Press Alt + R to read the document text or Alt + P to download or print.
This document contains no pages.
HomeMy WebLinkAboutTruss>..
258 Southhall Lane, Suite 200
F D Maitland, Florida 32751
P: (321) 972-0491 1 F: (407) 880-2304 1 E: info@fdseng.com
Website: www.fdseng.com
ENOINEERINO ASSOCIATES
March 23, 2021
Building Department
Ref:
Lot:
Subdivision:
Address:
Model:
KA #
Truss Company:
Date of drawings:
Job No.:
Wind Speed:
Exposure:
Truss Engineer:
Adams Homes
Lot 24 Blk. 2PH3
Fort Pierce - Waterstone
8304 Amalfi Circle FI
2265 A LHG
21-3000
Builders First Source
3/10/21
2706199
160
C
Joaquin Velez
To whom it may concern,
11 AiN ME` A
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.
Note: Truss ID's may vary.
If you have any questions, please do not hesitate to call.
Sincerely,
3/23/2021
Carl A. Brown, P.E.
FL. # 56126
3/23/2021
Scott Lewkowski, P.E.
FL. #78750
�d��11s41ejd
?LO PiOA
10 8764
ST8d
9
OF ;4U
® ..
e e e l�� e®01,,�,
Luis Pablo T rres, P.E.
FL. # 87864
FDS Engineering Associates, A TSG Company
"Your Building Code Experts"
0-
0-
_
:
-Im
ills
�sls
I I I I I III,I,
11 M1111I■I■
mills
�llo
M111111
IIII
1 • M11111■I■ism
ri
1I • 1
■■■
-
NJ
■lii
milk
oil
�
■,■
11 1�
■I■�
mil�
■I■�
�;�.���
oil
NJ
8'-0" Ceiling
■l
l�
sly
-
41■
IN
slO
sly
Is
CONNECTORS SCHEDULE
ROOF TRUSS
Q
Ip
MODEL ROOF UPLIFT SYM
0
A*
LUS24 / JUS24
895 / 835
490 /510
ILA
3
A
HTU26 / THD26
3600 / 3470
1555 / 2330
ILA
0
B
HTU28 / THD28
4680 / 5040
2140 / 2330
JLB
0
C
HTU26-2 / THD26-2
3600 / 3355
2175 / 2340
J LJ
0
D
HTU28-2 / THD28-2
4680 / 5005
3485 / 2595
1 J LD
0
E
HGUS26-2 / THDH26-2
5320 / 5245
2155 / 2340
J LE
0
F
HGUS28-2 / THDH28-2
7460 / 8025
3235 / 3330
J LI:
0
G
HGUS26-3 / THDH26-3
5230 / 5245
2155 / 2340
J LG
0
H
HGUS28-3 / THDH28-3
7460 / 7835
3235 / 4370
J L"
0
J
THASR-1-29 /
9100 / 8990
4095 / 4370
J Li
28
3 X 8 NOP
121 Reviewed and Approved ❑ Revise and Resubmit
❑ Reviewed with Notations ❑ Not Reviewed (see explanation)
Corrections or comments made on equipment submittals or shop drawings during this review do
not relieve contractor from compliance with requirements of the drawings and speci5wtioas.
This check is only for review of general conformance with the concept of the project and
general compliance with the infommtion given in the contract documents. The contractor is
responsible for confirming and correlating all quantities and dimensions; selecting fabrication
processes and techniques of c0nstruction; coordinating his work with that ofall other trades and
performing his work m a safe and satisfsetorymmacr
IDS ENGINEERING ASSOCIATES
DaW 0312312021 By: BH
Subminal No.: Project No.: 21-3000 Project Eng.: Luis Toms/
Project Name: Adams Homes -Ft. Pierce- Watcestonc Lot 24 BIk. 2PH3
VERIFY ALLDMENSIONS AND COUNG COND71ONS PRORTO APPROVAL
SOME CEIUNG FRAMING REQUIRED IN FIELD BY BDLDER
MAIN WIND FORGE RE516nN0 6Y6TEMICL NYBRID WIND ASCET-18
ENCLOSED
IMPORTANT
EXPOSURE CATEGORY C
OCCUPANCY CATEGORY 0
This Drawing Must Be Approved And
WDID LOAD 160 MPH
W ND IMPORTANCE FACTOR IAD
Returned Before Fabrication Will
TRUSSES HAVE BEEN UESIONED FOR A 10.0 PSF BOTTOM CHORD LNE LOAD
Begin. For Your Protection Check All
NONCONCURREJT WNH A OTHER LIVE
LOADS
Dimensions And Conditions Prior To
APBELO Of Plan.
