HomeMy WebLinkAboutAPPROVED russcut Sheets 2110-0358 Ravinia 3 GLLumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
MiTek �
RE: SYNERGY-RAVINIA-3-X - MiTek USA, Inc.
Site Information: 6904 Parke East Blvd.
Customer Info: SYNERGY HOMES Project Name: . Model: RAVINIA-3 Tampa, FL 33610-4115
Lot/Block: Subdivision: .
Address: ., .
City: . State: .
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: FBC2020/TP12014 Design Program: MiTek 20/20 8.4
Wind Code: ASCE 7-16 Wind Speed: 170 mph
Roof Load: 45.0 psf Floor Load: N/A psf
This package includes 29 individual, Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No. Seal# Truss Name Date
1
T25089606
Al
8/20/21
2
T25089607
A2
8/20/21
3
T25089608
A3
8/20/21
4
T25089609
A4
8/20/21
5
T25089610
A5
8/20/21
6
T25089611
A6
8/20/21
7
T25089612
A7
8/20/21
8
T25089613
A8
8/20/21
9
T25089614
A9
8/20/21
10
T25089615
A10
8/20/21
11
T25089616
All
8/20/21
12
T25089617
Al2
8/20/21
13
T25089618
A13
8/20/21
14
T25089619
B1
8/20/21
15
T25089620
B2
8/20/21
16
T25089621
B3
8/20/21
17
T25089622
B4
8/20/21
18
T25089623
CJ 1
8/20/21
19
T25089624
CJ2
8/20/21
20
T25089625
CJ3
8/20/21
21
T25089626
CJ4
8/20/21
22
T25089627
CJ5
8/20/21
No. Seal# Truss Name Date
23
T25089628
CJ6
8/20/21
24
T25089629
EJ2
8/20/21
25
T25089630
EJ7
8/20/21
26
T25089631
EJ71
8/20/21
27
T25089632
HJ2
8/20/21
28
T25089633
HJ7
8/20/21
29
T25089634
HJ71
8/20/21
The truss drawing(s) referenced above have been prepared by MiTek USA, Inc.
under my direct supervision based on the parameters
provided by Builders FirstSource (Fort Pierce).
Truss Design Engineer's Name: Lee, Julius
My license renewal date for the state of Florida is February 28, 2023.
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.
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• 348
♦ Y A �
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:� STATE OF :4UZ
10
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0 N A'
Julius Lee PE No.34869
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 20,2021
Lee, Julius 1 of 1
Job
Truss
Truss Type
Qty
Ply
T25089606
SYNERGY-RAVINIA-3-X
Al
HIP GIRDER
1
2
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:56:59 2021 Page 1
ID:V3Ar?ncGm_iJJlgfZlyDcnzZ508-RuJA8JwCamTT61Nf7q HsXgZcZ7LD6?pu4?7ulZymFPo
r1-0-0, 3-7-11 7-0-0 10-2-0 13-4-0 16-4-4 19-6-4 22-10-0 25-0-0 29-10-0 a0-10-0
1-0-0 3-7-11 3 4-5 3-2-0 3-2-0 3-0-4 3-2-0 3-3-12 2-2-0 4-10-0 1-0-0
Scale = 1:55.1
Special NAILED NAILED NAILED NAILED NAILED
4.00 12 NAILED
6x8 = 5x8 = 3x4 11 NAILED 3x6 = 3x4 =
4 21 5 22 6 23 24 257 26 27 8 28
Special
7x10 =
2x4 =
ST1.5x8 STP = 20 29 19 30 18 17 — NAILED NAILED Special ST1.5x8 STP =
5x6 = 3x4 = 5x12 = 4x4 11 NAILED 6x8 =
Special 7x14 MT20HS = 2.00 L12 3x8 MT20HS II
NAILED NAILED NAILED NAILED
7-0-0
10-2-0
16-4-4
19-6-4
22-6-8
29-10-0
7-0-0
3-2-0
6-2-4
3-2-0
3-0-4
7-3-8
Plate Offsets (X,Y)--
[2:0-3-7,0-0-12], [4:0-4-0,0-2-6],
[5:0-3-8,0-2-8],
[9:0-4-0,0-4-8], [11:0-3-6,3-2-2],
[11:0-1-10,2-0-3],
[11:0-1-2,0-2-7],
[13:0-9-4,0-4-4], [16:0-6-8,0-4-0],
[18:0-2-0,0-0-8]
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc) I/deft
Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.90
Vert(LL) -0.52
17 >674
360
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.82
Vert(CT) -1.18
17 >298
240
MT20HS
187/143
BCLL 0.0 *
Rep Stress Incr
NO
WB 0.63
Horz(CT) 0.34
11 n/a
n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Wind(LL) 0.79
17 >445
240
Weight: 395 lb
FT = 20%
LUMBER -
TOP CHORD
2x4 SP No.2 *Except*
4-9: 2x6 SP No.2
BOT CHORD
2x6 SP M 26 *Except*
2-17: 2x6 SP No.2, 6-18: 2x4 SP No.1
WEBS
2x4 SP No.3 *Except*
16-19,5-16,7-16: 2x6 SP No.2
WEDGE
Right: 2x6 SP No.2
REACTIONS. (size) 2=0-8-0, 11=0-8-0
Max Horz 2=102(LC 7)
Max Uplift 2=-1300(LC 8), 11=-1307(LC 8)
Max Grav 2=2699(LC 1), 11=2721(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins.
BOT CHORD Rigid ceiling directly applied or 8-2-7 cc bracing. Except:
10-0-0 cc bracing: 16-18
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-6312/2897, 3-4=-6629/3009, 4-5=-8039/3682, 5-6=-15256/6785, 6-7=-15693/6969,
7-8=-16063/7111, 8-9=-14568/6487, 9-10=-11739/5248, 10-11=-10523/4772
BOTCHORD 2-20=-2608/5788, 19-20=-2733/6271, 18-19=-533/1201, 16-18=-16/328,
15-16=-6947/16063, 14-15=-6322/14567, 13-14=-5042/11632, 11-13=-4398/9816
WEBS 3-20=-455/744, 4-20=0/401, 4-19=-986/2254, 5-19=-3846/1803, 16-19=-3176/7277,
5-16=-3370/7836, 9-13=-815/2050, 10-13=-769/1707, 9-14=-1377/3216, 7-16=-440/174,
8-14=-1053/592, 7-15=-413/331, 8-15=-674/1673
"Special" indicates special hanger(s) or other
connection device(s) required at location(s)
shown. The design/selection of such special
connection device(s) is the responsibility of
others. This applies to all applicable truss
designs in this job.
NOTES-
1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 cc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc, 2x4 - 1 row at 0-9-0 cc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 cc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
6) Provide adequate drainage to prevent water ponding.
7) All plates are MT20 plates unless otherwise indicated.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
`vL1U S
34869
:cam
411 •
.40
i
•
��//1111111��
Julius Lee PE No.34869
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 20,2021
t between the bottom chord and any other members.
Continued on gagVe 2
AL WARNIN - erify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPll Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089606
SYNERGY-RAVINIA-3-X
Al
HIP GIRDER
1
2
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:56:59 2021 Page 2
I D:V3Ar?ncGm_iJJlgfZlyDcnzZ508-RuJA8JwCamTT6INf7q HsXgZcZ7LD6?pu4?7ulZymFPo
NOTES-
10) Bearing at joint(s) 11 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 1300 lb uplift at joint 2 and 1307 lb uplift at joint 11.
12) "NAILED" indicates 3-10d (0.148"xY) or 3-12d (0.148"x3.25') toe -nails per NDS guidlines.
13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 396 lb down and 382 lb up at 7-0-0, and 313 lb down and 289 lb up at
22-10-0 on top chord, and 357 lb down and 140 lb up at 7-0-0, and 515 lb down and 255 lb up at 22-6-8 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: 1-4=-70, 4-9=-70, 9-12=-70, 2-18=-20, 17-18=-20, 13-16=-20, 11-13=-20
Concentrated Loads (lb)
Vert:4=-215(B) 9=-117(B)18=-58(B)6=-139(B)13=-515(B)20=-352(B)21=-139(B)22=-139(B)24=-117(B)26=-117(B)27=-117(B)28=-117(B)29=-58(B)
30=-58(B) 31 =-80(B) 32=-80(B) 33=-80(B) 34=-80(B)
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPll Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089607
SYNERGY-RAVINIA-3-X
A2
Hip
1
2
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:57:06 2021 Page 1
I D:V3Ar?ncGm_iJJlgfZlyDcnzZ5O8-kEEgcj?bwwMUSN P02ovVJ9MvaylXFANvhbKmVfymFPh
r1-0-0, 5-6-13 9-0-0 13-4-0 16-11-4 20-10-0 24-3-3 29-10-0 a0-10-0
1-0-0 5-6-13 3-5-3 4 4-0 3-7 4 3-10-12 3-5-2 5-6-14 1-0-0
Scale = 1:55.1
4.00 12
5x8 — 2x4 11 4x4 =
3x4 =
4 18 5 19 20 6 21 7
ST1.5x8 STP = 16 15 14 ST1.5x8 STP =
4x4 — 5x8 — 2x4 11 4x6 =
2.00 12
9-0-0 13-4-0 20-6-8
29-10-0
9-0-0 4 4-O 7-2-8
9-3-8
Plate Offsets (X,Y)-- [2:0-0-0,0-1-111, [4:0-5-4,0-2-81, [10:0-3-8,0-1-141, [13:0-4-0,0-2-41
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.53
Vert(LL) -0.26 14 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.72
Vert(CT) -0.61 12-13 >579 240
BCLL 0.0 *
Rep Stress Incr YES
WB 0.58
Horz(CT) 0.23 10 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Wind(LL) 0.39 14 >899 240
Weight: 291 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-6 cc purlins.
BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-6-5 cc bracing. Except:
5-15: 2x4 SP No.3 10-0-0 cc bracing: 13-15
WEBS 2x4 SP No.3
SLIDER Right 2x4 SP No.3 2-9-3
REACTIONS. (size) 2=0-8-0, 10=0-8-0
Max Horz 2=130(LC 11)
Max Uplift 2=-706(LC 12), 10=-681(LC 12)
Max Grav 2=1435(LC 1), 10=1412(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-3028/2345, 3-4=-2769/2092, 4-5=-5362/3984, 5-6=-5508/4071, 6-7=-4716/3487,
7-8=-4881/3537, 8-10=-4916/3769
BOT CHORD 2-16=-2110/2772, 5-13=-272/343, 12-13=-3817/5367, 10-12=-3435/4573
WEBS 3-16=-273/397, 4-16=-601/490, 13-16=-1674/2536, 4-13=-2170/3046, 6-13=-18/271,
6-12=-858/718, 7-12=-778/1186, 8-12=-56/379
O2- otruss be ") follows:
'
\-Ju s
to connectedtogether withnails as
,, X
chords connected 1 row at 031"
p
Bottom follows: 2x4 1 0-9-0
,,`%
,
�� G E N s+*.•••
chords connected as - row at cc.
,,� ••.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
i
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
34869
•;
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 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
= -0 ; • c
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-9 to 4-11-7, Interior(1) 4-11-7 to 9-0-0, Exterior(2R)
-33 ;•
9-0-0 to 17-5-13, Interior(1) 17-5-13 to 20-10-0, Exterior(2R) 20-10-0 to 29-3-13, Interior(1) 29-3-13 to 30-10-9 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
4.0. •• A, Q •� ��
5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
stS� • •�`
to the use of this truss component.
• • • • • • �,
6) Provide rainage to prevent
48111111
7) Thisadequate
truss been designed for a 10.0 psfrbottom 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
Julius Lee PE No.34869
will fit between the bottom chord and any other members.
MiTek USA, Inc. FL Cert 6634
9) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
6904 Parke East Blvd. Tampa FL 33610
capacity of bearing surface.
Date:
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 706 lb uplift at joint 2 and 681 lb uplift
August 20,2021
at joint 10.
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089608
SYNERGY-RAVINIA-3-X
A3
Hip
1
1
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:57:07 2021 Page 1
I D:V3Ar?ncGm_iJJlgfZlyDcnzZ5O8-CQoCp2ODhEUL3W_CbWQksMu2cM 1 t_cy3wF3J 15ymFPg
r1-0-0, 5-7-11 11-0-0 13-4-0 18-10-0 24-2-4 29-10-0 a0-10-0
1-0-0 5-7-11 5 4-5 2 4-0 5-6-0 5 4-4 5-7-12 1-0-0
Scale = 1:55.1
8x10
4.00 12
6x8 =
2x4 3x6
5 21 22 6 7
ST1.5x8 STP = 18 17 16 '" ST1.5x8 STP =
5x6 — 2x4 11 5x12 = 2x4 2.00112 7x10 = 3x6 =
5-7-11 11-0-0 13-4-0 18-8-8 24-2-4
29-10-0
5-7-11 5 4-5 2 4-0 5 4-8 5-5-12
5 7-12
Plate Offsets (X,Y)-- [2:0-3-3,0-1-4], [4:0-7-8,0-3-0], [6:0-5-4,0-3-12], [10:0-6-4,0-4-4], [13:0-4-0,0-4-0]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.64
Vert(LL) -0.30 15 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.97
Vert(CT) -0.69 15 >504 240
BCLL 0.0 *
Rep Stress Incr YES
WB 0.69
Horz(CT) 0.31 10 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Wind(LL) 0.46 15 >762 240
Weight: 181 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied or 2-10-9 oc purlins.
4-6: 2x6 SP No.2, 6-7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except:
BOT CHORD 2x6 SP No.2 *Except* 10-0-0 oc bracing: 14-16
5-16: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
14-17,4-14: 2x4 SP No.2
SLIDER Right 2x4 SP No.3 2-4-13
REACTIONS. (size) 2=0-8-0, 10=0-8-0
Max Horz 2=151(LC 11)
Max Uplift 2=-699(LC 12), 10=-700(LC 12)
Max Grav 2=1421(LC 1), 10=1420(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-3147/2408, 3-4=-2625/2060, 4-5=-4738/3619, 5-6=-4828/3674, 6-8=-4887/3522,
8-10=-4848/3449
BOT CHORD 2-18=-2182/2886, 17-18=-2182/2886, 5-14=-290/326, 13-14=-3145/4696,
12-13=-3163/4530, 10-12=-3145/4507
WEBS /60, 14-17=-2028/2935, 4-14=-2107/3044, 6-14=-222/427,
6-13=-524/913, 8-13=-128 452
`,���,vL�V
NOTES-
EN5+�••.� Ili
1) Unbalanced roof live loads have been considered for this design. i
2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. 34869
�;
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-9 to 4-11-7, Interior(1) 4-11-7 to 11-0-0, Exterior(2E)
*
11-0-0 to 18-10-0, Exterior(2R) 18-10-0 to 27-3-13, Interior(1) 27-3-13 to 30-10-9 zone;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 = -�
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specificft
to the use of this truss component.
O
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.
...OR R \
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
�' • •`� ,�N
'��,,11 N A�
will bottom and any other
train members.
%
using ANSI/TPI 1 angle to rain formula. Building designer should verify
7 Bearingeat oenttse10 considers derrsd parallel t
1 O p 9 9 9 9 9 9 fY
�`
capacity of bearing surface.
Julius Lee PE No.34869
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 699 lb uplift at joint 2 and 700 lb uplift at
MiTek USA, Inc. FL Cert 6634
joint 10.
6904 Parke East Blvd. Tampa FL 33610
Date:
August 20,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089609
SYNERGY-RAVINIA-3-X
A4
Hip
1
1
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:57:08 2021 Page 1
ID:V3Ar?ncGm_iJJlgfZlyDcnzZ5O8-hcLal01 rSXcChgZ09DxzOaRELIRDj2bC9vpsaXymFPf
r1-0-0, 5-6-0 9-1-13 13-0-0 1a-4,-0 16-10-0 23-2-4 29-10-0 a0-10-0
1-0-0 5-6-0 3-7-13 3-10-3 0-4-0 3-6-0 6-4-4 6-7-12 1-0-0
Scale = 1:55.1
6x8 = 6x8 =
5 18 19 6
ST1.5x8 STP = 15 14 ST1.5x8 STP =
5x6
5x12 = 2x4 2.00 L12 6x8 =
9-1-13
13-4-0 16-8-8
23-2-4 29-10-0
9-1-13
4-2-3
3-4-8
6-5-12 6-7-12
Plate Offsets (X,Y)-- [2:0-3-3,0-1-41, [5:0-4-0,0-2-41, [6:0-4-0,0-2-61, [8:0-4-0,0-3-91, [11:0-5-4,0-4-01, [12:0-5-8,0-3-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.58
Vert(LL) -0.30
13 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.77
Vert(CT) -0.68
13 >512 240
BCLL 0.0 *
Rep Stress Incr YES
WB 0.73
Horz(CT) 0.30
8 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Wind(LL) 0.43
13 >811 240
Weight: 173 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 31 *Except*
TOP CHORD
Structural wood sheathing directly applied or 3-1-8 oc purlins.
5-6: 2x6 SP No.2
BOT CHORD
Rigid ceiling directly applied or 4-4-13 oc bracing. Except:
BOT CHORD 2x6 SP No.2 *Except*
10-0-0 oc bracing: 12-14
5-14: 2x4 SP No.3, 8-11: 2x6 SP M 26
WEBS 2x4 SP No.3 *Except*
12-15: 2x4 SP No.2
REACTIONS. (size) 2=0-8-0, 8=0-8-0
Max Horz 2=179(LC 11)
Max Uplift 2=-697(LC 12), 8=-698(LC 12)
Max Grav 2=1425(LC 1), 8=1423(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-3091/2317, 3-4=-2799/2078, 4-5=-4741/3337, 5-6=-4133/2945, 6-7=-4368/3000,
7-8=-5194/3613
BOT CHORD 2-15=-2097/2831, 5-12=-889/1389, 11-12=-2800/4391, 10-11=-3327/4871,
8-10=-3315/4855
WEBS 4-15=-1309/983,5-11=-491/265,6-11=-552/960,7-11=-882/818,4-12=-1107/1906,
,J1���111 11
12-15=-1994/2953, 3-15=-291/360
t js C��,♦♦♦
NOTES-
1) Unbalanced live loads have been for this design.
,%%%%,�`
��, �� G E N .♦♦�
� S<C`••�
roof considered
,•��,�
2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-9 to 4-11-7, Interior(1) 4-11-7 to 13-0-0, Exterior(2E)
13-0-0 to 16-10-0, Exterior(2R) 16-10-0 to 25-3-13, Interior(1) 25-3-13 to 30-10-9 zone;C-C for members and forces & MWFRS for
N 34869
* �� •;
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
-�
to the use of this truss component.
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.
.•
.♦♦1�
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
�• . O R
' • •"�
will fit between the bottom chord and any other members.
♦ ��
♦♦♦�0 N A11
7) Bearingconsiders parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
� E
capacity fbearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 697 lb uplift at joint 2 and 698 lb uplift at
Julius Lee PE No.34869
joint 8.
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 20,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089610
SYNERGY-RAVINIA-3-X
A5
Roof Special
5
1
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:57:09 2021 Page 1
-5-I D:V3Ar?ncGm_iJJlgfZlyDcnzZ-5O8-9pvyEk2TDrk3Jg8ajxTCxnJY9n2SRpMNYYQ6ymFPe
6 3-43 430 87 3-199 29-1_0 -10
6 10 9 1-0r11-00--00, 7 -3-
Scale = 1:54.1
6x8 =
4.00 12
2x4 11
' r
I�
a
ST1.5x8 STP = 18 17 ST1.5x8 STP =
5x6 = 5x12 = 2x4 5x8 =
9-1-13 13-4-0 18-8-7 23-9-9
29-10-0
N--0 3-7-13 4-2-3 5-4-7 5-1-2
6-0-7
Plate Offsets (X,Y)-- [2:0-3-3,0-14], [9:0-3-0,Edge], [11:0-1-10,Edge], [14:0-5-0,0-4-8], [15:0-3-4,0-3-12]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 1.00
Vert(LL) -0.40 16 >882 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.73
Vert(CT) -0.91 16 >385 240
BCLL 0.0
Rep Stress Incr YES
WB 0.98
Horz(CT) 0.38 11 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Wind(LL) 0.57 16 >609 240
Weight: 174 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-7 oc purlins.
BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-2-13 oc bracing. Except:
6-17: 2x4 SP No.3, 11-14: 2x6 SP M 26 10-0-0 oc bracing: 15-17
WEBS 2x4 SP No.3 *Except*
15-18: 2x4 SP No.2
REACTIONS. (size) 2=0-8-0, 11=0-8-0
Max Horz 2=205(LC 11)
Max Uplift 2=-699(LC 12), 11=-700(LC 12)
Max Grav 2=1421(LC 1), 11=1420(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-3073/2076, 3-5=-2791/1887, 5-6=-5305/3401, 6-7=-5258/3463, 7-8=-4600/3170,
8-10=-4620/3032, 10-11=-5043/3272
BOT CHORD 2-18=-1853/2813, 14-15=-1979/3553, 13-14=-3001/4722, 11-13=-2989/4704
WEBS 3-18=-278/313, 5-18=-1416/973, 15-18=-1833/3013, 5-15=-1327/2391, 7-15=-1641/2585,
7-14=-914/1198, 8-14=-339/419, 10-14=-461/326
1) Unbalanced live loads have been for design.
SLF���I�,
roof considered this
,�`ju
2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS C-C Exterior(2E) to 4-11-7, Interior(1) 4-11-7 to 14-11-0, Exterior(2R)
��� •• • G E N ��
S�C`�•,� ��
(directional) and -1-0-9
,••�,�
`��
14-11-0 to 20-11-0, Interior(1) 20-11-0 to 30-10-9 zone;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60 NO 34869
•;
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
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 i
will fit between the bottom chord and any other members. i
6) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
T % A' Q;••
capacity of bearing surface.
•• • 0 R \ O \�,���
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 699 lb uplift at joint 2 and 700 lb uplift at
s ....... •G• `�
0%
joint 11.
�jS�ONA\-
1811111111���
Julius Lee PE No.34869
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 20,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089611
SYNERGY-RAVINIA-3-X
A6
Roof Special
5
1
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:57:10 2021 Page 1
ID: V3Ar?ncGm_iJJlgfZlyDcnzZ508-d?TKS435_9sww_jnHe_RT?W UQZ7GBuOVcClzeQym FPd
r1-0-0, 5-6-0 9-1-13 13-4-0 14-11-0 18-8-7 23-9-9 29-10-0 a0-10-0
1-0-0 5-6-0 3-7-13 4-2-3 1-7-0 3-9-7 5-1-2 6-0-7 1-0-0
Scale = 1:54.1
6x8 =
4.00 12
2x4 11
' r
I�
a
ST1.5x8 STP = 17 16 ST1.5x8 STP =
5x6 = 5x12 = 2x4 11 5x8 =
9-1-13 13-4-0 18-8-7 23-9-9
29-10-0
N--0 3-7-13 4-2-3 5-4-7 5-1-2
6-0-7
Plate Offsets (X,Y)-- [2:0-3-3,0-14], [9:0-3-0,Edge], [11:04-0,0-3-91, [14:0-5-0,0-4-8], [15:0-3-8,0-3-12]
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 0.99
Vert(LL) -0.38 14-15 >918 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.67
Vert(CT) -0.86 14-15 >405 240
BCLL 0.0 *
Rep Stress Incr YES
WB 0.96
Horz(CT) 0.38 11 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Wind(LL) 0.56 14-15 >630 240
Weight: 171 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-12 oc purlins.
BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-2-5 oc bracing.
6-16: 2x4 SP No.3, 11-14: 2x6 SP M 26
WEBS 2x4 SP No.3 *Except*
15-17: 2x4 SP No.2
REACTIONS. (size) 2=0-8-0, 11=0-8-0
Max Horz 2=205(LC 11)
Max Uplift 2=-705(LC 12), 11=-705(LC 12)
Max Grav 2=1409(LC 1), 11=1409(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-3040/2093, 3-5=-2756/1905, 5-6=-5212/3449, 6-7=-5165/3510, 7-8=-4543/3198,
8-10=-4563/3061, 10-11=-4995/3296
BOT CHORD 2-17=-1869/2782, 14-15=-2008/3497, 13-14=-3024/4677, 11-13=-3012/4658
WEBS 3-17=-280/312, 5-17=-1390/987, 15-17=-1857/2979, 5-15=-1355/2336, 7-15=-1670/2527,
7-14=-912/1200, 8-14=-339/419, 10-14=-470/322
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
,�� �.• G E N '•
S4C`'•,
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-9 to 4-11-7, Interior(1) 4-11-7 to 14-11-0, Exterior(2R)
,•'�,�
,��
14-11-0 to 20-11-0, Interior(1) 20-11-0 to 30-10-9 zone;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60 34869
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
*
to the use of this truss component.
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.
O �
6) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
,�j
capacity of bearing surface.
' . O R O • � Z
7) Provide 1 mechanical connection (by others) of truss to bearing plate capable of withstanding 705 lb uplift at joint 2 and 705 lb uplift at
�� /O N AL �?�`��
joint
100
Julius Lee PE No.34869
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 20,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089612
SYNERGY-RAVINIA-3-X
A7
Hip
1
1
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:57:12 2021 Page 1
I D:V3Ar?ncGm_iJJlgfZlyDcnzZ5O8-ZOb5sm4LWm6dAlt9O3OvZQcgHNINfsGo4Wn4jJymFPb
r1-0-q 5-6-0 9-1-13 13-4-0 1$-$-8 16-1-8 20-7-3 25-0-13 29-10-0 $0-10-p
1-0-0 5-6-0 3-7-13 4-2-3 0-4-8 2-5 0 4-5-11 4-5-11 4-9-3 1-0-0
Scale = 1:56.2
2x4 11
4.00 12 5x6
6 7
5x6 =
ST1.5x8 STP =
20 19 Z.uu I 1Z ST1.5x8 STP =
5x6 — 5x12 — 2x4 11 7xl0 = 3x6 =
9-1-13 13-4-0 16-3-0 22-10-12
29-10-0
9-1-13 4-2-3 2-11-0 6-7-12
6-11-4
Plate Offsets (X,Y)-- [2:0-3-7,0-1-4], [10:0-3-0,Edge], [13:0-6-4,0-4-4], [17:0-4-0,0-1-4], [18:0-3-0,0-3-12]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.90
Vert(LL) -0.33 15-17 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.94
Vert(CT) -0.74 15-17 >471 240
BCLL 0.0 *
Rep Stress Incr YES
WB 0.68
Horz(CT) 0.32 13 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Wind(LL) 0.48 15-17 >734 240
Weight: 179 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-9-2 oc purlins.
BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
6-19: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
18-20: 2x4 SP No.2
OTHERS 2x4 SP No.3
SLIDER Right 2x4 SP No.3 2-3-0
REACTIONS. (size) 2=0-8-0, 13=0-8-0
Max Horz 2=190(LC 11)
Max Uplift 2=-705(LC 12), 13=-705(LC 12)
Max Grav 2=1409(LC 1), 13=1409(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-3040/2286, 3-5=-2753/2063, 5-6=-4163/3019, 6-7=-4086/3065, 7-8=-3738/2718,
8-9=-4054/2857, 9-11=-4771/3331, 11-13=-4800/3456
BOT CHORD 2-20=-2067/2782, 17-18=-2345/3674, 15-17=-3132/4582, 13-15=-3161/4458
WEBS 3-20=-284/337, 5-20=-1077/857, 18-20=-1918/2804, 5-18=-798/1371, 7-18=-885/1113,
,
8-17=-675/1051,9-17=-839/820
,`���,,�L�US
NOTES-
`� G E•N S�••,�
1) Unbalanced roof live loads have been considered for this design.
�� ,••� ��
2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-9 to 4-11-7, Interior(1) 4-11-7 to 13-8-8, Exterior(2E) 34869
�;
13-8-8 to 16-1-8, Exterior(2R) 16-1-8 to 24-7-5, Interior(1) 24-7-5 to 30-10-9 zone;C-C for members and forces & MWFRS for
* ;•
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
Ya✓
4) Provide adequate drainage to prevent water ponding.
0 ,• ;
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
��j 0 R \ 'D
�i ......... •�� ��
will fit between the bottom chord and any other members.
7) Bearing13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity fbearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 705 lb uplift at joint 2 and 705 lb uplift at
Julius Lee PE No.34869
joint 13.
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 20,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089613
SYNERGY-RAVINIA-3-X
A8
Hip
1
1
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:57:13 2021 Page 1
ID:V3Ar?ncGm_iJJlgfZlyDcnzZ508-1 a9T465_H4EUnRSMymX85d81 Bm6YOHaxIAWdFlymFPa
r1-0-q 6-0-11 11-10-0 13-4-0 15-8-0 18-0-0 23-9-5 29-10-0 a0-10-0
1-0 00 6-0-11 5-9-5 1-6-0 2-4-0 2-4-0 5-9-5 6-0-11 1-0-0
4.00 12
7x10 = 2x4 I
3x4 =
4 5 21 6
5x8
3x6
8
ST1.5x8 STP = 18 17 16 13 12 ST1.5x8 STP =
5x6 =
2x4 11 7x10 = 2x4 II
3x4 11 5x6 =
5x6 =
Scale = 1:55.1
6-0-11 11-10-0
13 4-0
18-0-0
23-9-5 29-10-0
6-0-11 5-9-5
1-6-0
4-8-0
5-9-5 6-0-11
Plate Offsets (X,Y)-- [2:0-3-3,0-1-4], [4:0-7-4,0-2-12], [7:0-6-4,0-1-12], [10:0-3-7,0-1-41, [14:0-3-12,0-3-12], [15:0-4-4,0-4-41
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.83
Vert(LL)
-0.28 14-15 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.88
Vert(CT)
-0.64 14-15 >546 240
BCLL 0.0 *
Rep Stress Incr YES
WB 0.81
Horz(CT)
0.26 10 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Wind(LL)
0.42 14-15 >833 240
Weight: 188 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD Structural wood sheathing directly applied.
4-7: 2x6 SP No.2
BOT CHORD Rigid ceiling directly applied or 4-2-15 oc bracing.
