HomeMy WebLinkAboutTruss258 Southhall Lane, Suite 200
Maitland, Florida 32751
P: (321) 972-04911 F: (407) 880-2304 E: info@fdseng.com
GF; D 81 ... bsite: www.fdseng.com
ENGINEERING ASSOCIATES
January 11, 2021 RECEIVED
Building Department FEB 12 2020
Ref- Adams Homes 9T. Lucie County, Permi!��
Lot: 30 B1k. 5
Subdivision: Waterstone
Address: 5340 Vespera St.
Model: 1820 C RH
KA # 20-9735
Truss Company:
'Builders First Source
Date of drawings:
12/23/20
Job No.:
2584706
Wind Speed:
160
Exposure:
C
Truss Engineer:
Julius Lee
To whom it may concern,
We have reviewed the truss design package for the project referenced above. This truss package
complies with the original design intent and the underlying structure will accommodate all
indicated loads. We approve the truss package without comment based upon the truss layout and
truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss
Engineer.
Please note, this review is only for general conformance with the design concept of the project.
Contractor or sub -contractor is responsible for matching all structural components and details
shown in the construction documents. Contractor or sub -contractor is also responsible for
confirming all quantities and dimensions; selecting appropriate fabrication processes and
techniques; and coordinating work with all other trades. I or 1py_
Note: Truss ID's may vary.
If you have any questions, please do not hesitate to call.
Sincerely,
1/11/2021
Carl A. Brown, P.E. Luis'
FL. # 56126 FL. #
FDS Engineering Associates, A TSG Company
"Your Building Code Experts"
2,
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87864
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0 IMA
M P EVIEWED
IVI, REVISE AND RESUBMIT
0 REVIEWED WITH NOTATIONS 0 NOTREVIEWED
(SEE EXPLANATION)
Corrections or comments made on equipment submittals
or shop drawings during this review do not relieve con-
tractor from compliance with requirements of the draw-
ings and specifications. This check is only for review of
general conformance with the design concept of the,
project and general compliance with the information given
in the contract documents. The contractor is msponsime
for confirming and corelating all quantities and dime -
sions, selecting fabrication processes and techniques , f
construction. coordinating his work with that of all ot.e
trades and performing his work in a safe and satisfa 6
manner.
FLPR)DA DESIGN SOLUTIONS,
BY-
Subnftl Bo- Project No.- Project
ftlect
Hatch Legend_
=8'-O" aff
M 10'-0" aff
WMffAU�EM�MANDCFJU�MMMOMPMMMAPPROVAl
� WW) FORCE RMST11,10 SYSTEW" HYBRID � ASCE7 10
1�05
IMPORTANT
�CWM "MOORY C
OOCLJ CYCATEGORYU
This Drawing Must Be Approved And
WMID LONO 160 WH
� MU'ORTANCE FACTOR IM
Returned Before Fabrication Will
TR=ES HAVE 81MI DESIGIED FOR A 1&0 PSF BOTTOM CHORD � LOAD
Begin. For Your Protection Check All
NQIICONC�NT WTTH ANY OTIMR UVE LOADS
Dimensions And Conditions Prior To
Approval Of Plan.
SIGNATURE BELOW INDICATES ALL
ROOF LOADING
FLOOR LOADING
NOTES AND DIMENS ONS HAVE
C
TCLL: 20 PSF
TCLL: 40 PSF
BEEN ACCEPTED.
TCDL: 07 PSF
TCDL, 10 PSF
BCDL:* 10 PSF
BCDL, 6 PSP
By
TOTAL:- 37 PSF
TOTAL: 55 PSF
DURATION: 1.25
DURATION: 1.00
CAUTIONM
DO NOT ATTEMPT TO E T
TRUSSES WITHOUT REFERRING TO
T
CI-Bi SUMM RY SHEETS.
ALL PERMANENT BRACING MUST BE
IN PLACE PRIOR TO LOADING
TRUSSES. (10. SHEATHING,
SHINGLES, ETC.)
ALL INTERIOR BEARING WALLS
MUST BE IN PLACE PRIOR TO
INSTALLING TRUSSES.
REFER TO FINAL ENGINEERING
SHEETS FOR THE FOLLOWING.
1) NUMBER OF GIRDER PUES AND
NAILING SCHEDULE.
2) BEARING BLOCK REQUIREMENTS.
3) SCAB DETAILS (IF REQUIRED)
4) UPLIFT AND GRAVITY REACTIONS.
WARNING
Backcharges Will Not Be Accepted
Regardless of Fault Without Prior
Notification By Customer Within 411
Hours And Investigation By
Builders First Source.
NO EXECPTIONS.
The Ge eral Contractor Is Responsible
For All Connections Other Than Truss
to Truss, Gable Shear Wall, And
Connections. Temporary and
Permanent Bracing, And Coiling And
Roof Diaphragm Connections.
ROOF PITCH: 6112
CEILING PITCH: 0112
TOPCHORDSIZE: 2X4
BOTTOM CHORD SIZE: 2X4
OVERHANG LENGTH: 16"
END CUT: Plumb
CANTILEVER: —
TRUSS SPACING: 24"
BUILDING CODE: FBC2020
13EAPJNG HEJGH;FS--CHEDULE
BUILDER.
Adams Homes
PROJEcT.1
Single Family
MODEL,
1820 C
ADDRESS: 1 6W VESPARA ST
LOT I BLOCK:
3015
SUBDIVISION:
WATERSTONE
CITY: I FT IERCE
DRAWN BY: K SANCHEZ
JOB #: 2W706
!LA�.TS�
��ATE'. �2.-
REVISIONS:
1.
2
3.
.4,
ILI%
M!FirstSoume
4408 Airport Road
Plant City, FIL 33663
Ph. (813) 305-13DO
Fax (813) 305-1301
MlTko
Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
RE: 2584706 - LOT 30/5 WATERSTONE
8 12 2020
ittinglMiTek USA, Inc.
�T. Lude county., Perml
Site Information: 04 Parke East Blvd.
Customer Info: Adams Homes Port St Lucie Project Name: 2584706 Model: 1820 IP mpa, FL 33610-4115
Lot/Block: 30/5 Subdivision: WATERSTONE
Address: 5340VESPERAST—
City: Fort Pierce State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City: State:
General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.4
Wind Code: N/A Wind Speed: 160 mph
Roof Load: 37.0 psf Floor Load: N/A psf
This package includes 24 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No. Seal# Truss Name Date
1
T22271475
A01
12/23/20
2
T22271476
A02
12/23/20
3
T22271477
A03
12/23120
4
T22271478
A04
12/23/20
5
T22271479
A05
12/23/20
6
T22271480
A06
12/23/20
7
T22271481
A07
12/23/20
8
T22271482
A08
12123/20
9
T22271483
A09
12/23/20
10
T22271484
AIO
12/23/20
11
T22271485
All
12/23/20
12
T22271486
A24
12/23/20
13
T22271487
B01
12/23/20
14
T22271488
BOIA
12/23/20
15
T22271489
B01B
12/23/20
16
T22271490
B06
12/23/20
17
T22271491
CIV
12/23/20
18
T22271492
C3V
12/23/20
19
T22271493
C5V
12/23/20
20
T22271494
DOI
12/23/20
21
T22271495
D02A
12/23/20
22
T22271496
E7V
12/23/20
No. Seal# Truss Name Date
23 T22271497 E7VP 12/23/20
24 T22271498 H7V 12/23/20
The truss drawing(s) referenced above have been prepared by MiTek USA, Inc.
under my direct supervision based on the parameters
provided by Builders FirstSource (Plant City, FL).
Truss Design Engineer's Name: Lee, Julius
My license renewal date for the state of Florida is February 28, 2021.
IMPORTANT NOTE: The seal on these truss component designs is a certification
that the engineer named is licensed in the jurisdiction(s) identified and that the
designs comply with ANSI/TPI 1. These designs are based upon parameters
shown (e.g., loads, supports, dimensions, shapes and design codes), which were
given to MiTekorTRENCO. 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.
December 23,2020
Lee, Julius
I of I
Job
Truss
Truss Type
Qty
Ply
LOT 3015 WATERSTONE
T222714
2584706
A01
SPECIAL
8
tiunaers mrstjource (mant urty, t-L), I-lant Uity, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Dec 23 12:00:28 2020 Page I
ID:193QGWBBpX31RI87zeOm7kz5?ad-olXfYbJxpOjCrFztWCnh976XGjO3q8uLe99h3Fy6571
4-0 1-3- 11-11;212 19-10-0 27-8-4 3_5 1 8-1 "1�1
6_5_2 g_ _ I ; 0 2.,
P11--4., . .0 .5. 7-10-4 7-10-4 '. _ ;2
6.00 f12
4x10 MT20HS 3.00 F12
46 =
5x6 =
Scale = 1:73.6
4x10 MT20HS Zz
LOADING (pso
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TP12014
CS1.
TC 0.91
BC 0.90
WB 0.71
Matrix-MSH
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in (too) Ildefl Ud
-0.63 10-11 >759 240
-1.15 10-11 >413 180
0.59 8 n/a n/a
PLATES
MT20
MT20HS
Weight: 197 lb
GRIP
244/190
187/143
FT 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 31 *Except*
TOP CHORD
Structural wood sheathing directly applied.
1-4,6-9: 2x4 SP No. 1
BOTCHORD
Rigid ceiling directly applied or 5-0-10 oc bracing.
BOTCHORD 2x4 SP M 31 *Except*
WEBS
1 Row at midpt 6-11,4-12
13-14,10-13: 2x4 SP No.1
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 8=0-8-0
Max Horz 2=-433(LC 8)
Max Uplift 2=-797(LC 10), 8=-797(LC 10)
Max Grav 2=1 793(LC 15), 8=1 793(LC 16)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-5905/2705, 3-4=-562112545, 4-5=-2780/1527, 5-6=-2739/1527, 6-7=-5299/2545,
7-8=-5593/2705
BOTCHORD 2-14=-2278/5679,12-14=-1502/3876,11-12=-680/2253, 10-11=-1502/3376,
8-10=-2278/5061
WEBS 5-11 =-449/1175, 6-11 =-1 486/856, 6-1 0=-708/2011, 7-1 0=-260/287, 5-12=-449/1229,
4-12=-1574/856, 4-14=-708/2191, 3-14=-246/287
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=15ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedori -1-4-0 to 2-7-10, Interior(l) 2-7-10 to 15-10-6, Exterior(21R)
15-10-6 to 23-9-10, Interior(l) 23-9-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 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) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7� Bearing at joint(s) 2, 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface,
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
2=797,8=797.
9
9
I? I N
December 23,2020
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1011-74h rev. 5/19/2020 BEFORE USE.
Design valid for use onlywith IVIiTek@ 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 andfor chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Welk'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS117Pll Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, IVID 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
LOT 3015 WATERSTONE
r
T22271476
2584706
A02
SPECIAL
2
Job
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 a Nov 30 2020 MiTek Industries, Inc. Wed Dec 23 12:00:30 2020 Page 1
ID:193QGWBBpX31RI87zeOm7kz5?ad-kPePzGKBLdzw4Y7Gedp9EYCu1 X4kl2fe5Teo88y657?
�4O 1-3-0 1 �1 11;212 19-0-0 20-8-01 17-084
FT-4 7-04 1-8-0 _4 22
V
c!
-g
5X8 �� 3.00 F1_2
B-8-0
LOADING (PSI
SPACING-
2-0-0
TCLL
2(1.0
Plate Grip DOL
1.25
TCDL
7.0
Lumber DOL
1.25
BCLI_
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2020rrPI2014
LUMBER-
TOPCHORD 2x4 SP No.2 *Except*
1-4,7-10: 2x4 SP No.1
BOTCHORD 2x4 SP No.2 *Except*
2-16,9-11: 2x4 SP M 31
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3, Right: 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 9=0-8-0
Max Horz 2=-417(LC 8)
Max Uplift 2=-797(LC 10), 9=-797(LC 10)
Max Grav 2=1 540(LC 1), 9=1 540(LC 1)
6.00 F12
3X4 =
5x6 =
6X6
5 6
39-8-0
Scale = 1:73.7
5X8 zz�
CS1.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
TC 0.89
Vert(LL) 0.61 11-12 >787 240
MT20 244/190
BC 0.88
Vert(CT) -0.91 11-12 >522 180
MT20HS 1871143
WB 0.76
Horz(CT) 0.57 9 We n/a
Matrix-MSH
Weight: 218 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied.
BOTCHORD Rigid ceiling directly applied or 4-8-1 oc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-4905/2784, 3-4=-4621/2623, 4-5=-2726/1752, 5-6=-1 932/1439, 6-7=-272611752,
7-8=-4621/2623, 8-9=-4905/2784
BOTCHORD 2-16=-2350/4717,15-16=-154913216,13-15=-776/1929,12-13=-776/1929,
11 -1 2=-1 549/3091, 9-11 =-2351/4431
WEBS 3-16=-282/293, 4-16=-742/1736, 4-15=-1 216/792, 5-15=-573/1132, 5-13=-267/321,
6-13=-267/320, 6-12=-573/1068, 7-12=-1 137/792, 7-11 =-743/1605, 8-11 =-296/294
NOTES -
I ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 2-7-10, Interior(l) 2-7-10 to 15-0-6, Extedor(2R)
15-0-6 to 24-7-10, Interion(l) 24-7-10 to 37-0-6, Extedor(2E) 37-0-6 to 41-0-0 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 forverifying applied rooflive load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
1`j * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should Verify
capacity of bearing surface.
Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb)
2=797,9=797.
9
0 1 T
December 23,2020
,&WARNING -Verily designprrameters and READ NOTES ON THIS AND INCLUDED MiTEK REFERENCE PAGE Mll-7473 mv.511912020 BEFORE USE.
Design valid for use only with MrreM connectors. This design Is based only upon parametersshown, and is for an individual building component, not
a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TFI1 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MID 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty '�
Ply
LOT 30/5 WATERSTONE
T22271477
2584706
A03
SPECIAL
2
�
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MITek Industries, Inc. Wed Dec 23 12:00:31 2020 Page 1
ID:193QGWBBpX31RI87zeOm7kz5?ad-DcCnBcLp6x5niiiSCLKOnmk2YxQLlVbnK7NLgay657_
1-4-0 1 1�1 .1�1 2 17�1-1 LM-0 L7:��5 18 �1� L9
2 1
580 50 2 6
1,_, 1.3-1 _3_0
Scale = 1:75.2
6.00 r1_2 5x6 =
5xB =
,6
6
0
410 MT20HS ::: 3.00 FIT 4x10 MT20HS zzz
LOADING (PSI
SPACING-
2-0-0
TCLL
201.0
Plate Grip DOL
1.25
TCDL
7.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2020/TPI2014
LUMBER -
TOP CHORD
2x4 SP No.2 *Except*
1-4,7-10: 2x4 SP No. I
BOTCHORD
2x4 SP M 31 *Except*
13-15,11-13: 2x4 SP No.1
WEBS
2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 9=0-8-0
Max Horz 2=376(LC 9)
Max Uplift 2=-797(LC 10), 9=-797(LC 10)
Max Grav 2=1 799(LC 15), 9=1 801 (LC 16)
CS1.
DEFL.
in (loc) Vclefl L/d
PLATES
GRIP
TC 0.91
Vert(LL)
-0.62 11-12 >769 240
MT20
244/190
BC 0.86
Vert(CT)
-1.12-11-12 >423 180
MT20HS
1871143
WB 0.71
Horz(CT)
0.60 9 n/a n/a
Matrix-MSH
Weight: 202 lb
FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOTCHORD Rigid ceiling directly applied or 4-8-15 oc bracing.
WEBS
1 Row at midpt 4-14, 6-14, 7-12
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-5904/2977, 3-4=-5589/2795, 4-5=-2863/1738, 5-6=-2546/1644, 6-7=-2773/1738,
7-8=-5320/2795, 8-9=-5644/2977
BOTCHORD 2-15=-2526/5637,14-15=-1660/3794,12-14=-1 034/2565,11-12=-1 660/3367,
9-11=-2526/6110
WEBS 3-15=-294/324, 4-1 5=-797/2189, 4-14=-1 428/799, 5-14=-420/998, 6-14=-251/253,
6-12=-420/1108, 7-12=-1355/799, 7-11 =-797/2035, 8-11 =-306/324
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=1 60mph (3-second gust) Vasd=1 24mph; TCDL=4.2psf, BCDL=5.Opsf, h=15ft; B=45ft; L=40ft; eave=5ft; Cat.
li; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 2-7-10, Interion(l) 2-7-10 to 13-0-6, Extedor(21R)
13-0-6 to 26-7-10, Interlor(l) 26-7-10 to 37-0-6, Extedor(2E) 37-0-6 to 41-0-0 zone;C-C formembers 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) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = I O.Opsf.
it) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSIrrP1 I angle to grain formula. Building designer should verify
capacity of bearling surface.
9) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
2=797,9=797.
December 23,2020
WARNING -Verifydeslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 properlyincorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web andfor chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M!Tek7
fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANS117PII Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate institute, 2670 Crain Highway, Suite 203 Waldorf, IVID 20601 Tampa, FL 36610
Job
Truss
russ ype
Qty
ply
LOT 3015 WATERSTONE
�=PECITA
T22271478
2584706
A04
2
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Dec 23 12:00:33 2020 Page 1
ID:193QGWBBpX3jRI87zeDm7kz5?ad-9-KYCIN3eYLUxOrrJmNssBpQFk5UVSt4nRsSkTy656y
1-4-11 5-1 it -it L54-0- 19-10.0 �4-01:2 W-1 -7 32:1-15 311 M
Fl- 4_0 g_i _ 5.5:7 4-10-0 1 " , '_'_7 3.7_' 5_ 1 _1
6.00 F12 5x6 3X4 5X6
5 25 6 26 7
28 1.5X8 STP =
4X12 3.00 F12 4x12 ZZ
3X8 MT20HS \\ 3xB MT20HS //
Scale = 1:73.4
c? I C�
1"' 24-M
�8 �8 06 i —1. -D
i 1" 39-M
6 1 9-8-0
%_-_441 1 8-8-0
Plate Offsets (X,Y)- [2:0-1-15,1-2-15], [2:0-2-14, Edge], [4:0-3-0,0-3-01,15:0-3-0,0-2-0], [7:0-3-0.0-2-0]. [8:0-3-0,0-3-0], [10:0-1-15,1-2-15], [10:0-2-14, Edge], (12:0-7-0,0-3-8],
[16:0-7-0,0-3-81
LOADING (psf)
SPACING- 2-0-0
cSI.
DEFL.
in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip.DOL 1.25
TC 0.83
Vert(LL)
-0.67 13-15 >715 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.95
Vert(CT)
-1.16 13-15 >41 0 180
MT20HS 187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.53
Horz(CT)
0.60 10 n/a n1a
BCDL 10.0
Code FBC2020/TPI2014
Matdx-MSH
Weight: 204 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4SPNo.2 TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOTCHORD 2x4 SP No.1 BOTCHORD
Rigid ceiling directly applied or2-2-0 oc bracing, Except:
WEBS 2x4 SP No.3
5-3-0 DO bracing: 13-15.
WEDGE WEBS
1 Row at midpt 4-15,8-13
Left: 2x4 SP No.3, Right: 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 10=0-8-0
Max Horz 2=-335(LC 8)
Max Uplift 2=-797(LC 10), 10=-797(LC 10)
Max Grav 2=1804(LC 15), 10=1804(LC 16)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-583413030, 3-4=-5622/2947, 4-5=-328311933, 5-6=-293411832, 6-7=-283611832,
7-8=-3175/1933, 8-9=-5371/2947, 9-10=-5595/3030
BOTCHORD 2-16=-2565/5553,15-16=-2182/4748,13-15=-1410/3054,12-13=-2182/4303,
10-12=-2565/5077
WEBS 4-16=-610/1626, 4-15=-1 922/1023, 5-15=-52711184, 7-13=-527/1190, 8-13=-1 814/1023,
8-12=-610/1514, 6-15=-339/205, 6-13=-339/205
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=O.l 8; MWFRS (directional) and C-C Exterior(2E) -1 -4-0 to 2-7-10, Interior(l) 2-7-10 to 11 -0-6, Exterlor(2R)
11 -0-6 to 18-11 -10, Intedor(l) 18-11 -10 to 20-8-6, Extedor(2R) 20-8-6 to 28-7-10, Interior(l) 28-7-10 to 37-0-6, Exterion(2E) 37-0-6 to
41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=11.60 1
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) 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.
* This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
8) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should Verify
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
- 2=797,10=797.
December 23,2020
WARNING - Verify dqsIgn parameters and READ NOTES ON THIS AND INCLUbEb MITEK REFERENCE PAGE M11-7473 rev. 5119/2020 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 property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSWPIl 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, MID 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
PlyTLOT
31115 WATERSTONE
T22271479
2584706
A05
S PECIAL
1
1
1
J Job
ob Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Dec 23 12:00:34 2020 Page 1
ID:193QGWBBpX3jRI87zeOm7kz5?ad-dBuwpeOiPsTLZAQItTu5OOMZI 8RtErvE05c?Gvy656x
L3�O 0 19-10-0 26-8-0 L3 O�O 1 98 0 1-0-)9
�11 Vo, 6N.6 fl -4-0
6-10-0 6-10-0 W
Scale = 1:73.4
6.00 F1_2 5X8 = 3x4 = 5XB
4 23 24 5 25 266
5X8 3.00 F12 5X8 ZZ
LOADING (PSI
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
7.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2020ITP12014
LUMBER-
TOPCHORD
2x4 SP M 31 *Except*
4-6: 2x4 SP No.2,1-3,7-9: 2x4 SP No.1
BOTCHORD
2x4 SP M 31 *Except*
12-14,10-12: 2x4 SP No.2
WEBS
2x4 SP No.3
WEDGE
Left: 20 SP No.3, Right: 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 8=0-8-0
Max Horz 2=-294(LC 8)
Max Uplift 2=-797(LC 10), 8=-797(LC 10)
Max Grav 2=1 540(LC 1), 8=1 540(LC 1)
31-0-0
CS1.
DEFL.
in (loc) I/defl Ud
PLATES
GRIP
TC 0.95
Vert(LL)
0.62 10-11 >762 240
MT20
244/190
BC 0.94
Vert(CT) -0.96 11-13 >498 180
MT20HS
187/143
WB 0.80
Horz(CT)
0.59 8 n/a n/a
Matrix-MSH
Weight: 190 lb
FT = 20%
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD'
Rigid ceiling directly applied or 2-2-0 oc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-4919/3101, 3-4=-4613/2924, 4-5=-3036/2083, 5-6=-3036/2083, 6-7=-4613/2924,
7-8=-4919/3101
BOTCHORD 2-14=-2640/4556,13-14=-1511/2821,11-13=-1772/3223, 10-11=-1511/2821,
8-10=-2640/4445
WEBS 3-14=-371/397, 4-14=-1 038/1926, 4-13=-1 49/535, 5-13=-399/275, 5-11 =-3991275,
6-11 =-1 49/535, 6-1 0=-1 038/1815, 7-1 0=-3781397
NOTES -
I ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf,, BCDL=5.Opsf,, h=15ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterioq2E) -1-4-0 to 2-7-10, Interior(l) 2-7-10 to 9-0-6, Extedor(2R)
0-0-6 to 16-11-10, Interior(l) 16-11-10 to 22-8-6, Exterior(2R) 22-8-6 to 30-7-10, Interion(l) 30-7-10 to 37-0-6, Extedor(2E) 37-0-6 to
41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer I 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) All plates are MT20 plates unless otherwise indicated.
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
-1) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb)
2=797.8=797.
c?
9
C�
6
December 23,2020
AWARNING -Ve,ifyd.ign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IVIII-7473 rev. 5119/2020 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 property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M!Tek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MID 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
LOT 30/5 WATERSTONE
T22271480
2584706
A06
SPECIAL
1
�
Job Reference (optional)
c�
Builders FirstSource (Plant City, FL), Plant City, FIL - 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Dec 23 12:00:35 2020 Page 1
ID:193QGWBBpX3jRI87zeOm7kz5?ad-5NS11—OK99bCBJ?ERBPKxcvk6Yr7yMzNFILZoLy656w
�1 -44-'11 5. 1-1 1 1�.O 0 17-0-0 22-8-0 880 L3 8-11,5 -2 -0-
1 . 1,_1 I 2_ 5 _ i 1 0.
5 1 1 �l
6-0-0 5-8-0 6_;_; '14-0
Scale = 1:72.0
5x6 — 2X4 11 5X13 =
24 25
6.00 F12
5x6
26 27 7
5XB ::: 3.00 [12 5X8 Z:�
A
9
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in (loc) I/defl Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.93
Vert(LL)
0.73 12-14 >656 240
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.68
Vert(CT) -1.03 14-15 >464 180
MT20HS
187/143
BCLL 0.0
Rep Stress Incr
YES
WB 0.56
Horz(CT)
0.58 9 n/a n/a
BCDL 10.0
Code FBC2020rTPI2014
Matrix-MSH
Weight: 209 lb
FT = 20%
LUMBER-
IBRACING-
TOPCHORD 2x4SPNo.1 *Except*
TOP CHORD
Structural wood sheathing directly applied.
4-6,6-7: 2x4 SP No.2
BOTCHORD
Rigid ceiling directly applied or 4-7-6 oc bracing.