SIGNATURE BELOW INDICATES ALL
ROOF LOADING
FLOOR LOADING
NOTES AND DIMENSIONS HAVE
TCLL' 20 PSF
TCLL: 40 PSF
BEEN ACCEPTED.
TCDL: 07 PSF
TCDL: 10 PSF
By Date
BCDL: 10 PSF
BCDL: 5 PSF
TOTAL: 37 PSF
TOTAL: 55 PSF
DURATION: 1.26
DURATION: 1.00
CAUTION!!!
DO NOT ATTEMPT TO ERECT
TRUSSES WITHOUT REFERRING TO
THE ENGINEERING DRAWINGS AND
BSCI-B1 SUMMARY SHEETS.
ALL PERMANENT BRACING MUST BE
IN PLACE PRIOR TO LOADING
TRUSSES. (ie. 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 PLIES 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 48
Hours And Investigation By
Builders First Source.
NO EXECPTIONS.
The General Contractor Is Responsible
For All Connections Other Than Truss
to Truss, Gable Shear Wall, And
Connections. Temporary and
Permanent Bracing, And Ceiling And
Roof Diaphragm Connections.
ROOF PITCH: 6112
CEILING PITCH: 0112
TOP CHORD SIZE: 2 X 4
BOTTOM CHORD SIZE: 2 X 4
OVERHANG LENGTH: 16"
END CUT: Plumb
CANTILEVER: —
TRUSS SPACING: 24"
BUILDING CODE: FBC2020
BEARING HEIGHT SCHEDULE
Hatch Legend
--- 1B'-0' Bearing
®10'-0' Bearing
11'4" Bearing
BUILDER:
Adams Homes
PROJECT:
Single aml y
BLOCK
MODEL:
2265 A
ADDRESS:
8304 AMALFI CIR
LOTIBLOCK:
242PH3
SUBDIVISION:
WATERSTONE
CITY: I
PORT ST LUCIE
DRAWN BY:
K SANCHEZ
JOB tR :
2706199
DATE: 03/09/2021 SCALE: NTS
PLAN DATE:
2021
REVISIONS:
1.DEC 2020
2.
3.
4.
4408 Airport Road
Plant City, FL 33563
Ph. (813) 305-1300
Fax (813)305-1301
FILE C.
M ]Tek'V I r-
i� pnF COMPLIANCE
RE: 2706199 ST. W` � OU WYk USA, Inc.
LOT 24/2PH3 WATERSTONE 6,994 Parke East Blvd.
0B0CC.6/Zffq?4FL 33610-4115
Site Information:
Customer: Adams Homes Port St Lucie Protect Name: 2706199
Lot/Block: 24/2PH3 Model: 2265 A
Address: 8304 AMALFIE CIR Subdivision: WATERSTONE
City: FT PIERCE State: FL
General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special
Loading Conditions):
Design Coder 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 42 individual,
dated. Truss Design
Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am
the Truss Design Engineer
and this index sheet
conforms to 61 G15-31.003, section 5 of the
Florida Board of Professional Engineers Rules.
No. Seal#
Truss Name
Date
No.
Seal#
Truss Name
Date
1 T23137462
A
3/10/2021
21
T23137482
D9
3/10/2021
2 T23137463
Al
3/10/2021
22
T23137483
D11
3/10/2021
3 T23137464
A3
3/10/2021
23
T23137484
D13
3/10/2021
4 T23137465
A5
3/10/2021
24
T23137485
D15
3/10/2021
5 T23137466
B7
3/10/2021
25
T23137486
D17
3/10/2021
6 T23137467
B9
3/10/2021
26
T23137487
D19
3/10/2021
7 T23137468
B11
3/10/2021
27
T23137488
D21
3/10/2021
8 T23137469
B13
3/10/2021
28
T23137489
E3
3/10/2021
9 T23137470
B15
3/10/2021
29
T23137490
E7
3/10/2021
10 T23137471
B17
3/10/2021
30
T23137491
E7V
3/10/2021
11 T23137472
B19
3/10/2021
31
T23137492
FG.