BOT CHORD 2x6 SP No.2 *Except*
WEBS
1 Row at midpt 12-14
5-16,7-13: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
3-17,15-17,4-15,12-14: 2x4 SP No.2
REACTIONS. (size) 2=0-8-0, 10=0-8-0
Max Horz 2=161(LC 11)
Max Uplift 2=-705(LC 12), 10=-705(LC 12)
Max Grav 2=1409(LC 1), 10=1409(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-3104/2382, 3-4=-2506/1989, 4-5=-4136/3207, 5-6=-4220/3260, 6-7=-4341/3246,
7-9=-4505/3280, 9-10=-3088/2246
BOT CHORD 2-18=-2153/2845, 17-18=-2153/2845, 14-15=-3008/4350, 7-14=-599/931,
10-12=-1993/2823
WEBS 3-17=-642/575, 4-17=-2437/1736, 15-17=-2473/3571, 4-15=-2254/3296,
12-14=-1977/2785, 9-14=-944/1410, 9-12=-765/693, 6-15=-277/219
Ju s C����i
i
NOTES-
1) Unbalanced live loads have been for this design.
G E N
� \ `S�••,• ��
roof considered
,••1,
2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-9 to 4-11-7, Interior(1) 4-11-7 to 11-10-0, Exterior(2E)
N 0 34869
•;
11-10-0 to 18-1-12, Exterior(2R) 18-1-12 to 26-7-9, Interior(1) 26-7-9 to 30-10-9 zone;C-C for members and forces & MWFRS for
* ;�
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
* =
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
i O
44/ Z
4) Provide adequate drainage to prevent water ponding.
0 •;
�i •••
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
�` 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
, O R X V
•• •
will fit between the bottom chord and an other members.
7) Provide truss to bearing 705 lb 2 705 lb
s ........
�,0 N A
5-811111
mechanical connection (by others) of plate capable of withstanding uplift at joint and uplift at
WO
joint 10.
I
Julius Lee PE No.34869
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 20,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089614
SYNERGY-RAVINIA-3-X
A9
Hip
1
1
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:57:14 2021 Page 1
ID: V3Ar?ncGm_iJJlgfZlyDcnzZ508-VmjrHS6c2NMLPbl YW U2NerhEkATw71Q5XgGBn BymFPZ
r1-0-0, 5-0-11 9-10-0 13-4-0 ,14-11-0 18-0-0 , 20-0-0 24-9-5 29-10-0 10-10-0
1-0-0 5-0-11 4-9-5 3-6-0 1-7-0 3-1-0 2-0-0 4-9-5 5-0-11 1-0-0
8x10 % 2x4 II
4.00 12
3x8 =
23 6 24
2x4 11 8x10
ST1.5x8 STP = 21 20 19 "" 14 13 12 ST1.5x8 STP =
Sx6 =
2x4 11
5x8 = 3x4 11
3x4 11 5x8 = 2x4 11
5x6 =
Scale = 1:55.1
5-0-11 9-10-0
11-10-0
13 4-0 ,14-11-0 18-0-0 20-0-0 24-9-5 29-10-0
5-0-11 4-9-5
2-0-0
1-6-0 1-7-0
3-1-0 2-0-0 4-9-5 5-0-11
Plate Offsets (X,Y)-- [2:0-3-7,0-1-41, [4:0-7-8,0-3-0], [8:0-7-8,0-3-0], [10:0-3-7,0-1-41, [13:0-3-0,0-2-41, [15:0-5-0,0-3-81, [17:0-5-0,0-3-8], [20:0-1-8,0-2-4]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.65
Vert(LL) -0.28
18 >999 360
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC
0.81
Vert(CT) -0.65
18 >538 240
BCLL 0.0 *
Rep Stress Incr YES
WB
0.70
Horz(CT) 0.22
10 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Wind(LL) 0.43
18 >816 240
Weight: 192 lb
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied or 3-1-7 oc purlins.
4-8: 2x6 SP No.2
BOT CHORD
Rigid ceiling directly applied or 4-11-10 oc bracing.
Except:
BOT CHORD 2x6 SP No.2 *Except*
10-0-0 oc bracing: 17-19
5-19,7-14: 2x4 SP No.3, 15-17: 2x6 SP M 26
WEBS 2x4 SP No.3 *Except*
17-20,4-17,13-15,8-15: 2x4 SP No.2
REACTIONS. (size) 2=0-8-0, 10=0-8-0
Max Horz 2=138(LC 11)
Max Uplift 2=-695(LC 12), 10=-698(LC 12)
Max Grav 2=1428(LC 1), 10=1423(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-3145/2367, 3-4=-2771/2116, 4-5=-4862/3608, 5-6=-4934/3659, 6-7=-4890/3658,
7-8=-4818/3609, 8-9=-2756/2123, 9-10=-3130/2375
BOT CHORD 2-21=-2143/2884, 20-21=-2143/2884, 16-17=-3661/5309, 15-16=-3661/5309,
12-13=-2120/2869, 10-12=-2120/2869
WEBS 4-20=-1650/1139, 17-20=-2095/3063,4-17=-2106/3123, 13-15=-2077/3053,
8-15=-2151/3083, 8-13=-1624/1150, 6-17=-524/411, 6-15=-574/385, 3-20=-391/392,
9-13=-394/393
�,
S• `FF ,ICI
JJ`'u
NOTES-
•'•�GENs
1 ) Unbalanced roof live loads have been considered for this design.
N 34869
2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
•
•;
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-9 to 5-0-11, Interior(1) 5-0-11 to 9-10-0, Exterior(2R)
* �•
9-10-0 to 18-1-12, Interior(1) 18-1-12 to 20-0-0, Exterior(2R) 20-0-0 to 28-5-13, Interior(1) 28-5-13 to 30-10-9 zone;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
r
;•
to the use of this truss component.
♦ O
♦♦♦ •••
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads.
T Q. •� ,�
�j,� 0 R �.•
psf
*
is.......
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
��
���fi,11 N Al
t between e bottom d d any other
bers.
%
bnothers of truss bearing late capable of withstanding 695 lb uplift at joint 2 and 698 lb uplift at
7 Prlovide mechanical cal connection
(Y ) 9p p 9 p J p
joint 10.
Julius Lee PE No.34869
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 20,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089615
SYNERGY-RAVINIA-3-X
A10
ROOF SPECIAL
1
1
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:57:01 2021 Page 1
ID:V3Ar?ncGm_iJJlgfZlyDcnzZ508-OGQxZ?yS6OjBLbX2FFJKc5e01 x?iaptAYJc?gRymFPm
r1-0-q 5-5-11 10-8-0 13-2-0 15-7-0 18-0-0 21-8-0 25-7-5 29-10-0 $0-10-p
1-0-0 5-5-11 5-2-5 2-6-0 2-5-0 2-5-0 3-8-0 3-11-5 4-2-11 1-0-0
7x14 MT20HS =
4.00 12
6x12 MT20HS 11
2x4 11
5x12 =
q3 A �-
ST1.5x8 STP = 20 19 18 14 13 ST1.5x8 STP =
5x6 —
2x4 II 4x12 = 3x4 II
3x4 11
4A0 MT20HS =
5x6 —
Scale = 1:56.2
5-5-11 10-8-0
13-4-0
18-0-0
21-8-0 29-10-0
5-5-11 5-2-5
2-8-0
4-8-0
3-8-0 8-2-0
Plate Offsets (X,Y)-- [2:0-3-3,0-141, [8:0-9-0,0-341, [11:0-3-7,0-141, [13:04-12,0-2-0], [15:0-5-12,0-3-121, [16:0-5-0,0-5-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.65
Vert(LL) -0.30
17 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.95
Vert(CT) -0.68
15-16 >514 240
MT20HS 187/143
BCLL 0.0 *
Rep Stress Incr YES
WB 0.98
Horz(CT) 0.21
11 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Wind(LL) 0.44
17 >787 240
Weight: 188 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied or 2-10-13 oc purlins.
4-5,5-8: 2x6 SP M 26
BOT CHORD
Rigid ceiling directly applied or 2-2-0 cc bracing. Except:
BOT CHORD 2x6 SP No.2 *Except*
10-0-0 cc bracing: 16-18
5-18: 2x4 SP No.2, 15-16: 2x6 SP M 26, 7-14: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
4-16,8-15: 2x4 SP No.2
REACTIONS. (size) 2=0-8-0, 11=0-8-0
Max Horz 2=147(LC 11)
Max Uplift 2=-703(LC 12), 11=-704(LC 12)
Max Grav 2=1413(LC 1), 11=1412(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3110/2234, 3-4=-2646/1969, 4-5=-5804/4213, 5-6=-5856/4227, 6-7=-5682/4144,
7-8=-5559/4065, 8-1 0=-2924/212 1, 10-11=-3002/2189
BOT CHORD 2-20=-2004/2851, 19-20=-2004/2851, 18-19=-264/364, 5-16=-1868/1376,
15-16=-4164/6017, 13-14=-230/302, 11-13=-1925/2737
WEBS 3-19=-498/409, 4-19=-801/565, 16-19=-1540/2372, 4-16=-2986/4311, 13-15=-1660/2577,
, I I � ��� 11
8-15=-2190/3065, 8-13=-793/658, 6-16=-296/221, 6-15=-400/318
js L�� '0,,
NOTES-
1) Unbalanced live loads have been for this design.
,,`�`
� E N s+... �'
roof considered
••.��G
2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-9 to 4-11-7, Interior(1) 4-11-7 to 10-8-0, Exterior(2E)
34869
•;
10-8-0 to 13-2-0, Interior(1) 13-2-0 to 21-8-0, Exterior(2R) 21-8-0 to 27-8-0, Interior(1) 27-8-0 to 30-10-9 zone;C-C for members and
* �•
forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
= -0 ; • c
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
�i •• A, Q •� ��
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
stS� • • • •�`
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
• • • • �,
t between e bottom d d any other
,1111 A�
bnothers of truss bearing late capable of withstanding 703 lb uplift at joint 2 and 704 lb uplift at
8 Prlovide mechanical cal connection (Y ) 9p p 9 p J p
��"���
joint 11.