BOTCHORD 2x4 SP M 31 *Except*
13-15,11-13: 2x6 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3, Right: 2x4 SP No.3
REACTIONS. (size) 2=0-8-0,9=0-8-0
Max Horz 2=-253(LC 8)
Max Uplift 2=-797(LC 10), 9=-797(LC 10)
Max Grav 2=1 540(LC 1), 9=1 540(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-4917/3105, 3-4=-4608/2845, 4-5=-4142/2674, 5-6=-4142/2674,6-7=-4145/2676,
7-8=-4608/2844, 8-9=-4916/3104
BOTCHORD 2-15=-264814483,14-15=-1790/3279,12-14=-2246/4158,11-12=-1791/3281,
9-11=-2647/4442
WEBS 3-15=-333/385, 4-15=-74511516, 4-14=-511/1116, 5-14=-321/300, 6-12=-381/301,
7-12=-51 1/1117, 7-11 =-742/1461, 8-11 =-3421385
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf,, BCDL=S.Opsf,, h=15ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 2-7-10, Interion(l) 2-7-10 to 7-0-6, Extedor(2R)
7-0-6 to 14-11-10, Interion(l) 14-11-10 to 24-8-6, Exterior(2R) 24-8-6 to 32-7-10, Interior(l) 32-7-10 to 37-0-6, Exterior(2E) 37-0-6 to
41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=11.60
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) All plates are MT20 plates unless otherwise indicated.
§) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
-1) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
1h) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except at=lb)
2=797,9=797.
December 23,2020
,&WARNING - V.rifydesgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/19/2020 BEFORE USE.
Design valid for use only with Mr!"ek0connectom. 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
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Truss
Truss Type
Ply
LOT 30/5 WATERSTONE
IJob
I
]Tty
T22271481
�
2584706
A07
SPECIAL
JTJ
Job Reference fo
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 M!Tek Industries, Inc. Wed Dec 23 12:00:37 2020 Page 1
ID:193QGWBBpX3jRI87zeOm7kz5?ad-lmZ2RgQahnrwQd9cYbRoOl-6zLZRQE_gi2qftEy656u
rl -,,4-,Ol -6.1 -0 15-10-8 23-9-8 31;68-9 39-8-0 t'l-0-9
9 6_
=1 7-10-15 _8 4-6-5 '14-)
6-10-8
Scale = 1:72.0
5x6 =
3x4 5x8 5x6
6.00 F1_2 4 27 2829 5 6 3031 32 7
3x4 i::�- 3X4 -1 c?
1.6x8 STP 3 26 83
c� c�
34 1
25 34 1.5x8 STP
2 17 16 15 14 13 12 9 1 9
5 — 9 10 N
11 — 3x4 3x6 3x4 5x6 � 11 .7 19
8 5x6 11
2x4 11 3x4 2X4 11
3x6 3.00F1_2 3x6 :Z�
31-0-0
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in (loc) I/defi Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TI 0
Vert(LL)
0.21 15-16 >745 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
.�11
BC 5.
Vert(CT)
0.17 15-16 >942 180
BCLL 0.0
Rep Stress Incr NO
WB 0.59
Horz(CT)
0.03 9 n/a n1a
BCDL 10.0
Code FBC2020/TP12014
Matrix-MSH
Weight: 187 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-7-5 oc purlins.
BOTCHORD 2x4 SP No.2
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. All bearings 0-8-0 except Ot=length) 16=0-4-0, 13=0-4-0.
(lb) - Max Horz 2=212(LC 9)
MaxUplift All uplift 100 lb or less atjoint(s) except 2=-288(LC 10), 9=-302(LC 10), 16=-686(LC
10),
13=-715(LC 10)
MaxGrav All reactions 250 lb or less atjoint(s) except 2=451(LC 15), 9=527(LC 16), 16=1
125(LC 19), 13=1 185(LC
20)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-947/494, 3-4=-338/135, 4-5=-325/669, 5-6=-58/715, 6-7=-348/707, 7-8=-471/221,
8-9=-1 083/570
BOTCHORD 2-18=-291/979, 17-18=-295/986, 16-17=-23/293, 15-16=-328/181, 13-15=-426/296,
12-13=0/332, 11-12=-365/945, 9-11 =-359/937
WEBS 3-17=-599/468, 4-17=-51/419, 4-16=-986/630,5-16=-792/685, 5-15=-520/206,
6-15=-489/297,7-12=-721391, 8-12=-588/458, 6-13=-773/671, 7-13=-997/703
NOTES- I
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; VuIt=1 60mph (3-second gust) Vasd=1 24m ph; TCDL=4.2psf,- BCDL=5.Opsf, h=1 5ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., G Cpi=O.l 8; MWFRS (directional) and C-C Exterior(21E) -1 -4-0 to 2-7-10, 1 nterion(l) 2-7-10 to 5-0-6, Exterior(2R)
5-0-6 to 12-11 -10, Interion(l) 12-11 -10 to 26-8-6, Extedor(2R) 26-8-6 to 34-7-10, Interion(l) 34-7-10 to 37-0-6, Exterion(2E) 37-0-6 to
41 -0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lum bar 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 poncling.
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.
1) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 288 lb uplift at joint 2, 302 Ito uplift at
joint 9, 686 lb uplift at joint 16 and 715 lb uplift at joint 13.
9) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 15, 16, 17, 18 has/have been modified. Building designer must review loads to verify that
' they are correct for the intended use ofthis truss.
10) 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 Except:
Continued on page 2
December 23,2020
WARNING - Ve0fildesignparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE.
Design valid for use only with MiTek0connectors. 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 properlyincorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web andfor chord mombers only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIM11 Quality Criteria, DSB-09 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Truss
Truss Type
City
Ply
LOT 3015 TERSTONE
IJob
I
T22271481
2584706
A07
SPECIAL
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567,
LOAD CASE(S) Standard Except:
1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate Inerease=1.25
Uniform Loads (plf)
Vert: 1-4=-54, 4-7=-54, 7-1 0=-54, 17-19=-20, 12-17=-20, 12-22=-20
4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60
8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Dec 23 12:00:37 2020 Page 2
ID:193QGWBBpX3jR]87zeOm7kz5?ad-1 mZ2RgQahnrwQd9cYbRoOl-6zLZRQE�_gi2qftEy656u
Uniform Loads (plf)
Vert: 1-2=105, 2-25=59, 25-26=47, 4-26=70, 4-28=70, 28-31=47, 7-31=70, 7-33=70, 33-34=47, 9-34=59, 9-10=105, 17-19=-10, 16-17=-10, 13-16=20(F=30),
12-13=-1 0, 12-22=-1 0
Horz: 1-2=-1 13, 2-25=-67, 25-26=-56, 4-26=-78, 7-33=78, 33-34=56, 9-34=67, 9-1 0=1 13
Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=3, 2-4=-41, 4-7=-41, 7-9=-41, 9-10=3,17-19=-20,16-17=-20,13-16=10(F=30),12-13=-20,12-22=-2O
Horz: 1-2=-17, 2-4=27, 7-9=-27, 9-10=17
6) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=42, 2-4=13, 4-29=45, 29-32=26, 7-32=16, 7-9=31, 9-10=21, 17-19=-10, 16-17=-10, 13-16=20(F=30)'12-13=-10' 12-22=-10
Horz: 1-2=-50, 2-4=-22, 7-9=39, 9-10=29
7) Dead + 0.6 MWFRS Wind (Pos. Intemal) Right: Lumber Increase=1.60, Plate lncrease=1.60
Uniform Loads (plo
Vert: 1-2=21, 2-4=31, 4-27=16, 27-30=26, 7-30=45, 7-9=13, 9-10=42,17-19=-10, 16-17=-10, 13-16=20(F=30),12-13=-10, 12-22=-10
Horz: 1-2=-29, 2-4=-39, 7-9=22, 9-10=50
8) Dead + 0.6 MWFRS Wind (Neg. Intemal) Left: Lumber Increase=1.60, Plate lncrease=1.60
Uniform Loads (plo
Vert: 1-2=-26, 2-4=-36, 4-7=-1 6, 7-9=5, 9-1 0=1 5, 17-19=-20, 16-17=-20, 13-16=1 O(F=30), 12-13=-20, 12-22=-20
Horz: 1-2=12, 2-4=22, 7-9=19, 9-10=29
9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=15, 2-4=5, 4-7=-16, 7-9=-36, 9-10=-26, 17-19=-20,16-17=-20, 13-16=10(F=30),12-13=-20,12-22=-20
Horz: 1-2=-29, 2-4=-19, 7-9=-22, 9-10=-12
10) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plo
Vert: 1-2=74, 2-4=45, 4-7=45, 7-9=45, 9-10=74,17-19=-10, 16-17=-10, 13-16=20(F=30),12-13=-10, 12-22=-10
Horz: 1-2=-82, 2-4=-54, 7-9=54, 9-10=82
11) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plo
Vert: 1-2=45, 2-4=1 6, 4-7=1 6. 7-9=1 6. 9-1 0=45, 17-1 9=-1 0, 16-17=-1 0, 13-16=20(F=30), 12-13=-1 0, 12-22=-1 0
Horz: 1-2=-53, 2-4=-25, 7-9=25, 9-10"-53
12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plo
Vert: 1-2=-5, 2-4=-1 6, 4-7=-1 6, 7-9=-1 6, 9-1 0=-5, 17-19=-20, 16-17=-20, 13-16=1 O(F=30), 12-13=-20, 12-22=-20
Horz: 1-2=-9, 2-4=2, 7-9=-2, 9-10=9
13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber lncrease=1.60, Plate Increase=1.60
Uniform Loads (plo
Vert: 1-2=-5, 2-4=-16, 4-7=-16, 7-9=-16, 9-10=-5, 17-19=-20,16-i7=-20,13-16=10(F=30),12-13=-20, 12-22=-20
Horz: 1-2=-9, 2-4=2, 7-9=-2, 9-10=9
15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate lncrease=1.60
Uniform Loads (plo
Vert: 1-2=-53, 2-4=-61, 4-7=-45, 7-9=-30, 9-10=-22,17-19=-20, 16-17=-20,13-16=61(F=81), 12-13=-20, 12-22=-20
Horz: 1-2=9, 2-4=17, 7-9=14, 9-10=22
16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plo
Vert: 1-2=-22, 2-4=-30, 4-7=-45, 7-9=-61, 9-10=-53,17-19=-20, 16-17=-20,13-16=61(F=81), 12-13=-20, 12-22=-20
Horz: 1-2=-22, 2-4=-14, 7-9=-17, 9-10=-g
17) Dead + 0.75 RoofLive (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate lncrease=1.60
Uniform Loads (plo
Vert: 1-2=-37, 2-4=45, 4-7=-45, 7-9=-45, 9-10=-37,17-19=-20, 16-17=-20,13-16=61(F=81). 12-13=-20, 12-22=-20
Horz: 1-2=-7, 2-4=1, 7-9=-I, 9-10=7
18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plo
Vert: 1-2=-37, 2-4=-45, 4-7=-45, 7-9=-45, 9-10=-37,17-19=-20,16-17=-20,13-16=61(F=81), 12-13=-20,12-22=-20
Horz: 1-2=-7. 2-4=1. 7-9=-1. 9-10=7
WARNING -V�dfydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 ray. 511912020 BEFORE USE.
Design valid for use only with MiTeWconnectors. 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
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11'TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Infonnation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
—]SPECIAL
Truss Type
LOT30/5WA.TERSTONE
I
7tyPIy
T22271�482
2584706
A08
1
1
�
Job Reference (c
c�
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Dec 23 12:00:38 2020 Page 1
ID:193QGWBBpX31RI87zeOm7kz5?ad-Vy7RfORCS4zn2nko6JylZEXH?IpRgcbpxiaDPgy656t
�1 �4O 7.0� 12-3-1 16-0-8 i 19-10-0 22-5-14 1 ZI-3-1 32-8-0 9.�8 0 _0_1
1 _0 5_2 __ I L _ f'I 9
0 -3-1 -9-8 3-9-8 2-7-14 '14-0
5 3 , , B 6-4-11
5x6 = 3x8 = 3x4 =
6. 0 0 F1 _2 3 24 25 4 2627 28 5 29
3x6 3.00 F12
2x4 11 5x6 5x12 = 5x6
30 6 31 7 32 833 34 35 9
3x8 =
3x6 Z-
Scale = 1:72.0
V
C�
10
i i 12-3-1 1 � -ED
12-41%0
3'2 6 8
39-8-0
'_1
33
7-1-8
Plate Offsets (X,Y)--
[2:0-0-10, Edge], P:0-3-0,0-2-0], [4:0-3-8,0-1-8],
[7:0-3-0,0-3-0], [8:0-3-8.0-2-81,
[9:0-4-0,0-2-8], [10:0-0-10,
Edge], [12:0-8-0,0-0-8] JI 3:0-3-8,0-3-0],
T16:0-3-8,0-3-01,[17:0-5-4,0-0-81
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in (loc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.83
Vert(LL)
0.24 14-16
>696
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.90
Vert(CT)
-0.27 14-16
>630
180
BCLL 0.0
Rep Stress Incr NO
WB -0.95
Horz(CT)
0.06 10
n/a
n/a
BCDL 10.0
Code FBC2020[TP12014
Matrix-MSH
Weight: 177 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 *Except* TOPCHORD Structural wood sheathing directly applied or 3-10-9 cc purfins.
7-9: 2x4 SP No. 1 BOTCHORD Rigid ceiling directly applied or 5-5-4 cc bracing.