3/10/2021
12 T23137473
B21
3/10/2021
32
T23137493
G
3/10/2021
13 T23137474
C1
3/10/2021
33
T23137494
G1
3/10/2021
14 T23137475
C1P
3/10/2021
34
T23137495,
G7
3/10/2021
15 T23137476
C1V
3/10/2021
35
T23137496
G9
3/10/2021
16 T23137477
C3
3/10/2021
36
T23137497
M
3/10/2021
17 T23137478
C3V
3/10/2021
37
T23137498
M3
3/10/2021
18 T23137479
C5
3/10/2021
38
T23137499
PB
3/10/2021
19 T23137480
C5V
3/10/2021
39
T23137500
PB1
3/10/2021
20 T23137481
D7
3/10/2021
40
T23137501
R3
3/10/2021
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: Velez, Joaquin
My license renewal date for the state of Florida is February 28, 2023.
Florida COA: 6634
IMPORTANT NOTE: The seal on these truss component designs is a certification
that the engineer named is licensed in the jurisdiction(s) identified and that the
designs comply with ANSI/TPI 1. These designs are based upon parameters
shown (e.g., loads, supports, dimensions, shapes and design codes), which were
given to MiTek. Any project specific information included is for MiTek
customers file reference purpose only, and was not taken into account in the preparation of
these designs. MiTek 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 ANSIfrPI 1, Chapter 2.
1 of 2
• 111111111/��
��OPOU 4NVF ,'i,.
.` G E:N
N o, g•j
� lr
r � �
T,E OF S
f.
N`�
Joagiiln 1lelez:PE;Wo.6818P;
MiTek USA„Inc..FL Cart 663i.
6904 Faike,East Bivd. Tampa FL 336.10
Velez, Joaquin
March 10, 2021
M1f
MITeW
MiTek USA, Inc.
RE:- 2706199 - LOT 24/2PH3 WATERSTONE 6904 Parke East Blvd.
Tampa, FL 33610-4115
Site Information:
Project Customer: Adams Homes Port St Lucie Project Name: 2706199
Lot/Block: 24/2PH3 Subdivision: WATERSTONE
Address: 8304 AMALFIE CIR
City, County: FT PIERCE _ State: FL
No. Seal# Truss Name Date
41 T23137502 R7 3/10/2021
42 T23137503 VR7 3/10/2021
2 of 2
Job
Truss
Truss Type
Qty
Ply
LOT 24/2PH3 WATERSTONE
T23137462
270W99
A
PIGGYBACK BASE TRUSS
4
1
Job Reference (option
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Tue Mar 9 09:00:29 2021 Page 1
ID:6gDlOH2OVeglNklsxoNemzyuULB-36HgYFOpBIL_FjVPAv1EGwNYVfLL2aPu6yG F4zciDm
.1-4•Q 5-7-0 8-11 0 14-11-8 2I-0-0 25-B-0 31-5-12 37-4-9 42-7 8 44-0-0
1-4-0 5_7� 3-3-10 6-0 8 6-0-8 4-8.0 5.9. 5-10-13 5-2-15 1-4-8
5x6 =
1d
3x4 =
46 = 8x14 MT20HS
17-3-8
5x6 =
Scale = 1:80.4
LOADING _(psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) 1/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.37
Vert(LL) 0.43 18-21 >247 240
MT20 244/190
TCDL 7.0
Lumber DOL. 1.25
BC 0.63
Vert(CT) 0.36 18-21 >291 . 180
MT20HS 187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.65
Horz(CT) 0.07 10 n/a n/a
BCDL 10.0
Code FBC2020ITP12014
Matrix -AS
Weight: 237lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied, except
BOT CHORD 2x4 SP No.t 'Except 2-0-0 oc purlins (6-0-0 max.): 6-7.