Julius Lee PE No.34869
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 20,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089616
SYNERGY-RAVINIA-3-X
All
ROOF SPECIAL
1
1
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:57:02 2021 Page 1
I D:V3Ar?ncGm_iJJlgfZlyDcnzZ5O8-sS_JmLy4thr2zl6EpzgZ9JB7SLMnJ KZKmzMYMuymFPI
r1-0-0, 5-5-11 10-8-0 13-4-0 15-2-0 18-0-0 21-0-0 23-11; 29-10-0 3,0-10-0
1-0-0 5-5-11 5-2-5 2-8-0 1-10-0 2-10-0 3-0-0 2-8-0 6-2-0 1-0-0
Scale = 1:56.2
6x12 MT20HS =
4.00 12
2x4 11
ST1.5x8 STP = 20 19 18 '14 13 12 ST1.5x8 STP =
5x6 — 2x4 11 4xl2 — 3x4 11 3x4 = 4x4 11 5x8 — 2x4 11 5x6 —
5-5-11 10-8-0
13 4-0
15-2-0 , 18-0-0
21-0-0
23-8-0
29110-0
5-5-11 5-2-5
2-48
1-10-0 2-10-0
3-0-0
2-8-0
6-2-0
Plate Offsets (X,Y)-- [2:0-3-3,0-1-41, [8:0-3-8,0-3-01, [9:0-5-4,0-2-81, [10:0-3-7,0-1-41, [13:0-1-12,0-2-01, [15:0-9-4,0-4-41
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/defl Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.93
Vert(LL)
-0.44 15-16
>795 360
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.83
Vert(CT)
-0.99 15-16
>353 240
MT20HS
187/143
BCLL 0.0 *
Rep Stress Incr YES
WB 0.76
Horz(CT)
0.22 10
n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Wind(LL)
0.66 15-16
>532 240
Weight: 177 lb
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 1-9-15 oc purlins.
BOT CHORD 2x6 SP No.2 *Except*
BOT CHORD Rigid ceiling directly applied or 4-5-4 oc bracing.
5-18: 2x4 SP No.2, 15-17: 2x6 SP M 26, 7-14: 2x4 SP No.1
WEBS 2x4 SP No.3 *Except*
4-17,8-15: 2x4 SP No.2, 13-15: 2x6 SP No.2
REACTIONS. (size) 2=0-8-0, 10=0-8-0
Max Horz 2=150(LC 11)
Max Uplift 2=-705(LC 12), 10=-705(LC 12)
Max Grav 2=1409(LC 1), 10=1409(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3102/2216, 3-4=-2599/1919, 4-5=-4845/3549, 5-6=-4974/3589, 6-7=-6966/5000,
7-8=-6603/4805, 8-9=-3583/2699, 9-10=-3070/2178
BOT CHORD 2-20=-1990/2844, 19-20=-1990/2844, 18-19=-363/525, 16-17=-4817/6992,
15-16=-4818/6922, 13-14=-538/761, 12-13=-1898/2810, 10-12=-1900/2801
WEBS 3-19=-545/449, 4-19=-404/300, 17-19=-1281/1998, 4-17=-2271/3257, 6-17=-2722/1956,
13-15=-2052/2965, 8-15=-2305/3304, 8-13=-1580/1194, 9-13=-767/999
NOU
,
C�� ,,0
,,,, ,�
Ebalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=170mph Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; Cat.
G E N
S<C`••,• ��
(3-second gust) eave=7ft;
�� ,••�,\
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-9 to 4-11-7, Interior(1) 4-11-7 to 10-8-0, Exterior(2E)
i
10-8-0 to 15-2-0, Interior(1) 15-2-0 to 23-8-0, Exterior(2R) 23-8-0 to 29-6-0, Interior(1) 29-6-0 to 30-10-9 zone;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
N 34 869
* •;
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
-�
4) Provide adequate drainage to prevent water ponding.
;•411
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.
.•
.0 Q \�,��
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
•• O R `O
lt betweenchord other
O E
8) Provide echan cal con ection(by oth s)of tr ssrto bearing plate capable of withstanding 705 lb uplift at joint 2 and 705 lb uplift at
�� N A\- O'll,
1811111110"
joint 10.
Julius Lee PE No.34869
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 20,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089617
SYNERGY-RAVINIA-3-X
Al2
ROOF SPECIAL
1
1
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:57:03 2021 Page 1
ID:V3Ar?ncGm_iJJlgfZlyDcnzZ508-KfYh_hzie?zvbvhRMgMoh WkMokmH2m 1 T?d56u KymFPk
r1-0-q 5-5-11 10-8-0 13-4-0 17-2-0 20-8-0 25-8-0 29-10-0 $0-10-p
1-0-0 5-5-11 5-2-5 2-8-0 3-10-0 3-6-0 5-0-0 4-2-0 1-0-0
4.00 12
5x6 =
4x4 =
3x6
2x4 11 3x8 = 3x4 II
ST1.5x8 STP = 2x4 11
5x12 =
6x8 =
4x4 =
Scale = 1:56.2
5-5-11 10-8-0 13-4-0 17-2-0
20-8-0 21,-q-0
25-8-0 24-10-0
5-5-11 5-2-5 2-8-0 3-10-0
3-6-0 0 4-0
4-8-0 4-2-0
Plate Offsets (X,Y)-- [5:0-1-12,0-1-8], [8:0-54,0-2-8], [9:0-0-0,0-1-111
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/defl
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.70
Vert(LL)
-0.09 14-15 >999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.56
Vert(CT)
-0.21 14-15 >999
240
BCLL 0.0 *
Rep Stress Incr YES
WB 0.81
Horz(CT)
0.06 9 n/a
n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Wind(LL)
0.13 14-15 >999
240
Weight: 144 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood
sheathing directly applied or 4-1-5 oc purlins.
BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-6-11 oc bracing.
5-16,7-12: 2x6 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 12=0-8-0, 9=0-8-0
Max Horz 2=150(LC 11)
Max Uplift 2=-495(LC 12), 12=-899(LC 12), 9=-391(LC 12)
Max Grav 2=935(LC 1), 12=1608(LC 1), 9=307(LC 22)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1783/1249, 3-4=-1152/875, 4-5=-1097/893, 5-6=-1534/1132, 6-7=-1031/1489,
7-8=-555/1006, 8-9=-156/1029
BOT CHORD 2-18=-1091/1624, 17-18=-1091/1624, 16-17=-683/1132, 14-15=-727/1203,
13-14=-715/1208, 12-13=-1220/948, 7-13=-395/433, 11-12=-914/103, 9-11=-857/94
WEBS 3-17=-676/558, 4-17=-282/402, 6-13=-2799/1959, 8-11=-627/196, 8-12=-1089/1649
NOTES-
,111111il
1) Unbalanced roof live loads have been 2) Wind: considered
ASCE 7-16; Vu t=l70mph Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; Cat.
S
(3 second gust) eave=7ft;
��0\-IU
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-9 to 4-11-7, Interior(1) 4-11-7 to 10-8-0, Exterior(2R)
�� G•E•N ,3 ••,
10-8-0 to 16-8-0, Interior(1) 16-8-0 to 25-8-0, Exterior(2E) 25-8-0 to 30-10-9 zone; porch right exposed;C-C for members and forces
�� ,•• ��
& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
34869
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
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
;� dA
Pita
will fit between the bottom chord and any other members.
0 •• ;
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 495 lb uplift at joint 2, 899 lb uplift at
.0, T •• O Q;••
joint 12 and 391 lb uplift at joint 9.
0 0 IR \�,�%
;o N A'
`0%
11110,
Julius Lee PE No.34869
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 20,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089618
SYNERGY-RAVINIA-3-X
A13
ROOF SPECIAL GIRDER
1
2
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:57:05 2021 Page 1
ID: V3Ar?ncGm_iJJlgfZlyDcnzZ508-G 1 gRON?y9cEdgDgpU5OGmxppAYXM W n2mTxaCzDym FPi
r1-0-Oi 5-5-11 10-8-0 13-4-0 114-11-0 1 16-4-0 i 19-2-0 1 20-8-0 i 23-1-15 25-4-1 27-8-0 1 29-10-0 $0-10-Q
1-0-0 5-5-11 5-2-5 2-8-0 1-7-0 1-5-0 2-10-0 1-6-0 2-5-15 2-2-3 2-3-15 2-2-0 1-0-0
4x4 —
4.00 12
3x6
Scale = 1:59.5
I�IMI"
O O'
o 1 1.— o i r— 2x4 11 3x8 = — 5x12 = 4X4 — ST1.5x8 STP — NAILED NAILED o 11.oxo a 1 r=
3x6 = NAILED NAILED NAILED
3x6 = NAILED NAILED
NAILED NAILED
NAILED
21-0-0
5-5-11 10-8-0
13-4-0
16-4-0 19-2-0
20-8-0 23-1-15
25-4-1 27-8-0 29A%
5-5-11
2-10-0
1-6-0 0-4- 2-1-15
2-2-3 2-3-15 2-2-0
Plate Offsets (X,Y)-- [17:0-7-4,0-1-81, [17:0-1-12,0-1-8], [20:0-4-8,0-3-0]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/deft
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.19
Vert(LL) -0.03 21-22 >999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC
0.20
Vert(CT) -0.06 21-22 >999
240
BCLL 0.0 *
Rep Stress Incr NO
WB
0.33
Horz(CT)
0.01 17 n/a
n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Wind(LL)
0.04 21-22 >999
240
Weight: 328 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing
directly applied or 6-0-0 cc purlins.
BOT CHORD 2x6 SP No.2 *Except*
BOT CHORD
Rigid ceiling directly applied or 6-0-0 cc bracing.
17-20: 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
8-17,5-20: 2x6 SP No.2
REACTIONS. (size) 2=0-8-0, 17=0-8-0, 12=0-8-0
Max Horz 2=-152(LC 30)
Max Uplift 2=-507(LC 32), 17=-900(LC 8), 12=-432(LC 8)
Max Grav 2=957(LC 21), 17=1521(LC 1), 12=297(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1869/819, 3-4=-1250/610, 4-5=-1209/627, 5-6=-1451/704, 6-7=-1468/700,
7-8=-283/121, 8-9=-288/773, 9-1 0=-1 61/638, 10-11=-175/482, 11-12=-220/503
BOT CHORD 2-22=-677/1711, 21-22=-677/1711, 20-21=-500/1345, 19-20=-561/1373, 18-19=-136/409,
17-1 8=-1 525/808, 16-17=-1514/801, 15-16=-787/360, 14-15=-597/192, 12-14=-424/205
WEBS 3-21=-669/327, 4-21=-201/488, 7-18=-833/425, 8-17=-1300/752, 8-16=-879/1079,
9-16=-330/240, 9-15=-435/612, 8-18=-783/1728, 5-21=-399/194, 7-19=-565/1153
NOTES-
1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows:
Top follows: 2x4 1 0-9-0
G E N •�#
S<C` •,•
chords connected as - row at 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, 2x6 - 2 rows staggered at 0-9-0 cc.