BOTCHORD 2x4 SP No.2 WEBS 1 Row at midpt 8-12
WEBS 2x4 SP No.3
REACTIONS. All bealrings 0-8-0 except at=length) 16=0-4-0, 13=0-4-0.
(lb)- Max Horz 2=-171(LC6)
MaxUplift All uplift 100 lb or less atjoint(s) except 2=-356(LC 8), 10=-429(LC 8),16=-1695(LC 8),
13=-1859(LC 8)
MaxGrav All reactions 250 lb or less atjoint(s) except 2=612(LC 1), 10=697(LC 1), 16=2263(LC 1), 13=2397(LC
1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1 2451434, 3-4=-1 038/444, 4-5=-573/923, 5-6=-856/1302, 6-7=-85611302,
7-8=-866/1022, 8-9=-1 360/708, 9-1 0=-1 598/729'
BOTCHORD 2-17=-263/1089,16-17=-923/751, 14-16=-529/321, 13-14=-435/248,12-13=-1 022/891,
10-1 2=-50711412
WEBS 3-17=-1 02/288, 4-16=-1 311/939, 5-16=-1 398/1438, 5-14=-602/680, 6-14=-421/437,
7-14=-775/753, 7-13=-1427/1490, 8-13=-1441/1137,9-12=-14/366, 4-17=-1017/2098,
8-12=-1419/2494
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf,, BCDL=5.Opsf,, h=15ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); LumberDOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible forverifying applied rooflive load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainageto prevent water ponding.
5) Thistruss has been designed fora 10.0 psfboftom chord live load nonconcurrent with any otherlive loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
. will fit between the bottom chord and any other members.
7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 lb uplift at joint 2, 429 lb uplift at
joint 10, 1695 lb uplift at joint 16 and 1859 lb uplift at joint 13.
19) Load case(s) 4, 5. 6, 7, 8. 9, 10, 11, 13, 14, 15, 16 has/have been modified. Building designer must review loads to Verify that they
are correct for the intended use ofthis truss.
Continued on page 2
December 23,2020
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLU DED MITEK REFERENCE PAGE Mil-7473 mv. 5119/2020 BEFORE USE.
Design valid for use only with Mffekli) connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall MF
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the M!Tek'
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
LOT 3015 WATERSTONE
T22271482
2584706
A08
SPECIAL
1
�
Job Reference (optional)
tsuiiaers i-,irstjource (viant L;rty, I-L), Vlant L;jty, t-L - 3355 1. 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Dec 23 12:00:38 2020 Page 2
ID:193QGWBBpX3jR[87zeOm7kz5?ad-Vy7RfORCS4zn2nko6JyIZEXH?IpR9cbpxiaDPgy656t
NOTES-
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 lb down and 159 lb up at 7-0-0, 111 lb down and 197 lb up at
9-0-12, 111 lb down and 197 lb up at 11 -0-12, 111 lb down and 197 lb up at 13-0-12, 111 lb down and 197 lb up at 15-0-12, 111 lb down and 197 lb up at 17-0-12, 111
lb down and 197 lb up at 19-0-12, 111 lb down and 197 lb up at 20-7-4, 111 lb down and 197 lb up at 22-7-4, 111 lb down and 197 lb up at 24-7-4, 111 lb down and 197
lb up at 26-7-4, 111 lb down and 197 lb up at 28-7-4, and 111 lb down and 197 lb up at 30-7-4, and 175 lb down and 356 lb up at 32-8-0 on top chord, and 353 lb down
and 128 lb up at 7-1-8, 92 lb down at 9-0-12, 92 lb down at 11 -0-12, 92 lb down at 13-0-12, 92 lb down at 15-0-12, 92 lb down at 17-0-12, 92 lb down at 19-0-12, 92 lb
down at 20-7-4, 92 lb down at 22-7-4, 92 lb down at 24-7-4, 92 lb down at 26-7-4, 92 lb down at 28-7-4, and 92 lb down at 30-7-4, and 353 lb down and 128 lb up at
32-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
11) In the LOAD CASE(S) section, loads applied to the face ofthe truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert: 1-3=-54, 3-9=-54, 9-11=-54,17-18=-20,12-17=-20, 12-21=-20
Concentrated Loads (lb)
Vert: 3=-175(B) 7=-111(B) 9=-175(B) 17=-330(B) 15=-46(B) 12=-330(B) 24=-111(B) 25=-111(B) 26=-11 1(13) 28=-111(B) 29=-111(B) 30=-111(B) 31=-III(B)
32=-111(B) 33=-111(B) 34=-111(6) 35=-111(B) 36=-46(B) 37=-46(B) 38=-46(B) 39=-46(B) 40=-46(B) 41=-46(B) 42=-46(B) 43=-46(B) 44=-46(B) 45=-46(B)
46=-46(B)
4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plo
Vert: 1-2=42, 2-3=13, 3-27=45, 27-34=26, 9-34=16, 9-10=31, 10-11=21, 17-18=-10, 16-17=-10, 13-16=49(F=59),12-13=-10, 12-21=-10
Horz: 1-2=-50, 2-3=-22, 9-1 0=39, 10-11 =29
Concentrated Loads (lb)
Vert: 3=130(B) 7=156(B) 9=257(B) 17=108(B) 15=-23(B) 12=108(B) 24=136(B) 25--136(B) 26=136(B) 28=156(B) 29=156(8) 30=156(B) 31=156(B) 32=156(8)
33=1 56(B) 34=1 56(B) 35=1 65(B) 36=-23(B) 37=-23(B) 38=-23(B) 39=-23(B) 40=-23(B) 41 =-23(B) 42=-23(B) 43=-23(B) 44=-23(B) 45=-23(B) 46=-23(B)
5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=11.60
Uniform Loads (plo
Vert: 1-2=21, 2-3=31, 3-25=1 6, 8-25=26, 8-9=45, 9-10=1 3, 10-1 1=42, 17-18=-10, 16-17=-1 0. 13-16=49(F=59),12-13=-10, 12-21 =-10
Horz: 1-2=-29, 2-3=-39, 9-1 0=22, 10-11 =50
Concentrated Loads (lb)
Vert: 3=159(B) 7=156(B) 9=246(B) 17=108(B) 15=-23(B) 12=108(B) 24=165(B) 25=156(B) 26=156(B) 28=156(B) 29=156(B) 30=156(B) 31=156(B) 32=156(B)
33=1 36(B) 34=1 36(B) 35=1 36(B) 36=-23(B) 37=-23(B) 38=-23(B) 39=-23(B) 40=-23(B) 41 =-23(B) 42=-23(B) 43=-23(B) 44=-23(B) 45=-23(B) 46=-23(B)
6) Dead + 0.6 MWIFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate lncrease=1.60
Uniform Loads (plo
Vert: 1-2=-26, 2-3=-36, 3-9=-1 6, 9-1 0=5, 10-11 =1 5, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21 =-20
Horz: 1-2=1 2, 2-3=22, 9-1 0=1 9, 10-11 =29
Concentrated Loads (lb)
Vert: 3=54(B) 7=1 97(13) 9=315(B) 17=1 28(B) 15=-1 3(B) 12=1 28(13) 24=1 97(B) 25=1 97(B) 26=1 97(B) 28=1 97(B) 29=1 97(B) 30=1 97(B) 31 =1 97(B) 32=1 97(B)
33=1 97(B) 34=1 97(B) 35=1 97(B) 36=-1 3(B) 37=-11 3(B) 38=-1 3(B) 39=-1 3(B) 40=-1 3(B) 41 =-1 3(B) 42=-1 3(B) 43=-11 3(B) 44=-1 3(B) 45=-1 3(13) 46=-1 3(B)
7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plo
Vert: 1-2=15, 2-3=5, 3-9=-16, 9-10=-36, 10-11=-26,17-18=-20,16-17=-20,13-16=39(F=59), 12-13=-20,12-21=-20
Horz: 1-2=-29, 2-3=-1 9, 9-1 0=-22, 10-11 =-1 2
Concentrated Loads (lb)
Vert: 3=54(B) 7=197(B) 9=356(B) 17=128(B) 15=-13(B) 12=128(B) 24=197(B) 25=197(B) 26=197(B) 28=197(B) 29=197(B) 30=197(B) 31=197(B) 32=197(B)
33=1 97(B) 34=1 97(B) 35=1 97(B) 36=-1 3(B) 37=-1 3(B) 38=-1 3(13) 39=-1 3(B) 40=-1 3(B) 41 =-1 3(B) 42=-1 3(B) 43=-1 3(B) 44=-1 3(13) 45=-1 3(B) 46=-1 3(B)
8) Dead + 0.6 MWFRS Wind (Pos. Internal) Ist Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plo
Vert: 1-2=74, 2-3=45, 3-9=45, 9-10=45, 10-11=74,17-18=-10, 16-17=-10, 13-16=49(F=59),12-13=-10, 12-21=-10
Horz: 1-2=-82, 2-3=-54, 9-1 0=54, 10-11 =82
Concentrated Loads (lb)
Vert: 3=1 30(B) 7=1 36(B) 9=214(B) 17=1 08(B) 15=-23(B) 12=1 08(13) 24=1 36(B) 25=1 36(B) 26=1 36(B) 28=1 36(B) 29=1 36(B)
30=1 36(B) 31 =1 36(13) 32=1 36(B) 33=1 36(B) 34=1 36(B) 35=1 36(B) 36=-23(B) 37=-23(B) 38=-23(B) 39=-23(B) 40=-23(B)
41=-23(B) 42=-23(B) 43=-23(B) 44F=-23(B) 45=-23(B) 46=-23(B)
9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate lncrease=1.60
Uniform Loads (plo
Vert: 1-2=45, 2-3=16, 3-9=16, 9-10=16, 10-11=45,17-18=-10, 16-17=-10, 13-l6=49(F=59),12-13=-10, 12-21=-10
Horz: 1-2=-53, 2-3=-25, 9-1 0=25, 10-11 =53
Concentrated Loads (lb)
Vert: 3=1 16(B) 7=1 65(B) 9=271 (B) 17=1 08(B) 15=-23(B) 12=1 08(B) 24=1 65(B) 25=1 65(B) 26=1 65(B) 28=1 65(B) 29=1 65(B)
30=1 65(B) 31 =1 65(B) 32=1 65(B) 33=1 65(B) 34=1 65(B) 35=1 65(B) 36=-23(B) 37=-23(B) 38=-23(B) 39=-23(B) 40=-23(B)
41=-23(B) 42=-23(B) 43=-23(B) 44=-23(B) 45=-23(B) 46=-23(B)
10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber lncrease=1.60, Plate Increase=1.60
Uniform Loads (plo
Vert: 1-2=-5, 2-3=-16, 3-9=-16, 9-10=-16, 10-11=-5,17-18=-20,16-17=-20,13-16=39(F=59),12-13=-20,12-21=-20
Horz: 1-2=-9, 2-3=2, 9-1 0=-2, 10-11 =9
Concentrated Loads (lb)
Vert: 3=72(B) 7=1 97(B) 9=335(B) 17=1 28(B) 15=-1 3(13) 12=1 28(B) 24=1 97(B) 25=1 97(B) 26=1 97(13) 28=1 97(B) 29=1 97(B)
30=1 97(B) 31 =1 97(B) 32=1 97(B) 33=1 97(B) 34=1 97(B) 35=1 97(B) 36=-1 3(B) 37=-1 3(B) 38=-1 3(B) 39=-1 3(B) 40=-1 3(B)
41 =-1 3(B) 42=-1 3(B) 43=-1 3(B) 44=-1 3(B) 45=-1 3(B) 46=-1 3(B)
.11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate lncrease=1.60
Uniform Loads (plo
Vert: 1-2=-5, 2-3=-16, 3-9=-16, 9-10=-16, 10-11=-5,17-18=-20,16-17=-20,13-16=39(F=59),12-13=-20,12-21=-20
Horz: 1-2=-9, 2-3=2, 9-1 0=-2, 10-11 =9
Continued on page 3
,&WARNING - V.Hfyd-ign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/1912020 BEFORE USE.