2-18: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt
5-17. 6-16, 8-14
REACTIONS. (size) 2=0-8-0, 18=0=3-0, 10=0-7-8
Max Horz 2=419(LC 1:1)
Max Uplift 2=544(LC 12), 18=1003(LC 12), 10;-839(LC 12)
Max Grav 2=407(LC 23), 18=1932(LC 17), 10=1600(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-364/693, 3-4=-243/503, 4-5=271/672, 5-6=-1616/1224, 6-7=-1524/1145,
7-8=-173711175, 8-9=2612/1443, 9-10=-2842/1563
BOT CHORD 2-1B=-639/242, 17-18=-1725/640, 4-17=320/292, 16-17=-689/1454, 14-16=-498/1406,
12-14=-951/1955,10-12=-1270/2497.
WEBS 3-18=-286/516, 5-17=-1873/589, 5-16=0/314, 6-16=1 96/268,.6-14=1 05/464,
7-14=232/504, 8-14=7831556, 8-12=-120/611, 9-12=354/345
NOTES-
1) Unbalanced roof live loads have been considered for this design.
,� f 1111 fyl.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat.
V�N V .*,
,�0 '
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 21-0-0, Exterior(2E)
% �I
21-0-0 to 25-8-0, Exterior(2R) 25-8-0 to 31-6-8, Interior(1) 31-6-8 to 44-0-0 zone; porch left exposed;C-C for members and forces &
�,
`SF �✓
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
�� V� .
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
� N,o ::681'82: '
•:.
to the use of this truss component. �
- - �
* c
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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
�� :• S F ((7
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
8) Provide truss to bearing
��� T XI P
mechanical connection (by others) of plate capable of withstanding 544 lb uplift at joint 2, 1003 lb uplift at
��
�� Fi 1 �•
joint 18 and 839 lb uplift at joint 10.
•� ,0 `+ ��
9) This truss design requires that a minimum of 7/16" structural woad sheathing be applied directly to the top chord and 1/2" gypsum��
sheetrock be applied directly to the bottom chord.
10) Graphical purlin representation does not depict the size orthe orientation of the purlin along the top and/or bottom chord.
>Blvd. Tampa FL W,10
March 9,2021
A WARNING - Verify design parameters ands READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. °
Design valid for use any with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek°
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Duality Criteria, DSB-89 and BCSI Building Component 6g04 Parke East Blvd.
_ Safety Information available from Truss. Plate Institute, 2670 Crain Highway, Suite 203.Waldod,.MD 20601 -- - Tampa; FL 36610 -
Job
Truss
Truss Type
Qty
Ply
LOT 24/2PH3 WATERSTONE.
T23137463
270F.199 )
Al
PIGGYBACK BASE TRUSS
1
1
Job Reference o lional
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Tue Mar 9 09:00:33 2021 Page 1
ID:6gDIOH2OVeg1 Nkl sxoNemzyuU LB-ytWBNdRJFXrQkLpAPk6AQmY8fGet_NNT1 aECOszciDi
T1-4-Q 5-6-9 8-0-12 14-6-1 21-0-0 25-8-0 31-5-12 37-4-9 42-7-8 514-0-0
114-0 5-6-96-55 6-5-15 4-8-0 5-9-12 5-10-13 5-2-15
M
0
" 18
4A8 = 8-0-12 6x9 —
5x6 =
5x6 =
Scale = 1:80.4
1�0-12 16-10-6 25-M
34-3-0
42-7-8
0-12 8-9-10 8-9-10
8-7-0
8-4-8
Plate Offsets (X,Y)--[4:0-3-0,0-3-01,[6:0-3-0,0-2-0],[7:0-3-0,0-2-0),[8:0-3-0,0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.74
Vert(LL)
0.39 18-21 >244 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.91
Vert(CT)
0.33 18-21 >287 180
BCLL 0.0
Rep Stress Incr YES
WB 0.72
Horz(CT)
0.09 10 n/a n/a
BCDL 10.0
Code FBC2020ITP12014
Matrix -AS
Weight: 236 lb FT=20%o
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied, except
BOT CHORD 2x4 SP No.2
2-0.0 oc purlins (4-7-8 max.): 6-7.
WEBS 2x4 SIR No.3 BOT CHORD
Rigid ceiling directly applied.