34869
•;
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.
= -0 ; • c
4) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60
5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
�i� •, A, Q Q;•• ��,��,
to the use of this truss component.
6) Provide adequate drainage to prevent water ponding.
0 Fj I
stS� • • • • • • • •�`
plates7) All otherwise
���
designed for 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) Thistruss has been des
9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Julius Lee PE No.34869
will fit between the bottom chord and any other members.
MiTek USA, Inc. FL Cert 6634
10) Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
6904 Parke East Blvd. Tampa FL 33610
capacity of bearing surface.
Date:
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 507 lb uplift at joint 2, 900 lb uplift at
August 20,2021
joint 17 and 432 lb uplift at joint 12.
Continued �n �aqe 2
WAR IN - erify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089618
SYNERGY-RAVINIA-3-X
A13
ROOF SPECIAL GIRDER
1
2
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:57:05 2021 Page 2
I D:V3Ar?ncGm_iJJlgfZlyDcnzZ508-G 1 gRON?y9cEdgDgpU5OGmxppAYXM W n2mTxaCzDym FPi
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-70, 4-7=-70, 7-11=-70, 11-13=-70, 2-12=-20
Concentrated Loads (lb)
Vert: 11=65(F)
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089619
SYNERGY-RAVINIA-3-X
B1
COMMON
1
1
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:57:15 2021 Page 1
ID:V3Ar?ncGm_iJJlgfZlyDcnzZ508-zzH DVn6EphUC1 Ibk3BZcA2EPTaglsHYEmU?kJdymFPY
-1-0-0 6-5-9 10-8-0 14-10-7 21-4-0
1-0-0 6-5-9 4-2-7 4-2-7 6-5-9
�1
ST1.5x8 STP =
6x8 =
3x4 =
4x4 =
5x6 =
Scale = 1:38.0
ST1.5x8 STP =
6x8 =
Io
6-5-9
14-10-7
21-4-0
6-5-9
8-4-13
6-5-9
Plate Offsets (X,Y)-- [2:0-0-0,0-2-61, [6:0-0-0,0-2-61, [7:0-3-0,0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.65
Vert(LL) -0.13
7-8 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.71
Vert(CT) -0.31
7-8 >794 240
BCLL 0.0 *
Rep Stress Incr YES
WB 0.39
Horz(CT) 0.05
6 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Wind(LL) 0.12
6-7 >999 240
Weight: 89 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-1-15 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 4-11-6 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 6=0-8-0, 2=0-8-0
Max Horz 2=149(LC 11)
Max Uplift 6=-415(LC 12), 2=-537(LC 12)
Max Grav 6=927(LC 1), 2=1030(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2001/1457, 3-4=-1952/1630, 4-5=-1973/1640, 5-6=-2019/1462
BOT CHORD 2-8=-1289/1798, 7-8=-835/1260, 6-7=-1268/1817
WEBS 4-7=-644/821, 5-7=-363/485, 4-8=-610/797, 3-8=-356/471
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-9 to 4-11-7, Interior(1) 4-11-7 to 10-8-0, Exterior(2R)
tt% J 11111111,
10-8-0 to 16-8-0, Interior(1) 16-8-0 to 21-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60
`�f I.,
LFF
plate gripDOL=1.60
�� �3\-\US
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
G•E•N '�0
S�•,
to the use of this truss component.
�� ,••�
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 live load 20.Opsf the bottom in 3-6-0 tall by 2-0-0
34869
a of on chord all areas where a rectangle wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 415 lb uplift at joint 6 and 537 lb uplift at
joint 2.ft
•
,0 4 O R \'D
0• �C?
O N A' � `111.
`
Julius Lee PE No.34869
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 20,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089620
SYNERGY-RAVINIA-3-X
B2
COMMON
7
1
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:57:16 2021 Page 1
I D: V3Ar?ncG m_iJJ IgfZlyDcnzZ508-S9q bi77sa?c3evAxdv5rj G mbo_A7b I_O_81l s4ym FPX
-1-0-0 6-5-9 10-8-0 14-10-7 21-4-0 22-4-0
1-0-0 6-5-9 4-2-7 4-2-7 6-5-9 1-0-0
R1
Scale = 1:38.1
4x4 =
ST1.5x8 STP = 3x4 = 5x6 = ST1.5x8 STP =
6x8 =
6x8 =
Io
6-5-9
14-10-7
21-4-0
6-5-9
8-4-13
6-5-9
Plate Offsets (X,Y)-- [2:0-0-0,0-2-61, [6:0-0-0,0-2-61, [8:0-3-0,0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.62
Vert(LL) -0.13
8-9 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.70
Vert(CT) -0.31
8-9 >790 240
BCLL 0.0 *
Rep Stress Incr YES
WB 0.38
Horz(CT) 0.05
6 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Wind(LL) 0.11
8 >999 240
Weight: 91 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-3-14 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 5-0-13 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 6=0-8-0
Max Horz 2=150(LC 11)
Max Uplift 2=-533(LC 12), 6=-533(LC 12)
Max Grav 2=1027(LC 1), 6=1027(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1993/1428, 3-4=-1944/1601, 4-5=-1944/1617, 5-6=-1993/1442
BOT CHORD 2-9=-1249/1790, 8-9=-791/1251, 6-8=-1238/1790
WEBS 4-8=-626/799, 5-8=-356/478, 4-9=-614/798, 3-9=-356/471
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-9 to 4-11-7, Interior(1) 4-11-7 to 10-8-0, Exterior(2R)
`%% J 1 � 1 � 1111,
10-8-0 to 16-8-0, Interior(1) 16-8-0 to 22-4-9 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60
%%% I'r.'
S C%�F
plate grip DOL=1.60
,%% �3�jU
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the this truss
♦% G E N 0
S<C`••,�
use of component.
,••�,�
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
*
♦♦♦
N 34869
5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
* �� •;
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 533 lb uplift at joint 2 and 533 lb uplift at
joint 6.
-�
i •
•
AL E:•``•
ON1811111110
Julius Lee PE No.34869
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 20,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089621
SYNERGY-RAVINIA-3-X
B3
HIP
1
1
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:57:17 2021 Page 1
I D:V3Ar?ncGm_iJJlgfZlyDcnzZ5O8-wL0_wT8ULl kwG317Bcc4GTJm2OTEKFdXDoUrOWymFPW
-1-0-0 , 5-6-13 9-0-0 12-4-0 15-9-3 21-4-0 22-4-0
1-0-0 5-6-13 3-5-3 3-4-0 3-5-3 5-6-13 1-0-0
R1
Scale = 1:38.8
4x6 =
4x6 =
ST1.5x8 STP = 4x6 = 3x4 = ST1.5x8 STP =
6x8 =
3x4 =
6x8 =
Io
9-0-0
12-4-0
21-4-0
9-0-0
3-4-0
9-0-0
Plate Offsets (X,Y)--
[2:0-0-0,0-2-61, [7:0-0-0,0-2-61
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.58
Vert(LL)
-0.17
2-11
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.84
Vert(CT)
-0.38
2-11
>653
240
BCLL 0.0 *
Rep Stress Incr YES
WB 0.16
Horz(CT)
0.06
7
n/a
n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Wind(LL)
0.17
2-11
>999
240
Weight: 89 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=129(LC 11)
Max Uplift 2=-533(LC 12), 7=-533(LC 12)
Max Grav 2=1027(LC 1), 7=1027(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1929/1668, 3-4=-1597/1321, 4-5=-1481/1302, 5-6=-1597/1327, 6-7=-1929/1601
BOT CHORD 2-11=-1486/1753, 9-11=-1021/1481, 7-9=-1371/1753
WEBS 3-11=-405/536, 4-11 =-1 67/313, 5-9=-171/313, 6-9=-406/544
Structural wood sheathing directly applied or 3-7-4 oc purlins.
Rigid ceiling directly applied or 4-8-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-9 to 4-11-7, Interior(1) 4-11-7 to 9-0-0, Exterior(2E)
9-0-0 to 12-4-0, Exterior(2R) 12-4-0 to 21-0-0, Interior(1) 21-0-0 to 22-4-9 zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 533 lb uplift at joint 2 and 533 lb uplift at
joint 7.
`,��\) Iju s CF��i�
I
••DENS• '.
No 34869
•;48111111111,
Julius Lee PE No.34869
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 20,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089622
SYNERGY-RAVINIA-3-X
B4
HIP GIRDER
1
1
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945,
-1-0-C
1-0-0
7-0-0
7-0-0
8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:57:18 2021 Page 1
I D:V3Ar?ncGm_iJJlgfZlyDcnzZ5O8-OXyM7p965csnuDKJIK7Johrv?npl3gJgSSEOwyymFPV
10-8-0 14-4-0 21-4-0 22-4-0
3-8-0 3-8-0 7-0-0 1-0-0
Special NAILED
5x8 = 2x4 1
NAILED NAILED
4.00 12 3 11 12 4 13
Special
5x8 =
145
Scale = 1:38.8
ST1.5x8 STP = 2x4 11 NAILED 5x8 — NAILED 2x4 11 ST1.5x8 STP =
5x6 =
Special NAILED
Special
5x6 =
Io
7-0-0 10-8-0
14-4-0
21-4-0
7-0-0 3-8-0
3-8-0
7-0-0
Plate Offsets (X,Y)--[2:0-0-0,0-2-31, [3:0-5-4,0-2-81, [5:0-5-4,0-2-81, [6:0-0-0,0-2-31, [9:0-4-0,0-3-41
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.76
Vert(LL) -0.16
9 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.88
Vert(CT) -0.37
9 >665 240
BCLL 0.0 *
Rep Stress Incr NO
WB 0.26
Horz(CT) 0.12
6 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Wind(LL) 0.26
9 >959 240
Weight: 90 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 31 *Except*
TOP CHORD
Structural wood sheathing directly applied or 2-2-1 oc purlins.