Design valid for use only with Mr!"ek0connectors. This design is based only upon parametersshown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properlyincorpo rate 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
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M!Tek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPIl Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Intomation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, Fl. 36610
Job
Truss
Truss Type
City
LOT 30/5 WATERSTONE
T22271482
2584706
A08
SPECIAL
1
�Ply
1
�
Job Reference (o
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Dec 23 12:00:38 2020 Page 3
ID:193QGWBBpX3jRI87zeOm7kz5?ad-Vy7RfORCS4zn2nko6JyIZEXH?IpR9cbpxiaDPgy656t
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 3=72(B) 7=197(B) 9=335(B) 17=128(B) 15=-13(B) 12=128(B) 24=197(B) 25=197(B) 26=197(B) 28=197(B) 29=197(B) 30=197(B) 31=197(B) 32=197(B)
33=1 97(B) 34=1 97(B) 35=1 97(B) 36=-1 3(B) 37=-1 3(B) 38=-1 3(B) 39=-1 3(B) 40=-1 3(B) 41 =-1 3(B) 42=-1 3(B) 43=-1 3(B) 44=-1 3(B) 45=-1 3(B) 46=-1 3(B)
13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=11.60, Plate Increase=1.60
Uniform Loads (plo
Vert: 1-2=-53, 2-3=-61, 3-9=-45, 9-1 0=-30, 10-1 1=-22, 17-18=-20, 16-17=-20,13-16=24(F=44), 12-13=-20, 12-21 =-20
Horz: 1-2=9, 2-3=1 7, 9-1 0=1 4, 10-11 =22
Concentrated Loads (lb)
Vert: 3=-1 9(B) 7=1 45(B) 9=232(B) 17=76(B) 15=-1 3(B) 12=76(B) 24=1 45(B) 25=1 45(B) 26=1 45(B) 28=1 45(B) 29=1 45(B) 30=1 45(B) 31 =1 45(B) 32=1 45(B)
33=1 45(B) 34=1 45(B) 35=1 45(B) 36=-1 3(B) 37=-11 3(B) 38=-1 3(B) 39=-1 3(B) 40=-1 3(B) 41 =-1 3(B) 42=-1 3(B) 43=-1 3(B) 44=-1 3(13) 45=-1 3(B) 46=-1 3(B)
14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber lncrease=1.60, Plate Increase=1.60
Uniform Loads (plo
Vert: 1-2=-22, 2-3=-30, 3-9=-45, 9-10=-61, 10-11=-53,17-18=-20,16-17=-20,13-16=24(F=44), 12-13=-20, 12-21=-20
Horz: 1-2=-22, 2-3=-1 4, 9-1 0=-1 7, 10-11 =-9
Concentrated Loads (lb)
Vert: 3=-1 9(B) 7=1 45(B) 9=262(B) 17=76(B) 15=-1 3(8) 12=76(B) 24=1 45(B) 25=1 45(B) 26=1 45(B) 28=1 45(B) 29=1 45(B) 30=1 45(B) 31 =1 45(B) 32=1 45(B)
33=145(B) 34=145(B) 35=145(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=-13(B) 45=-13(B) 46=-13(B)
15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Ist Parallel): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plo
Vert: 1-2=-37, 2-3=-45, 3-9=-45, 9-1 0=45, 10-11 =-37, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21 =-20
Horz: 1-2=-7, 2-3=11, 9-1 0=-I, 10-11 =7
Concentrated Loads (lb)
Vert: 3=-5(B) 7=1 45(B) 9=247(B) 17=76(B) 15=-1 3(B) 12=76(B) 24=1 45(B) 25=1 45(B) 26=1 45(B) 28=1 45(B) 29=1 45(B) 30=1 45(B) 31 =1 45(B) 32=1 45(B)
33=1 45(B) 34=1 45(B) 35=1 45(B) 36=-1 3(B) 37=-1 3(B) 38=-1 3(B) 39=-1 3(B) 40=-1 3(B) 41 =-I 3(B) 42=-1 3(B) 43=-1 3(B) 44=-1 3(B) 45=-1 3(B) 46=-1 3(B)
16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1,60
Uniform Loads (plo
Vert: 1-2=-37, 2-3=-45, 3-9=-45, 9-1 0=-45, 10-11 =-37, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21 =-20
Horz: 1-2=-7, 2-3=1, 9-1 0=-1, 10-11 =7
Concentrated Loads (lb)
Vert: 3=-5(B) 7=1 45(B) 9=247(B) 17=76(B) 15=-1 3(B) 12=76(B) 24=1 45(B) 25=1 45(B) 26=1 45(B) 28=1 45(B) 29=1 45(B) 30=1 45(B) 31 =1 45(B) 32=1 45(B)
33=1 45(B) 34=1 45(B) 35=1 45(B) 36=-1 3(B) 37=-1 3(B) 38=-1 3(B) 39=-1 3(B) 40=-1 3(B) 41 =-1 3(B) 42=-1 3(B) 43=-1 3(B) 44=-1 3(B) 45=-1 3(B) 46=-1 3(B)
WARNING - verify design parameters and READ NOTES ON THISAND INCLUDED'MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use onlywith M7ek@ connectors. This design is based only upon parameters shown, and is foran Individual building component, not
a truss system. Before use, the building designer must verify the applicability ofriesign parameters and property incorporate this design Into theoverall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M!Tek*
fabrica" on, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rFll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MID 20601 Tampa, FL 36610
Job
Truss
Type
City
Ply
LOT 31115 WATERSTONE
�Truss
T22271483
2584706
A09
SPECIAL
1
1
�
Job Reference (o
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 M!Tek Industries, Inc.. Wed Dec 23 12:00:40 2020 Page 1
ID:193QGWBBpX3jRl87zeOm7kz5?ad-SKFB4hSS iEVH5uBDk?VefcbWZUHdYL6003JUZy656r
3 19-10-0 2 3-1,01 13 -0 9 -0 1 -?4
1 1-4-0
6-10-0 1 -_20 �1 2 2.11:1
-0 1
0
1 6- -1 64-1 4-1
Scale = 1:75.5
3X13
6x12 MT20HS 1
5xB
6.00 F12
5x6
7
4
3X4
5 26
6
5x6
24
5x6 T
3
9
1.5x8 STP
2 3
—
27
1.5x8 STP
16
2
15
14
13 12 10 'J'-9
1
6x12 MT20HS 3X41
4x6
3x4 6x12 MT20HS
5X8 7:� 3.00 F12
5X8 ZZ:
LOADING (pS,
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
7.0
LumberDOL
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC20201TPI20114
LUMBER-
TOPCHORD 2x4 SP No.2 *Except*
3-4,8-9: 2x4 SP M 31,1-3,9-11: 2x4 SP No.1
BOTCHORD 2x4 SP M 31 *Except*
14-16,12-14: 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3, Right: 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 10=0-8-0
Max Horz 2=-351 (LC 8)
Max Uplift 2=-797(LC 10), 10=-797(LC 10)
Max Grav 2=1540(LC 1), 10=1540(LC 1)
5-7-5
CS1.
DEFL.
in (loc) Ildefl Ud
PLATES
GRIP
TC 0.95
Vert(LL)
0.63 12-13 >757 240
MT20
244/190
BC 0.94
Vert(CT) -0.96 13-15 >497 180
MT20HS
187/143
WI3 0.81
Horz(CT)
0.60 10 nla n/a
Matrix-MSH
Weight: 199 lb
FT = 20%
BRACING-
TOPCHORD
Structural wood sheathing directly applied. Except:
1 Row at midpt 6-8
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-4917/3040, 3-4=-4613/2864, 4-5=-3032/2004, 5-6=-3037/1932, 6-8=-2899/1832,
8-9=-4664/2728, 9-1 0=-4929/2866
BOTCHORD 2-16=-2647/4620,15-16=-1516/2827,13-15=-1718/3209, 1�-13=-1412/2856'
10-12=-2425/4456
WEBS 3-16=-368/396, 4-16=-1041/1945, 4-15=-103/484, 5-15=-339/221, 5-13=-415/327,
8-13=-186/531, 8-12=-942/1816, 9-12=-298/322
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=15ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpl=0.18; MWIFRS (directional) and C-C Exterlor(21E)-1-4-0 to 2-7-10, Interion(l) 2-7-10to 9-0-6, Extedor(2R)
9-0-6 to 16-11-10, Interior(l) 16-11-10 to 21-0-7, Extedor(2R) 21-0-7to 23-10-0, Extedor(2E) 23-10-Oto 26-4-1, Interion(l) 26-4-1 to
37-0-6, Extedor(2E) 37-0-6to 41-0-0 zone;C-C formembers and forces & MWFRS for reactions shown; LumberDOL=1.60 plate grip
DOL=1.60
3) Building Designer I 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) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Bearing atjoint(s) 2, 10 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify
' capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 797 lb uplift at joint 2 and 797 lb uplift at
joint 10.
10) Graphical purlin representation does not depict the size orthe orientation ofthe pudin along the top and/or bottom chord.
December 23,2020
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSMII Quality Criteria, DSB-89 and BCS1 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
Clty
PI,
OT 3015 WATERSTONE
I
TI
T22271484
2584706
A10
SPECIAL
1
1
1
J J,
ob Reference (optional)
c�
ustbource (Plant City, FL). Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Dec 23 12:00:41 2020 Page 1
ID:193QGWBBpX3jRI87zeOm7kz5?ad-wXpZHlTSI?MMvESNnRWkBt9lXzuhM3PFdgotO?y656q
Q4.'11 5-11-1 1 100�2 1'_1 0_1 1 9_0_1 1 �2 9-11,1 21- 1 8 -50 31-11,1
'_1 0_1
5x6 =
6x12 MT20HS
31
Scale = 1:75.5
9
12 � 9
1 16 1 N
5X8 1;:� 3.00 F1 _2 5X8 Z-
LOADING (PSI
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
7.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2020fTPI2014
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
1-4,10-13: 2x4 SP M 31
BOTCHORD 2x4 SP M 31 *Except*
16-18,14-16: 2x6 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3 , Right: 2x4 SP No.3
REACTIONS. (size) 2=0-8-0,12=0-8-0
Max Horz 2=-351 (LC 8)
Max Uplift 2=-797(LC 10), 12=-797(LC 10)
Max Grav 2=1540(LC 1), 12=1540(LC 1)
39-8-0
CS1 '
DEFL.
in (loc) Ildefl Ud
PLATES
GRIP
TC 1.00
Vert(LL)
0.68 15-17 >704 240
MT20
244/190
BC 0.67
Vert(CT)
-0.95 17 >499 180
MT20HS
187/143
WEI 0.56
Horz(CT)
0.55 12 n/a n/a
Matdx-MSH
Weight: 228 lb
FT = 20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc pudins.
Except:
1 Row at midpt 6-7,7-10
BOTCHORD
Rigid ceiling directly applied or 4-6-1 oc bracing.
JOINTS
1 Brace at Jt(s): 7
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-4912/3208, 3-4=-4607/2953, 4-5=-4155/2803, 5-6=-4155/2803, 6-7=-3887/2655,
7-9=-3697/2494,9-10=-3697/2494, 10-11=-4713/2868,11-12=-4921/3021, 6-8=-336/262,
8-10=-359/270
BOTCHORD 2-18=-278414606,17-18=-1907/3299,15-17=-2254/3973,14-15=-1844/3338,
12-14=-2569/4446
WEBS 3-18=-326/377, 4-18=-785/1550, 4-17=-577/1023, 5-17=-457/439, 7-17=-172/405,
7-15=-2931294,10-15=-471/888,10-14=-703/1474,11-14=-229/273
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=15ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(l) 2-7-10 to 7-0-6, Exterior(21R)
7-0-6 to 14-11-10, Interior(l) 14-11-10 to 19-10-6, Extedor(2R) 19-10-6 to 27-9-10, Interior(l) 27-9-10 to 37-0-6, Exterior(2E) 37-0-6
to 41 -0-0 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.
A All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
Bearing at joint(s) 2, 12 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at
joint 12.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
A
December 23,2020
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE.
Design valid for use only with MfTek(D connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properlyincorporate this design into the overall MF
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MOW
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSMII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FIL 36610
Job
Truss
Truss Type
Qty
Ply
LOT 3015 WATERSTONE
T22271485
2584 7 06
All
SPECIAL
1
Job Reference (o
irstSource (Plant City, FL), Plant City, FL - 33567,
8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Dec 23 12:00:42 2020
6-3-0 1 2-9-0
3x6 �� 3.00 r1_2
23-10-0
5X6 =
14 1 3
4x6
&B
7-8-0
3x6 =
8-2-0
Scale = 1:73.7
3X6 =
0
6
6
0 c?
LOADING (psf)
SPACING- 2-0-0
CS1.
DIEFL.
in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0�%
Vert(LL)
-0.26 11-13 >887 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0 6
Vert(CT)
-0.40 11-13 >582 180
BCLL 0.0
Rep Stress Incr YES
WB 0.87
Hor7(CT)
-0.02 13 n/a n/a
BCDL 10.0
Code FBC2020rrPI2014
Matrix-MSH
Weight: 198 lb FT 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied.
BOTCHORD 2x4 SP No.2
*Except*
BOTCHORD Rigid ceiling directly applied or 5-2-0 oc bracing. Except:
6-13:2x4 SP
No.3, 9-12:2x4 SP No.1
3-4-0 cc bracing: 13-15
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 7-13
REACTIONS. (size) 2=0-8-0,13=0-4-0, 9=0-8-0
Max Horz 2=351 (LC 9)
Max Uplift 2=-495(LC 10), 13=-614(LC 10), 9=-482(LC 10)
Max Grav 2=91 1 (LC 15),13=1 807(LC 15), 9=1 002(LC 16)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-2386/1504, 3-4=-2061/1313, 4-5=-1309/930, 5-6=-245/302, 6-7=-2051413,
7-8=-1 244/782, 8-9=-1 366/742
BOTCHORD 2-17=-1231/2415,16-17=-854/1893,15-16=-473/773,13-15=-1016/719,11-13=0/251,
9-11 =-454/1151
WEBS 3-17=-327/308, 4-17=-3521913, 4-16=-530/308, 5-16=-1 41/814, 5-15=-1 061/824,
7-13=-688/240, 7-11 =-466/1148, 8-11 =-537/503
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=l 60mph (3-second gust) Vasd=l 24mph; TCDL=4.2psf, BCDL=5.Opsf,* h=l 5ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterlon(2E) -1-4-0 to 2-7-10, Interior(l) 2-7-10 to 5-0-6, Exterior(2R)
5-0-6 to 12-11-10, Interion(l) 12-11-10 to 19-10-6, Exterior(2R) 19-10-6 to 27-9-10, Interion(l) 27-9-10 to 37-0-6, Exterior(2E) 37-0-6
to 41-0-0 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, with BCDL = 10.0psf.
