534
BOT CHORD 2-11=-866/1266, 10-11=440/929, 9-10=-336/727, 7-9=-336/727
WEBS 3-11=-422/518, 4-11 =-1 48/342, 6-10=-220/344, 6-9=-561/619
PLATES GRIP
MT20 244/190
Weight: 95 Ib FT = 20%
Structural wood sheathing directly applied or 4-2-6 oc purlins.
Rigid ceiling directly applied or 6-1-2 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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 9-0-0, Exterior(2) 9-0-0 to 21-0-0, Interior(1)
21-0-0 to 22-4-0 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
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 334 lb uplift at joint 2, 309 lb uplift at
joint 9 and 183 lb uplift at joint 7.
Iv
0
This item has been
electronically signed and
sealed by Velez, Joaquin, P
using a Digital Signature.
Printed copies of this
document are not considere
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 28,2020
AWARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. '
Design valid for use only with MiTek(D connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek`
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPIf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19548732
2244992-GROZA-DUNN
B4
Hip
1
1
Job Reference (optional)
. Ity, r� - oc000, 8.240 s Feb 7 2020 MiTek Industries, Inc. Fri Feb 28 10:12:14 2020 Page 1
I D:qll8wLVNi6YkTT7fiBJ8hFyw6EN-gM9HYl43BFlip9gZ3GgEVL3S_fEvDXQfFe81?ZzgelV
1-0-0 5-8-1 1 9-0-0 12-4-0 15 7-5 21-4-0 22-4-0
1-0-0 5-8-11 3-3-5 3 4-0 3-3-5 5-8-11 1-0-0
4x6 =
4x6 =
Scale = 1:38.6
ST1.5x8 STP = 3x4 = 5x6 = ST1.5x8 STP =
4x6 =
4x6 =
1
9-0-0
1
34-0
9-0-0
Plate Offsets (X,Y)—
[9:0-3-0,0-3-01
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.55
Vert(LL)
-0.16
7-9
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.80
Vert(CT)
-0.37
7-9
>676
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.15
Horz(CT)
0.05
7
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Wind(LL)
0.14
2-10
>999
240
Weight: 92 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 BOT CHORD
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 7=0-8-0
Max Horz 2=-86(LC 13)
Max Uplift 2=-356(LC 12), 7=-356(LC 13)
Max Grav 2=1023(LC 1), 7=1023(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1733/1261, 34=-1408/1012, 4-5=-1256/973, 5-6=-1408/1012, 6-7=-1733/1261
BOT CHORD 2-10=-1030/1535, 9-10=-627/1256, 7-9=-1021/1535
WEBS 3-10=-388/491, 4-1 0=-1 91/344, 5-9=-191/344, 6-9=-388/491
Structural wood sheathing directly applied or 3-9-0 oc purlins.
Rigid ceiling directly applied or 5-7-7 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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 9-0-0, Exterior(2) 9-0-0 to 21-0-0, Interior(1)
21-0-0 to 22-4-0 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
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 lb uplift at joint 2 and 356 lb uplift at
joint 7.
This item has been
electronically signed and
sealed by Velez, Joaquin, P
using a Digital Signature.
Printed copies of this
document are not considere
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 28,2020
AWARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek!
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, DSB.89 and BCSI Building Component Blvd.
e 6904 ParkEast Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, Parke
36610
East