3-5: 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 4-7-5 oc bracing.
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 6=0-8-0
Max Horz 2=-103(LC 23)
Max Uplift 2=-965(LC 8), 6=-965(LC 8)
Max Grav 2=1889(LC 1), 6=1889(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-4320/2023, 3-4=-4478/2194, 4-5=-4478/2194, 5-6=-4320/2023
BOT CHORD 2-10=-1783/3957, 9-10=-1788/3988, 8-9=-1788/3988, 6-8=-1783/3957
WEBS 3-10=-73/639, 3-9=-373/690, 4-9=-565/452, 5-9=-374/690, 5-8=-73/639
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
,1111111j
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
r,`�US C
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
� ��
to the use of this truss component.
4) Provide drainage to
G E N
S�C'•,� ��
adequate 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
No 34869
•;
will fit between the bottom chord and any other members.
* ;�
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 965 lb uplift at joint 2 and 965 lb uplift at
joint 6.
�, r
8) "NAILED" indicates 3-1 Od (0.148"xY) or 3-12d (0.148"x3.25") toe -nails per NDS guidlines.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 396 lb down and 382 lb up at
7-0-0, and 396 lb down and 382 lb up at 14-4-0 on top chord, and 357 lb down and 140 lb up at 7-0-0, and 357 lb down and 140 lb
��j
up at 14-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
'• 0 R \ �G.•`G�,��
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
j O N A,-
LOAD CASE(S) Standard
�//1111111��`
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Julius Lee PE No.34869
Uniform Loads (plf)
MiTek USA, Inc. FL Cert 6634
Vert: 1-3=-70, 3-5=-70, 5-7=-70, 2-6=-20
6904 Parke East Blvd. Tampa FL 33610
Concentrated Loads (lb)
Date:
Vert: 3=-215(F) 5=-215(F) 10=-352(F) 9=-58(F) 4=-139(F) 8=-352(F) 12=-139(F) 13=-139(F) 15=-58(F) 16=-58(F)
August 20,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089623
SYNERGY-RAVINIA-3-X
CA
CORNER JACK
8
1
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:57:19 2021 Page 1
I D:V3Ar?ncGm_iJJlgfZlyDcnzZ5O8-skWkK9Aksw_eW MvVl1 eYLuODXBMdoBfgh6zySPymFPU
1-0-0 1-0-0
Scale = 1:7.0
2x4 =
ST1.5x8 STP =
1-0-0
1-0-0
Plate Offsets (X,Y)-- [2:Edge,0-0-7]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.14
Vert(LL) -0.00 2 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.01
Vert(CT) -0.00 2 >999 240
BCLL 0.0 *
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00 3 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-P
Wind(LL) 0.00 2 **** 240
Weight: 5 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Horz 2=46(LC 12)
Max Uplift 3=-15(LC 1), 2=-158(LC 12)
Max Grav 3=24(LC 12), 2=166(LC 1), 4=18(LC 3)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; porch left and right exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
\�L�u S• LF ��I�
,��`
• • �i♦
,
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 lb uplift at joint 3 and 158 lb uplift at
joint 2.
,�� .• G E Ns �'• ♦♦
N 34869 10
. O•
.��,� • 0 R
N
'',O
�nll
Julius Lee PE No.34869
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 20,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089624
SYNERGY-RAVINIA-3-X
CJ2
Corner Jack
2
1
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:57:19 2021 Page 1
I D:V3Ar?ncGm_iJJlgfZlyDcnzZ5O8-skWkK9Aksw_eW MvVl1 eYLuODYBMgoBfgh6zySPymFPU
1-0-0 1-2-0
3x4
Plate Offsets (X,Y)--
[2:0-3-14,0-0-9]
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Lid
TCLL 20.0
Plate Grip DOL
1.25
TC 0.13
Vert(LL)
-0.00
2
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.01
Vert(CT)
-0.00
2
>999
240
BCLL 0.0 *
Rep Stress Incr
YES
WB 0.00
Horz(CT)
0.00
3
n/a
n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-P
Wind(LL)
0.00
2
****
240
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x6 SP No.2 BOT CHORD
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Horz 2=49(LC 12)
Max Uplift 3=-13(LC 9), 2=-152(LC 12)
Max Grav 3=15(LC 13), 2=167(LC 1), 4=22(LC 3)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale = 1:7.3
m
0
ro
T
0
Io
PLATES GRIP
MT20 244/190
Weight: 6 lb FT = 20%
Structural wood sheathing directly applied or 1-2-0 oc purlins.
Rigid ceiling directly applied or 2-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; porch right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) 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.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint 3 and 152 lb uplift at
joint 2.
No 34869
ONA �E'k0%
Julius Lee PE No.34869
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 20,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089625
SYNERGY-RAVINIA-3-X
CJ3
Corner Jack
6
1
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:57:20 2021 Page 1
I D:V3Ar?ncGm_iJJlgfZlyDcnzZ5O8-Kw46YVANdD7V7W Uis19nt6xN8bhpXevzvmjV?rymFPT
-1-0-0 3-0-0
1-0-0 3-0-0
5x6 =
�T1.5x8 STP =
3-0-0
3-0-0
Plate Offsets (X,Y)--
[2:0-0-0,0-1-151
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Lid
TCLL 20.0
Plate Grip DOL
1.25
TC 0.21
Vert(LL)
-0.00
2-4
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.08
Vert(CT)
-0.01
2-4
>999
240
BCLL 0.0 *
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-P
Wind(LL)
0.00
2
****
240
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 BOT CHORD
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Horz 2=85(LC 12)
Max Uplift 3=-52(LC 12), 2=-181(LC 12)
Max Grav 3=77(LC 17), 2=239(LC 1), 4=52(LC 3)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale = 1:10.3
PLATES GRIP
MT20 244/190
Weight: 11 lb FT = 20%
Structural wood sheathing directly applied or 3-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; porch right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 3 and 181 lb uplift at
joint 2.
GEN&* %.
N 34869
= yt =
ON AL E:•``•
Julius Lee PE No.34869
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 20,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089626
SYNERGY-RAVINIA-3-X
CJ4
Corner Jack
2
1
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:57:21 2021 Page 1
I D:V3Ar?ncGm_iJJlgfZlyDcnzZ5O8-o6eU IrB?OXFMIg3uQSgOQJTWY?2kG5978QS2XHymFPS
-1-0-0 3-0-0
1-0-0 3-0-0
Scale = 1:10.3
3x4 = 4x4
ST1.5x8 STP —
Plate Offsets (X,Y)-- [2:0-6-10,0-1-11, [2:0-0-8,0-1-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.36
Vert(LL) -0.00
2 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.03
Vert(CT) -0.00
2-4 >999 240
BCLL 0.0 *
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00
3 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-P
Wind(LL) 0.00
2 **** 240
Weight: 14 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD 2x6 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Horz 2=86(LC 12)
Max Uplift 3=-51(LC 12), 2=-182(LC 12)
Max Grav 3=76(LC 17), 2=239(LC 1), 4=52(LC 3)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; porch right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections. ,��
6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify � G
capacity of bearing surface. �� ,••�,� S�C`�•,• ��
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 lb uplift at joint 3 and 182 lb uplift at 0
joint 2. No 34869
* :c_
Julius Lee PE No.34869
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 20,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089627
SYNERGY-RAVINIA-3-X
CJ5
Corner Jack
6
1
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:57:21 2021 Page 1
I D:V3Ar?ncGm_iJJlgfZlyDcnzZ5O8-o6eUlrB?OXFMIg3uQSgOQJTPt?_9G5978QS2XHymFPS
-1-0-0 5-0-0
1-0-0 5-0-0
5x6 =
ST1.5x8 STP =
5-0-0
5-0-0
Plate Offsets (X,Y)--
[2:0-0-0,0-1-11]
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Lid
TCLL 20.0
Plate Grip DOL
1.25
TC 0.79
Vert(LL)
-0.03
2-4
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.26
Vert(CT)
-0.05
2-4
>999
240
BCLL 0.0 *
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-P
Wind(LL)
0.00
2
****
240
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 BOT CHORD
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Horz 2=125(LC 12)
Max Uplift 3=-122(LC 12), 2=-202(LC 12)
Max Grav 3=163(LC 17), 2=318(LC 1), 4=92(LC 3)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale = 1:15.7
PLATES GRIP
MT20 244/190
Weight: 17 lb FT = 20%
Structural wood sheathing directly applied or 5-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; porch right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 3 and 202 lb uplift at
joint 2.
No 34869
ONA �E'k0%
Julius Lee PE No.34869
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 20,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089628
SYNERGY-RAVINIA-3-X
CJ6
Corner Jack
2
1
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:57:22 2021 Page 1
ID:V3Ar?ncGm_iJJlgfZlyDcnzZ508-GJCtzBCd9rN DNge4_9BFZXOajPMn?YPGN4Cc3jymFPR
-1-0-0 5-0-0
1-0-0 5-0-0
5x6
ST1.5x8 STP =
Plate Offsets (X,Y)-- [2:0-5-6,0-2-01
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Lid
TCLL 20.0
Plate Grip DOL
1.25
TC 0.78
Vert(LL)
-0.01
2-4
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.11
Vert(CT)
-0.01
2-4
>999
240
BCLL 0.0 *
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-P
Wind(LL)
0.00
2
****
240
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x6 SP No.2 BOT CHORD
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Horz 2=126(LC 12)
Max Uplift 3=-121(LC 12), 2=-203(LC 12)
Max Grav 3=162(LC 17), 2=318(LC 1), 4=92(LC 3)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale = 1:15.5
v
m
c6
6
PLATES GRIP
MT20 244/190
Weight: 22 lb FT = 20%
Structural wood sheathing directly applied or 5-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; porch right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) 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.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 3 and 203 lb uplift at
joint 2.