7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI I angle to grain formula. Building designer should verify
. capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 495 lb uplift at joint 2, 614 lb uplift at
joint 13 and 482 lb uplift at joint 9.
December 23,2020
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev5/19/2020 BEFORE USE.
Design valid for use only with MiTek@connectors. This design is based only upon parametersshom, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properlyincorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTak'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIM11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
SafefyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Truss
Truss Type
Qty
Ply
LOT 3015 WATERSTONE
IJob
T22271486
2584706
A24
SPECIAL
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Dec 23 12:00:44 2020 Page I
ID:3xt?Yd6RbYnXO16Sf6qhjiz4cnz-K6Viv3Vz2wkxmiBySa3RoVnJzAryZPxiJeI XdKy656n
4-1 0- �1-22.2 i 12 1;40 1 5�O 7-11-1331 21 1.�11 i 23-10-0 370-1.1�1 N 2 3%.1;0 Y11
1--_ 1—_ __ 1 24-.4.;
_0 2 2 ;0 i 2_ _I �_J� .1
rl---4 7. .5 3-8-8
3X8 \\ 8x12
5x6 7:-� 3.00 F1_2
18 17 —
6x121VT20HS
15-9-4 20-1-8 20-2-0 2
LOADING (pso
SPACING- 2-0-0
CS1.
TCLL 20.0
Plate Grip DOL 1.25
TC 0.73
TCDL 7.0
Lumber DOL 1.25
BC 0.95
BCLI_ 0.0
Rep Stress Incr NO
WB 0.64
BCDL 10.0
Code FBC2020/TP12014
MatrIx-MSH
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2
*Except*
5-22: 2x8 SP
240OF 2.OE, 19-21: 2x6 SP M 26,
8-17: 2x4 SP M 31
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
REACTIONS. (size) 2=0-8-0,17=0-4-0,12=0-8-0
Max Horz 2=351 (LC 7)
Max Uplift 2=-709(LC 8),17=-905(LC 8),12=-431(LC 8)
MaxGrav 2=1171(LCl),17=2119(LC2),12=965(LC14)
5X6 =
3X4 = 3x6 =
Scale = 1:73.7
XX4
9
=1 2 c?
iii c�
14
3x6 3x6
DEFL. in
(loc) Ildefl Ud
PLATES GRIP
Vert(LL) 0.27
23 >891 240
MT20 244/190
Vert(CT) , -0.34
23 >725 180
MT20HS 187/143
Horz(CT) -0.03
17 n/a n/a
Weight: 227 lb FT = 20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-6-8 oc purlins.
BOTCHORD
Rigid ceiling directly applied or 4-9-6 oc bracing. Except:
6-0-0 oc bracing: 17-19
WEBS
1 Row at midpt 9-17
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-3391/1822, 3-4=-3057/1795, 4-5=-3044/1865, 5-6=-3427/2073, 6-7=-139411009,
7-8=-290/543, 8-9=-238/458,9-10=-716/373, 10-11=-1419/542,11-12=-1526/559
BOTCHORD 2-24=-1 494/3064, 23-24=-1 469/3036, 22-23=-91 2/1676, 5-21 =-243/260,
20-21 =-1 087/1935, 19-20=-228/455, 17-19=-1 116/722, 8-19=-270/228, 14-16=-233/946,
12-14=-37211319
WEBS 3-24=-433/1145,3-23=-346131,4-23=-219/286,21-23=-668/1422,6-21=-80211678,
6-20=-15391980,7-20=-847/1623,7-19=-1119/684,9-17=-991/257,10-16=-681/424,
10-1 4=-69/464, 9-16=-267/819
NOTES -
I ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; VuIt=1 60mph (3-second gust) Vasd=1 24mph; TCDL=4.2psf; BCDL=5.Opsf, h=1 5ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFR3 (directional); 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 poncling.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
�7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
8) Bearing at joiri 2 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 709 lb uplift at joint 2, 905 lb uplift at
joint 17 and 431 lb uplift at joint 12.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159 ib down and 156 lb up at
7-0-0, and 111 lb down and 197 lb up at 9-0-12, and 111 lb down and 197 lb up at 11 -0-12 on top chord, and 353 lb down and 124
lb up at 7-1-8, and 92 lb down at 9-0-12, and 92 lb down at 11 -0-12 on bottom chord. The design/selection of such connection
Cont"do(OI)IJaYIE2responsibility of others.
December 23,2020
WARNING - Verifyclosign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek0cennectors. This design is based only upon parameters she" ' 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
is always required for stability and to prevent collapse With possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FIL 36610
Job
russ
Truss Type
City
Ply
T 30/5 WATERSTONE
TIJLob
T22271486
2584706
A24
SPECIAL
1
— iriani uny, FL), rianE uty, r-L —moo t,
8.43U S Nov 30 2020 MiTek Industries, Inc. Wed Dec 23 12:00:44 2020 Page 2
ID:3xt?Yd6RbYnXO16Sf6qhAz4cnz-K6Viv3Vz2wkxmiBySa3RoVnJzAryZPx!JelXdKy656n
NOTES-
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1.25
Uniform Loads (plo
Vert: 1-3=-54, 3-6=-54, 6-9=-54, 9-13=-54, 24-25=-20, 22-24=-20, 19-21 =-20, 17-18=-20, 17-28=-20
Concentrated Loads (lb)
Vert: 3=-159(F) 24=-312(F) 23=-46(F) 4=-1 1 I(F) 31=-1 11 (F) 33=-46(F)
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUIDEb MITEK REFERENCE PAGE MII-74i3 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 buildin componentnot
a truss system. Before use, the building designer must verify the applicabilityol'clesign 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
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek"
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSE-89 and BCSI 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
City
Ply
LOT 3115 WATERSTONE
I
T22271487
�
2584706
B01
SPECIAL
1
Job Reference (o
Builders FirstSource (Plant City, FL). Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Dec 23 12:00:45 2020 Page I
ID:193QGWBBpX3jRI87zeOm7kz5?ad-ol247PWbpEsnNsmgOHbgLjJTTaAplogrYlm49my656m
8-6-0 11�10 19-6-0 27-8-0 29-0-0
8-6-0 7-8-0 8-2-0 14-0
LOADING (psf)
SPACING-
2-0-0
TCLL 20.0
Plate Grip DOL
1.25
TCOL 7.0
Lumber DOL
1.25
BCLL 0.0
Rep Stress Incr
YES
BCDL 10.0
Code FBC2020/TP12014
LUMBER-
TOPCHORD 2x4SPNo.2
BOTCHORD 2x4 SP No.2
*Except*
3-9: 2x4 SP No.3
WEBS 2x4 SP No.3
Scale = 1:56.9
4x6 =
1.5x;STP 7X1 0 3x6
3x6 11
17-5-12
CS1.
DEFL. in
(loc) I/defl L/d
PLATES GRIP
TC 0.81
Vert(LL) 0.34
10-13 >280 240
MT20 2441190
BC 0.98
Vert(CT) -0.43
8-16 >543 180
WB 0.86
Horz(CT) -0.01
9 n/a n/a
Matrix-MSH
Weight: 145 lb FT = 20%
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-8-11 oc purlins.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
REACTIONS. (size) 2=04-0,94-8-0,6=13-8-0
Max Horz 2=317(LC 9)
Max Uplift 2=r4O3(LC 10), 9=-615(LC 10), 6=-460(LC 10)
Max Grav 2=350(LC 19), 9=1097(LC 1), 6=823(LC 16)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 3-4=-82/311, 4-5=-950/743, 5-6=-1 089/718
BOTCHORD 2-10=-268/183,9-10=-1020/923,3-10=-414/452,6-8=-432/901
WEBS 4-1 0=-716/311, 4-8=-466/843, 5-8=-533/527, 8-1 0=-1 4/275
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=1 60mph (3-second gust) Vasc1=1 24m ph; TCDL=4.2psf, BCDL=5.Opsf, h=1 5ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Enci., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(l) 2-7-10 to 7-10-6, Exteflor(2R)
7-10-6 to 15-9-10, Interion(l) 15-9-10 to 25-0-6, Exterion(2E) 25-0-6 to 29-0-0 zone; cantilever left exposed ; porch left exposed;C-C
for members and forces & MWFRS for reactions shown; Lumber DOL=11.60 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) 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.
6) Provide mechanical connection (by others) oftruss to bearing plate capable ofwithstanding 403 lb uplift at joint 2, 615 lb uplift at
joint 9 and 460 lb uplift at joint 6.
December 23,2020
,&WARNING -Verify dsign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1011-7473 mv.5/19/2020 BEFORE USE.
Design valid for use only with M&D connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Qualify Criteria, DSB-09 and BCSI Building Component 6904 Parke East Blvd.
Safety Intomation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MID 20601 Tamp., FL 36610
Job
Truss Type
Qty
Ply
LOT 3015 WATERSTONE
7
�
T22271488
2584706
B01A
SPECIAL
3
�
Job Reference (optional)
ce tPiant City, t-L), Plant City, FL - uubb7, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Dec 23 12:00:46 2020 Page I
ID:193QGWBBpX3jRI87zeOm7kz5?ad-GUcSKJXDaY e?OLLa-6vuwse3—ZFIEP?nyWehDy6561
8-6-0 11 10? 19-6-0 27-8-d' 29-0-0
8-6-0 5T i 7-8-0 8-2-0 1-4-0
4x6 =
c?
10 6x8 3X4 'z�'
1.5x8 STP
6x12 MT20HS =
Scale = 1:58.7
LOADING (pso
SPACING-
2-0-0
CS1.
DEFL. in
(too) I/defl Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.82
Vert(LL) -0.28
8-9 >855 240
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.77
Vert(CT) -0.40
8-9 >587 180
MT20HS
187/143
BCLL 0.0
Rep Stress Incr
YES
W13 0.90
Horz(CT) -0.05
9 n/a n1a
BCDL 10.0
Code FBC2020/TPI2014
Matrix-MSH
Weight: 136 lb
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-10-2 oc purlins.
BOTCHORD 2x4 SP No.2
*Except*
BOTCHORD
Rigid ceiling directly applied or-110-0-0 oc bracing,
Except:
8-10,6-8:2x4
SP No.1
8-5-3 oc bracing: 6-8.
WEBS 2x4 SP No.3
6-0�O oc bracing: 9-11
WEDGE
WEBS
1 Row at midpt 4-9
Left: 2x6 SP No.2
REACTIONS. (size) 9=0-8-0, 6=0-8-0, 2=0-4-0
Max Horz 2=314(LC 9)
Max Uplift 9=-414(LC 10), 6=-497(LC 10), 2=-565(LC 10)
Max Grav 9=1 045(LC 15), 6=1 050(LC 16), 2=497(LC 21)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-391/360, 3-4=-3131510, 4-5=-1 356/857, 5-6=-1 474/812
BOTCHORD 9-11 =-401/552, 3-11 =-365/380, 8-9=-1 0/369, 6-8=-515/1247
WEBS 4-9=-5571163, 4-8=-481/1148,5-8=-537/524
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=l 60mph (3-second gust) Vasd=1 24m ph; TCDL=4.2psf, BCDL=5.0 psf, h=1 5ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 2-7-10, Interion(l) 2-7-10 to 7-10-6, Exterior(2R)
7-10-6 to 15-9-10, Interior(l) 15-9-10 to 25-0-6, Exterlor(2E) 25-0-6 to 29-0-0 zone; Cantilever left exposed ; porch left exposed;C-C
for members and forces & MWFRS for reactions shown; Lumber DOL=11.60 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) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 110.0psf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 414 lb uplift at joint 9, 497 lb uplift at
joint 6 and 565 lb uplift at joint 2.
December 23,2020
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE.
Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPll Quality Criteria, DSB-89 and BCSI 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
T uss
Truss Type
Cty
Ply
LOT 3015 WATERSTONE
T22271489
2584706
B01B
SPECIAL
jnh R
Buiiders Fij
'ce (Mant City, FL), Plant City, FL - 33567, 8.430 s Nov 3 2020 MiTek Industries, Inc. Wed Dec 23 12:00:47 2020 Page I
ID:193QGWBBpX3jR[87zeOm7kz5?ad-IhAqY4YsLr6Vd9wX8id8Q8PoiNsGmgY8?cFBDfy656k
8-6-0 -10-0 19-6-0 27-8-0 0-1
B-6-0 k
i 1� —4-0 7-8-0 B-2-0
4x6 =
10 6x8 = 6x8 = 3X6 =
8-2-0
7-11-0 8,1,0 17-6-5 27-8-0
-0 9-4-5 10-1-11
Scale = 1:56.4
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.86
Vert(LL) -0.25
8-9 >933 240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.98
Vert(CT) -0.51
11-14 >198 120
MT20HS 187/143
BCLL 0.0
Rep Stress Incr YES
WI3 0.97
Horz(CT) 0.01
6 n/a n1a
BCDL 10.0
Code FBC2020rrP[2014
Matrix-MSH
Weight: 139 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-10-0 oc purlins.
BOTCHORD 2x4 SP No.2 *Except*
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing. Except:
3-9: 2x6 SP No.2
2-2-0 oc bracing: 9-11
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 4-9
REACTIONS. (size) 9=0-4-0,6=0-8-0
Max Horz 9=314(LC 9)
Max Uplift 9=-834(LC 10), 6=-334(LC 10)
Max Grav 9=1 811 (LC 15), 6=824(LC 16)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-641/949, 3-4=-182/546, 4-5=-854/408, 5-6=-972/364
BOTCHORD 2-11 =-802/768, 9-11 =-831/582, 3-11 =-6331575, 8-9=-200/414, 6-8=-1 15/801
WEBS 4-9=-1093/688, 4-8=-518/1150, 5-8=-546/528
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf,, BCDL=5.Opsf, h=15ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interion(l) 2-7-10 to 7-10-6, Exterior(21R)
7-10-6 to 15-9-10, Interior(l) 15-9-10 to 25-0-6, Exterior(2E) 25-0-6 to 29-0-0 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) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 1 0.0psf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 834 lb uplift at joint 9 and 334 lb uplift at
joint 6.
December 23,2020
AWARNING - Verifyclesignparameters and READ NOTES ONTHISAND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 5/1912020 BEFORE USE.
Design valid for use only with MITek0 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 andfor chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MOW
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, IVID 20601 Tampa, FL 36610
Job
Truss
Truss Type
LOT30/5WATERSTONE
7tyPly
T22271490
2584706
B06
GABLE
1
�
Job Reference (optional)
t5uiiaers mrsizource kviant uny, t-L), mant uny, I- L - 540b f, 6.4�JU S NOV 3U ZUZU mi I eK Inaustries, Inc. vvea Liec 23 1 Z:UU:4U ZUZU Vage I
ID:193QGWBBpX3jR]87zeOm7kz5?ad-h3lbzmZ6sTMDsT4wF7fcVZU9zBbkEjVRTwkllYy656i
8-6-0 11-10-0 19-6-0 27-8-0
7-8-0
8-6-0 -4-0 4 A
1 8-2-0 1-4-0
5x8 11
2x4 11 8
6.00 F1_2 3x4 11 7
2x4 11 37
3x4 5
2x4 11
3x4 4
36 3 IX8
rZ
2 3x12 IVIT IHS
8-0-8 99
24 23 W t
5x8 410 MT20HS = - R I
2x4 11 2x4 11 &L
2X4 11
9
2X4 11
2x4 11
2X4 I'
0
2x4 11
N 26 11 5X6
12
7 �3x4 1��
13 8 3X4
38
X8 11
%J2 20 19 18 17 16 5x8
K8 TP = 2X4 11 2X4 11 2X4 11
I BAB — 2K4 11
Scale = 1:61.6
— 14 lco
15 -9
9
N
LOADING (ps�
TCLIL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020fTPI2014
CS1.
TC 0.78
BC 0.72
WB 0.43
Matdx-MSH
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in (loc) Ildefl Ud
0.28 24 >343 240
-0.34 16-35 >684 180
O�04 21 n1a nla
PLATES
MT20
MT20HS
Weight: 190 lb
GRIP
244/190
187/143
FT = 20%
LUMBER-
BRACING-
TOPCHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied or 3-3-3 oc, purlins.
BOTCHORD 2x4 SP No.2
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3
JOINTS
1 Brace at Jt(s): 25, 26, 27
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=13-3-8,21=13-8-0,14=13-8-0
Max Horz 2=299(LC 9)
Max Uplift 2=-432(LC 10). 21 =-584(LC 10), 14=-470(LC 10)
Max Grav 2=307(LC 19). 21=1120(LC 1), 14=860(LC 16)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-4=-257/277, 4-5=-248/259, 5-6=-243/276, 6-7=-221/413, 7-8=-1 98/401,
8-9=-947/856,
9-1 0=-975/804, 10-11 =-945/753, 11-12=-1 023/722, 12-14=-1 140/717
BOTCHORD 21-22=-520/712, 6-22=-383/502,14-16=-436/968
WEBS 21-25=-669/192, 8-25=-745/225, 8-26=-546/863, 26-27=-546/861, 16-27=-523/849,
12-16=-496/365
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=15ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Intedor(l) 2-7-10 to 7-8-14, Exterior(21R)
7-8-14 to 15-10-0, Interion(l) 15-10-0 to 25-0-6, Extedor(2E) 25-0-6 to 29-0-0 zone; porch left exposed;C-C for members and forces
& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed forwind loads in the plane ofthe truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
5) All plates are MT20 plates unless otherwise indicated.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 432 lb uplift at joint 2, 584 111 uplift at
joint 21 and 470 lb uplift at joint 14.
December 23,2020
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUoEb MITEK REFERENCE PAGE M11-7473 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 vefify the applicability of design parameters and propefly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek'
fabdcation, storage, delivery. erection and bracing of trusses and truss system., sea ANS11TPlI Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FIL 36610
Job
Truss
Truss Type
Qty
Ply
LOT 3015 WATERSTONE
T22271491
2584706
civ
SPECIAL
6
� ::�
Job Reference (o
Builders FirstSource (Plant City, FL). Plant City, FIL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Dec 23 12:00:50 2020 Page I
ID:193QGWBBpX3jR]87zeOm7kz5?ad-9GszA6akdmU4Udf6pqAr2mlTKb6dzGPaiaUrq_y656h
1-4-0 0-114
19 1 9
Scale = 1:7.6
Plate Offsets (X,Y)-- [2:0-0-15,Edgel
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL. in
(loc) I/defi Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.23
Vert(LL) 0.00
7 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.04
Vert(CT) 0.00
7 >999 180
BCLIL 0.0
Rep Stress Incir YES
WB 0.00
Horz(CT) 0.00
2 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix -MP
Weight: 5 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 0-11-4 oc purlins.
BOTCHORD 2x4 SP No.2
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Horz 2=79(LC 10)
Max Uplift 3=-4(LC 1). 2=-1 81 (LC 10), 4=-1 4(LC 1)
Max Grav 3=16(LC 10), 2=158(LC 1), 4=35(LC 10)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=15ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exio C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C formembers and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer/ Project engineer responsible forverifying applied rooflive 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 atjoint(s) 2 considers parallel to grain value using ANSIrrPl 1 angle to grain formula. Building designer should Verify
capacity of bearing surface.
7) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 4 lb uplift at joint 3, 181 lb uplift atjoint 2
and 14 lb uplift at joint 4.
December 23,2020
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M114473 rev. 5119/2020 BEFORE USE.
Design valid for use only with MiTek(D connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web andlor chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek7
fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSIITPII Quality Criteria, DSB-89 and BCSI 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
—TC3V
uss
Truss Type
Qty
Ply
LOT 30/5 WATERSTONE
�SPECIAL
T22271492
2584706
6
Job Reference (optional)
irstbource (Plant City, I-L), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Dec 23 12:00:50 2020 Page I
ID:193QGWBBpX3jRI87zeOm7kz5?ad-9Gsz.A6akdmU4Udf6pqAr2m ITKb5RzGPaiaUrq_y656h
-1-4-0 2-11-4
1:�_o 2-11-4
Scale = 1:12.7
1�2
00
LOADING (psf)
SPACING- 2-0-0
cSI.
DEFL. in ([cc) I/defl Ud
PLATES GRIP
TCLIL 20.0
Plate Grip DOL 1.25
TC 0.23
Vert(LL) -0.01 4-7 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.12
Vert(CT) -0.01 4-7 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) 0.00 3 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matdx-MP
Weight: 12 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 2-11-4 cc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Horz 2=1 32(LC 10)
Max Uplift 3=-57(LC 10), 2=-149(LC 10)
Max Grav 3=74(LC 15), 2=196(LC 15), 4=49(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf-, BCDL=5.Opsf, h=15ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 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) 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 57 lb uplift at joint 3 and 149 lb uplift at
joint 2.
December 23,2020
A WARNING - V.rifycimign parametersand READ NOTES ON THISAND INCLUDED MITEKREFERENCE PA6EMII-7473 r.V.5/19/2020 BEFORE USE.
Design valid for use only with MiTek@ connectors. This design is based only upon parameters she=, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual tmss web and/or chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the NOW
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPIl Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, IVID 20601 Tampa, FL 36610
russ
Truss Type
Cty
Ply
IJob
T
T22271493
2584706
C5V
SPECIAL
6
1
=RSTONE
I
ptional)
Builders FirstSource (Plant City, FL),
Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Indu tries, Inc. Wed Dec 23 12:00:52 2020 Page 1
ID:193QGWBBpX3jR]87zeOm7kz5?ad-5ezjboc-90kojxoVwFDJ7B6kdOitRAvt9uzyvsy656f
-11-4-0 4-11-4
'.0 4-11-4
JX4 �
, V
6 c5
Scale = 1:17.6
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in
(loc) Ildefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.56
Vert(LL) 0.06
4-7 >925 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.44
Vert(CT) -0.07
4-7 >875 180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.01
3 n/a n/a
BCDL 10.0
Code FBC20201TPI2014
Matrix -MP
Weight: 18 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-11-4 oc purlins.
BOTCHORD 2x4 SP No.2
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Horz 2=1 85(LC 10)
Max Uplift 3=-1 12(LC 10). 2=-1 61 (LC 10)
Max Grav 3=136(LC 15), 2=265(LC 15), 4=87(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., G Cpi=O. 18; MWFRS (directional) and C-C Extedor(2E) 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) Bearing at joint(s) 2 considers parallel to grain value using ANSIITPI I 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 112 lb uplift at joint 3 and 161 lb uplift at
joint 2.
December 23,2020
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLubEb MITEK REFERENCE PAGE Mil-W3 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MrrekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M!Tek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIM/I 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, FIL 36610
Job
U S
Truss Type
Qty
Ply
LDO
=RSTONE T22271494
2584706
's
Common
2
c�
ers t-irstsource (viant uty, t-L), I'lant Gity, FIL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Dec 23 12:00:53 2020 Pagel
ID:3xt?Yd6RbYnXO16Sf6qh�z4cnz-ZrX6o8ccwhsfL4NhUykYgPewqowYAaflOYiVRJy656e
5-8-0 10-0-0 14-4-0 20-0-0 L' '
5-8-0 4-4-0 4-4-0 5-8-0 11 4.�
Scale = 1:36.5
4x6
3x6 = 5x8 = 3x6 =
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber COIL 1.25
Rep Stress Incr YES
Code FBC2020rrP[2014
CS1.
TC 0.47
BC 0.92
WB 0.22
Matrix-MSH
DEFL. in
Vert(LL) -0.16
Vert(CT) -0.35
Horz(CT) 0.03
(loc) Ildefl Ud
8-11 >999 240
8-11 >695 180
6 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 90 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied or 4-10-0 oc purlins.
BOTCHORD 2x4 SP No.2
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 6=0-8-0
Max Horz 2=-232(LC 8)
Max Uplift 2=-450(LC 10), 6=-450(LC 10)
Max Grav 2=812(LC 1); 6=812(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1212/968,3-4=-928/756, 4-5=-928/756,5-6=-1212/968
BOTCHORD 2-8=-67211121, 6-8=-671/1057
WEBS 4-8=-372/587, 5-8=-409/438, 3-8=-408/439
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=15ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 2-7-10, Interior(l) 2-7-10 to 6-0-7, Extedor(2R)
6-0-7 to 13-11-10, Interior(l) 13-11-10 to 17-4-6, Extedor(2E) 17-4-6 to 21-4-0 zone;C-C for members and forces & MWIFIRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible forverifying applied rooflive load shown covers rain loading requirements specific
to the use of this truss component.
4) This truss has been designed fora 10.0 psfboftorn chord live load nonconcurrent with any otherlive loads.
5) *This truss has been designed fore live load of20.Opsfon the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) oftruss to bearing plate capable ofwithstanding 450 lb upliftatjoint 2 and 450 lb uplift at
joint 6.
December 23,2020
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 mv.5/19/2020 BEFORE USE.
Design valid for use only with MITek@connectors. This design is based only upon parametersshowni, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FIL 36610
Job
Truss
Truss Type
Qty
Ply
LOT 3015 WATERSTONE
T22271495
2584706
D02A
GABLE
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Dec 23 12:00:55 2020 Page I
ID:193QGWBBpX3jRI87zeOm7kz5?ad-WDfsDqetSJ7NaOX4cNmOlqkKSco—eVFJrsBcWBy656c
1 0-M 20-M 21-4-0
14-0 1 0-M 10-M I 11-4��
I
46 =
ZU 19 18 17 16 15 14
2x4 11 2X4 11 2x4 11 5X6 2x4 11 2X4 II 2x4 11
Scale = 1:37.5
C?