34869
:cam
411 •
.40
i
•
Julius Lee PE No.34869
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 20,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089629
SYNERGY-RAVINIA-3-X
EJ2
JACK -OPEN
4
1
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:57:22 2021 Page 1
ID:V3Ar?ncGm_iJJlgfZlyDcnzZ508-GJCtzBCd9rN DNge4_9BFzXOjePMi?YPGN4Cc3jym FPR
-1-0-0 2-2-0
1-0-0 2-2-0
Plate Offsets
LOADING (psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
15.0
Lumber DOL
1.25
BCLL
0.0 *
Rep Stress Incr
YES
BCDL
10.0
Code FBC2020/TP12014
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Horz 2=68(LC 12)
Max Uplift 3=-27(LC 9), 2=-219(LC 12), 4=-30(LC 8)
Max Grav 3=34(LC 17), 2=214(LC 1), 4=35(LC 3)
4x4 =
ST1.5x8 STP =
2-2-0
Scale = 1:8.9
CSI.
DEFL. in
(loc) I/deft Lid PLATES GRIP
TC 0.21
Vert(LL) 0.00
2 >999 240 MT20 244/190
BC 0.11
Vert(CT) -0.00
2-4 >999 240
WB 0.00
Horz(CT) -0.00
3 n/a n/a
Matrix-P
Weight: 8 lb FT = 20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; porch left and right exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 3, 219 lb uplift at joint
2 and 30 lb uplift at joint 4.
\ �LluS
�� •� G E Ns
N 34869
♦ O•
I �
'',O N
�nll
Julius Lee PE No.34869
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 20,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089630
SYNERGY-RAVINIA-3-X
EJ7
JACK -OPEN
9
1
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:57:23 2021 Page 1
I D: V3Ar?ncG m_iJJ IgfZlyDcnzZ508-kV I FAXD Fw8V4_DHXtj U V kZp WoYok?eQbkx9bAym F PQ
-1-0-0 7-0-0
1-0-0 7-0-0
5x6 =
ST1.5x8 STP =
7-0-0
7-0-0
Plate Offsets (X,Y)--
[2:0-0-0,0-1-111
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Lid
TCLL 20.0
Plate Grip DOL
1.25
TC 0.52
Vert(LL)
-0.08
2-4
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.76
Vert(CT)
-0.19
2-4
>419
240
BCLL 0.0 *
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Wind(LL)
0.16
2-4
>484
240
LUMBER -
TOP CHORD 2x4 SP M 31
BOT CHORD 2x4 SP No.2
WEDGE
Left: 2x4 SP No.3
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Horz 2=166(LC 12)
Max Uplift 3=-163(LC 12), 2=-231(LC 12)
Max Grav 3=228(LC 17), 2=404(LC 17), 4=123(LC 3)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale = 1:18.9
PLATES GRIP
MT20 244/190
Weight: 24 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins.
BOT CHORD Rigid ceiling directly applied or 9-8-4 cc bracing.
NOTES-
1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-9 to 4-11-7, Interior(1) 4-11-7 to 6-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 lb uplift at joint 3 and 231 lb uplift at
joint 2.
I
•'DENS•
:` ••�'� F'••• �i
No 34869
* :c_
Julius Lee PE No.34869
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 20,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089631
SYNERGY-RAVINIA-3-X
EJ71
Jack -Open
5
1
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:57:24 2021 Page 1
ID: V3Ar?ncGm_iJJlgfZlyDcnzZ508-DhJdOsDthSdwc8nT5aEj2y5vgCxnTSuZgOhj8cymFPP
-1-0-0 7-0-0
1-0-0 7-0-0
5x8 =
ST1.5x8 STP =
Plate Offsets (X,Y)--
[2:0-3-10,0-2-31
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Lid
TCLL 20.0
Plate Grip DOL
1.25
TC 0.88
Vert(LL)
-0.03
2-4
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.52
Vert(CT)
-0.07
2-4
>999
240
BCLL 0.0 *
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Wind(LL)
0.08
2-4
>999
240
LUMBER- BRACING -
TOP CHORD 2x4 SP No.1 TOP CHORD
BOT CHORD 2x6 SP No.2 BOT CHORD
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Horz 2=167(LC 12)
Max Uplift 3=-153(LC 12), 2=-232(LC 12)
Max Grav 3=204(LC 17), 2=405(LC 17), 4=141(LC 3)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale = 1:19.4
PLATES GRIP
MT20 244/190
Weight: 29 lb FT = 20%
Structural wood sheathing directly applied or 2-2-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 cc bracing.
NOTES-
1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-9 to 4-11-7, Interior(1) 4-11-7 to 6-11-4 zone; porch right
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) 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.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 3 and 232 lb uplift at
joint 2.
-JU S
G E N 3 . poi
��, ••�'\ �• �i
34869
'cam
•
sS�ONAL�?•``•
/111111
Julius Lee PE No.34869
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 20,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089632
SYNERGY-RAVINIA-3-X
HJ2
DIAGONAL HIP GIRDER
1
1
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945,
1-5-0
3x4 =
8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:57:24 2021 Page 1
ID:V3Ar?ncGm_iJJlgfZlyDcnzZ508-DhJdOsDthSdwc8nT5aEj2y51 VC2hTSuZgOhj8cymFPP
2-11-4
2-11-4
2-11-4
Scale = 1:8.7
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 0.38
Vert(LL) 0.01
2-4 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.08
Vert(CT) -0.01
2-4 >999 240
BCLL 0.0 *
Rep Stress Incr NO
WB 0.00
Horz(CT) -0.00
3 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-P
Weight: 11 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 2-11-4 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-10-15, 4=Mechanical
Max Horz 2=66(LC 8)
Max Uplift 3=-58(LC 14), 2=-320(LC 8), 4=-43(LC 4)
Max Grav 3=76(LC 24), 2=227(LC 1), 4=51(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 3, 320 lb uplift at joint
2 and 43 lb uplift at joint 4.
7) "NAILED" indicates 3-1 Od (0.148"xY) or 2-12d (0.148"x3.25") toe -nails per NDS guidlines.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-70, 2-4=-20
Concentrated Loads (lb)
Vert: 5=98(F=49, B=49)
I
•'DENS• �.
No 34869
, •
1S%N A�
Julius Lee PE No.34869
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 20,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089633
SYNERGY-RAVINIA-3-X
HJ7
DIAGONAL HIP GIRDER
3
1
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:57:25 2021 Page 1
1 D:V3Ar?ncGm_iJJlgfZlyDcnzZ5O8-but?bCEVSmInEHMffI Iya9e4ucBWCn7i32QGg2ym FPO
-1-5-0 4-11-8 9-10-1
1-5-0 4-11-8 4-10-9
4x4 NAILED
NAILED
NAILED
2x4 11
NAILED
6 5
3x6 =
Scale = 1:22.1
Io
4-11-8
9-10-1
4-11-8
4-10-9
Plate Offsets (X,Y)-- [2:0-0-4,0-1-8], [2:0-2-7,Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.85
Vert(LL) -0.04
6-7 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.94
Vert(CT) -0.09
6-7 >999 240
BCLL 0.0 *
Rep Stress Incr NO
WB 0.51
Horz(CT) 0.01
6 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Wind(LL) 0.04
6-7 >999 240
Weight: 43 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-8-1 cc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 8-2-14 cc bracing.
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.2
REACTIONS. (size) 4=Mechanical, 2=0-9-14, 6=Mechanical
Max Horz 2=164(LC 8)
Max Uplift 4=-139(LC 8), 2=-394(LC 8), 6=-123(LC 8)
Max Grav 4=174(LC 1), 2=543(LC 28), 6=340(LC 28)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1079/410
BOT CHORD 2-7=-503/985, 6-7=-503/985
WEBS 3-7=0/260, 3-6=-1024/524
NOTES-
1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
••
to the use of this truss component.
♦�` •• G E N �I
SAC`••,
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
,••�,�
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
♦♦♦
i
will fit between the bottom chord and any other members.
34869
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 4, 394 lb uplift at
joint 2 and 123 lb uplift at joint 6.
"NAILED"
= -� ; c
7) indicates 3-10d (0.148"xY) or 2-12d (0.148"x3.25") toe -nails per NDS guidlines.
.53 •�411
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
O
.,
P'••�♦
��j
LOAD CASE(S) Standard
O R \
�i • • • • •�� ��
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads
Vert 1(4I�70,2-5=-20
Concentrated Loads (lb)
Julius Lee PE No.34869
Vert: 8=98(F=49, B=49) 10=-95(F=-48, B=48) 13=-36(F=-18, B=-18)
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 20,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T25089634
SYNERGY-RAVINIA-3-X
HJ71
DIAGONAL HIP GIRDER
1
1
Job Reference (optional)
Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945,
1-5-0
4-11-0
8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 14:57:26 2021 Page 1
I D: V3Ar?ncG m_iJJ IgfZlyDcnzZ508-94 RN oYF8D3terRxsD?G B7N BFuOdJxJcs I iApCVym F PN
2-1-15
2-9-2
Scale = 1:21.7
7-0-15
9-10-1
7-0-15
2-9-2
Plate Offsets (X,Y)-- [2:0-8-6,0-1-2)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.90
Vert(LL) 0.04 2-7 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.52
Vert(CT) -0.07 2-7 >999 240
BCLL 0.0 *
Rep Stress Incr NO
WB 0.24
Horz(CT) -0.01 4 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Weight: 45 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-11 oc purlins.
BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 4=Mechanical, 6=Mechanical, 2=0-8-15
Max Horz 2=165(LC 8)
Max Uplift 4=-82(LC 24), 6=-243(LC 8), 2=-383(LC 8)
Max Grav 4=53(LC 13), 6=465(LC 28), 2=523(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1130/497
BOT CHORD 2-7=-572/1049, 6-7=-573/1048
WEBS 3-7=0/264, 3-6=-1074/585
NOTES-
1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads.
S LF����j,
psf
*
%,v\-IV
'
4) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
��� •• E N • ��
G SAC`'•, ��
will fit between the bottom chord and any other members.
�� ,•'�,�
5) Refer to girder(s) for truss to truss connections. i
6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 34869
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 lb uplift at joint 4, 243 lb uplift at joint
6 and 383 lb uplift at joint 2. = -�
"NAILED"
8) indicates 3-10d (0.148"xY) or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. •�
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
Oft
�
LOAD CASE(S) Standard
�i
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads
• • • • �� ��
Vert 1(4I�70,2-5=-20
Concentrated Loads (lb)
Julius Lee PE No.34869
Vert: 7=-36(F=-18, B=-18) 3=-95(F=-48, B=-48) 8=86(F=43, B=43)
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 20,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
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