3 17
LOADING (pso
SPACING-
2-0-0
CSI.
DEFL. in
([cc) Ildefl Lld
PLATES GRIP
TCLL 20.0
Plate Gdp DOL
1.25
TC 0.20
Vert(LL) -0.00
13 n/r 180
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.09
Vert(CT) 0.00
12 n/r 120
BCLL 0.0
Rep Stress Incr
YES
WB 0.09
Horz(CT) 0.00
12 n/a n/a
BCDL 10.0
Code FBC2020rrPI2014
Matrix-SH
Weight: 105 Ito FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 cc purlins.
BOTCHORD 2x4 SP No.2
P
BOTCHORD
Rigid ceiling directly applied or 6-0-0 cc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 20-0-0
(lb) - Max Horz 2=-21 9(LC 8)
Max Uplift All uplift 100 111 or less at joint(s) 18, 19, 16, 15 except 2=-1 75(LC 10), 12=-1 75(LC 10),
20=-129(LC 10), 14=-129(LC 10)
Max Grav All reactions 250 lb or less atjoint(s) 2, 12, 17, 18, 19, 16, 15 except 20=279(LC 15), 14=284(LC
16)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 6-7=-78/290, 7-8=-78/290
WEBS 4-20=-203/300, 10-14=-208/300
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf,* BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=2ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3E) -1-4-0 to 2-7-10, Exterior(2N) 2-7-10 to 6-0-0, Conrl
6-0-0 to 14-0-0, Extedor(2N) 14-0-0 to 17-4-6, Corner(3E) 17-4-6 to 21-4-0 zone;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
5) Gable requires continuous bottom chord beaflng.
6) Gable studs spaced at 2-0-0 cc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where
used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other
suitable treatment may be used if it does not corrode the plates. IfACQ, CBA, or CA-B treated lumber is used, improved corrosion
protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this
design. Building designer to verify suitability ofthis product for its intended use.
.10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) 18, 19, 16, 15
except at=lb) 2=1 75,12=175, 20=129,14=129.
December 23,2020
A WARNING -V.rifydesIgn parametersand READ NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE MIJ-7473 rev. 5/19/2020 BEFORE USE.
Design valid foruseonlywith Mrrekl)connectors. This designis based onlyupon parameters shown, and is foran 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 andfor chord members only. Addifional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TF11 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Inforrnatfon available from Truss Plate Insfitute, 2670 Crain Highway, Suite 203 Waldorf, MID 20601 Tampa, Fl. 36610
Job
Truss
Truss Type
Qty
Ply
T22271496
2584706
E7V
SPECIAL
10
1
1
TLIOT3015WATERSTONE
Jol
Ce (Mant City, I-L), Plant City, FL - 33567,
1-4-0
2
3x6 :::
8.430 a Nov 30 2020 MiTek Industries, Inc. Wed Dec 23 12:00:55 2020 Page I
ID:193QGWBBpX3iRl87zeOm7kz5?ad-WDfsDqetSJ7NaOX4cNmOlqk85ccheWeJrsBcWBy656c
M
A
Scale = 1:22.6
Plate Offsets (X,Y)— [2:0-0-14,0-0-71
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in
(]cc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 1.00
Vert(LL) 0.23
4-7 >354 240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.88
Vert(CT) -0.23
4-7 >3�6 180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.03
3 n/a n/a
BCDL 10.0
Code FBC2020fTPl2014
Matdx-MP
Weight: 25 lb FT 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.1
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD 2x4 SP No.2
BOTCHORD
Rigid ceiling directly applied or 4-9-5 cc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Harz 2=241 (LC 10)
Max Uplift 3=-166(LC 10), 2=-179(LC 10)
Max Grav 3=200(LC 15), 2=341 (LC 15). 4=1 24(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf,, BCDL=5.Opsf, h=15ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exio C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces& MWFRS for reactions
shown; Lumber DOL=11.60 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 ANSIrrPI 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 100 lb uplift at joint(s) except at=lb)
3=166,2=179.
December 23,2020
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 511912020 BEFORE USE.
Design valid for use only with MiTek(D connectors. This design Is based only upon parameters shown, and is for an individual building component. not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldo 6904 Parke East Blvd.
rf, IVID 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
LOT 30/5 WATERSTONE
T22271497
2584706
E7VP
SPECIAL
7
1
�
Job Reference (optional)
Builders FirstSource (Plant City, FL). Plant City, FL - 33567, 8.430 s Nov 30 2020 MITek Industries, Inc. Wed Dec 23 12:00:56 2020 Page I
ID:3xt?Yd6RbYnXO16Sf6qhhz4cnz-_PDER9fVDcFECY6G95HFH1 GMKOzENzuT4WxA2ey656b
-1`0 0-0
T'-
.0 7-0-0
M
ch
JX10
Scale = 1:22.6
LOADING (psf)
SPACING- 2-0-0
CS1. -
DEFL. in (loc) I/defi Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.77
Vert(LL) 0.21 4-7 >387 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.79
Vert(CT) 0.19 4-7 >436 180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.01 3 n/a n/a
BCDL 10.0
Code FBC2020frPI2014
Matrix -MP
Weight: 31 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.1 TOPCHORD Structural wood sheathing directly applied or 4-11-3 oc purlins.
BOTCHORID 2x6 SP No.2 BOTCHORD Rigid ceiling directly applied or 6-0-1 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Horz 2=308(LC 10)
Max Uplift 3=-153(LC 10), 2=-307(LC 10), 4=-150(LC 10)
Max Grav 3=157(LC 15), 2=336(LC 1), 4=140(LC 3)
FORCES. (b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-16; Vult=1 60m ph (3-second gust) Vasd=1 24m ph; TCDL=4.2psf, BCD L=5.Opsf, h=1 5ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=O. 18; MWFRS (directional) and C-C Extedor(2E) zone; porch left 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) oftruss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
3=153,2=307,4=150.
December 23,2020
A& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE.
Design valid for use only with MITskO 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
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WeW
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIM11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
P7Job
LOT 30/5 WATERSTONE
2584706
H7V
SPECIAL
3
Reference (optional)
tSuilclers 1-irstbource (I'lant City, F-L), Plant City, I'L - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Dec 23 12:00:57 2020 Page 1
ID:193QGWBBpX3jRI87zeOm7kz5?ad-ScnceVf7 — wN4pihSjooUqFpapPM-6LpcJAgja4y656a
5-4-1 9-10-1
5-4-1 i 4-6-0
Scale = 1:22.1
3X4
5-4-1
9-10-1
5-4-1
4-6-0
Plate Offsets (X,Y)-- [2:0-1-3,Edgel
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.60
Vert(LL) 0.09
6-7 >999 240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.63
Vert(CT) -0.12
6-7 >999 180
BCLL 0.0
Rep Stress [nor NO
WB 0.34
Horz(CT) 0.01
5 n/a nla
BCDL 1b.o
Code FBC20201TPI2014
MatrIx-MSH
Weight: 41 lb FT = 20%
LUMBER-
BRACING-
TOPCHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-8-1 oc purlins.
BOTCHORD 2x4 SP No.2
BOTCHORD
Rigid ceiling directly applied or 6-10-7 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical
Max Horz 2=240(LC 8)
Max Uplift 4=-170(LC 8), 2=-248(LC 8), 5=-163(LC 5)
Max Grav 4=1 41 (LC 1), 2=439(LC 1), 5=300(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-998/624
BOTCHORD 2-7=-689/933, 6-7=-6991932
WEBS 3-7=0/293, 3-6=-918/685
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf-, h=15ft; B=45ft; L=40ft; eave=5ft; 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 forverifying 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 100 lb uplift at joint(s) except at=lb)
4=170,2=248,5=163.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb down and 52 lb up at
1-5-12, 67 lb down and 52 lb up at 1-5-12, 80 lb up at 4-3-11, 80 lb up at 4-3-11, and 50 lb down and 174 lb up at 7-1-10, and 50
lb down and 174 lb up at 7-1-10 on top chord, and 23 lb up at 1-5-12, 23 lb up at 1-5-12, 11 lb down and 7 lb up at 4-3-11, 11 lb
down and 7 lb up at 4-3-11, and 51 lb down at 7-1-10, and 51 lb down at 7-1-10 on bottom chord. The design/selection ofsuch
connection device(s) is the responsibility of others.
9) 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 lncrease=1.25
Uniform Loads (plo
Vert: 1-4=-54, 5-8=-20
Continued on page 2
December 23,2020
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE.
Design valid for use only with MiTekOD connectors. This design Is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal Injury and property darnage. For general guidance regarding the MiTeW
fabrication, storage, delivery, erection and bracing of trusses and truss systems, sea ANS11TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Zormation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
uss
Trus Type
Qty
Ply
LOT 30/5 WATERSTONE
THr7l
T22271498
2584706
SPECIAL
3
nuimers rinstoource kmant Lity, t-L), rianj L;ily, Ir-L - &=[, 8.43U S Nov 30 2U2U MiTek Industries, Inc. Wed Dec 23 12:00:57 2020 Page 2
ID:193QGWBBpX3jRI87zeOm7kz5?ad-ScnceVf7—wN4pihSjooUqFpapPM-6LpcJAgja4y656a
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 11 =49(F=24, 13=24) 12=36(F=l 8, B=1 8) 13=-99(F=-50, B=-50) 14=23(F=l 1, 13=1 1) 15=-1 1 (F=-5, B=-5) 16=-51 (F=-25, B=-25)
,& 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@ connoctors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANS11TPI1 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Symbols
Numbering System
General Safety Notes
PLATE LOCATION AND ORIENTATION
3/;' Center plate on joint unless x, y
offsets are indicated.
6-4-8 dimensions shown in ft-in-sixteenths
(Drawings not to scale)
1
Failure to Follow Could Cause Property
Damage or Personal Injury
Dimensions are in ft-in-sMeenths.
Apply plates to both sides of truss
1 . Additional stability bracing for truss system, e.g.
and fully embed teeth.
1 2 3
diagonal or X-bracing, is always required. See BCSI.
TOP CHORDS
2. Truss bracing must be designed by an engineer. For
0-�ie.
C1-2 C2-3
wide truss spacing, individual lateral braces themselves
WEBS 04 4
of
0 of
may require bracing, or alternative Tor I
bracing should be considered.
r
3. Neve exceed the design loading shown and never
0
L) M:
;
stack materials on inadequately braced trusses.
IL C)
0 CL
4. Provide copies of this truss design to the building
F_ 0
designer, erection supervisor, property owner and
For 4 x 2 orientation, locate
G7-8 C., I_
all other interested parties.
/A plates 0- 'lid' from outside
BOTTOM CHORDS
5. Cut members to bear tightly against each other.
edge of truss.
8 7 6 5
6. Place plates on each face of truss at each
joint and embed hilly. Knots and wane at joint
This symbol indicates the
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
locations are regulated by ANSIITPI 1.
required direction of slots in
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
7. Design assumes trusses will be suitably protected from
connector plates.
the environment in accord with ANSIITPI 1.
*Plate location details available in MiTek 20/20
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERSILETTERS.
8. Unless otherwise noted, moisture content of lumber
software or upon request.
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
PLATE SIZE
PRODUCT CODE APPROVALS
use with fire retardant, preservative treated, or green lumber.
]CC -ES Reports:
10. Camber is a non-structural consideration and is the
The first dimension is the plate
responsibility of truss fabricator. General practice is to
4 x 4 width measured perpendicular
ESR-1 311, ESR-1 352, ESR1 988
camber for dead load deflection.
to slots. Second dimension is
ER-3907, ESR-2362, ESR-1397, ESR-3282
11. Plate type, size, orientation and location dimensions
the length parallel to slots.
indicated are minimum plating requirements.
LATERAL BRACING LOCATION
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified.
Indicated by symbol shown and/or
by text in the bracing section of the
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
1 3. Top chords must be sheathed or purlins provided at
spacing indicated on design.
output. Use T or I bracing
if indicated.
Lumber design values are in accordance with ANSI/TPl 1
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
section 6.3 These truss designs rely on lumber values
BEARING
established by others.
15. Connections not shown are the responsibility of others.
16. Do not cut or alter truss member or plate without prior
Indicates location where bearings
approval of an engineer.
(supports) occur. Icons vary but
reaction section indicates joint
@ 2012 MiTek@ All Rights Reserved
17. Install and load vertically unless indicated otherwise.
number where bearings occur.
Min size shown is for crushing only.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
Industry Standards:
19. Review all portions of this design (front, back, words
ANSI/TP11: National Design Specification for Metal
and pictures) before use. Reviewing pictures alone
is not sufficient.
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
20. Design assumes manufacture in accordance with
BCSI: Building Component Safety Information,
MiTek,
ANSI/TPI 1 Quality Criteria.
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
21.The design does not take into account any dynamic
Connected Wood Trusses.
MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020
or other loads other than those expressly stated.