WEBS
1 Row at midpt 5-17. 8-14
REACTIONS. (size) 2=0-8-0, 10=0-7-8, 18=0-3-8
Max Horz 2=419(LC 11)
Max Uplift 2=497(1_C 12), 10=852(LC 12), 18=1000(1_C 12)
Max Grav 2=368(LC 23). 10=1628(LC 18), 18=1941(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-336/556, 3-4=-247/445, 4-5=295/619, 5-6=-1778/1268, 6-7=-1584/1166,
7-8=-1804/1198,8-9=-2674/1466,9-10=2903/1586
BOT CHORD 2-18=-507/184, 17-18=-1729/650, 4-17=317/278, 16-17=-758/1657, 14-16=-526/1508,
12-14=-972/2013,10-12=-1290/2552
WEBS 5-17=-1987/667, 5-16=-60/347, 6-16=-220/381, 6-14=88/423, 7-14=-247/549,
8-14=780/558, 8-12=-120/605, 9-12=-353/344, 3-18=-255/452
NOTES-
1) Unbalanced roof live loads have been considered for this design
2) IExp CS En I ,1GCpi I0 18; MPWFRS (directional) and C-C Exter�ior(2E) -1-4-0 toB2-8-0, Interior(l) or(1) 2-8-0 to 21-0-0, Exterior(2E)' Cat. QV 1 N VI�9*
21-0-0 to 25-8-0, Extedor(2R) 25-8-0 to 31-6-8, Interior(1) 31-6-8 to 44-0-0 zone; porch left exposed;C-C for members and forces & ,� OQ° �F • I�
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 �.� J �G E N g;
3) Building Designer / Project engineer responsible for verifying applied roofdive 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.Opsf. "O
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 497 lb uplift. at joint 2, 852 lb uplift at „0ST' OF W+
joint 10 and 1000 lb uplift at joint 18. .0 1� •
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum .��'f�
sheetrock be applied directly to the bottom chord. t�� 's R.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. I� s� . •'�` �Y
-dDatiuiglleje PE.No:681$2
MiTek USAJhc..FL Cert 6634.
6904:Parke; ' iiBlvtJAampa FL 33610
D1ife
March 9,2021
® wARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511.92020 BEFORE USE.°
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must, verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek°
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and buss systems,. see ANSI/rP/1 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
.SafetyInformation available from Truss. Plate Institute, 2670 Crain. Highway, Suite 203 Waldorf, MD 20601 _ _ -Tampa; FL 36610
Jab
Truss
Truss Type
Qty
Ply
LOT 24/2PH3 WATERSTONE,
T23137464
2705199 ,t
A3
PIGGYBACK BASE TRUSS
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Tue Mar 9 09:00:37 2021 Page 1
ID:6gDIOH2OVeglNklsxoNemzyuULB-gemhD_UgJIMrDy6yeaA7bbjrsu?4v9Z3yCCPXdzciDe
T1.4-Q 4-10-12 7-2� 13-10-6 21-0-0 25-8-0 31-5-12 37-4-9 42-7-8 V-0-0
1-4-0 4-10-12 2-3 8 6-8-2 7-1-10 4-8-0 5-9-12 5-10-13 5-2-15 1-4-8
M
O
5x6 =
" 18
3x6 6x8 =
5x6 =
6-10-6 7� 15-5-9 25-8-0 34-3-0 42-7-8
6.10-0 0- 4 8-35 10-2-7 8-7-0 8-4-8
LOADING (psf)
SPACING- 2-0-0
CSI.
TCLL 20.0
Plate Grip DOL 1.25
TC 0.67
TCDL 7.0
Lumber DOL 1.25
BC 0.90
BCLL 0.0
Rep Stress Incr YES
WB 0.77
BCDL 10.0
Code FBC2020rrP12014
Matrix -AS
LUMBER-
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
'Except
4-18: 2x4 SP
No.3, 15-17,13-15: 2x4 SP No.1
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 10=0-7-8, 18=0-3-8
Max Horz 2=419(LC 11)
Max Uplift 2=445(LC 12), 10=866(LC 12), 18=-1000(LC 12)
Max Grav 2=340(LC 23), 10=1663(LC 18), 18=1923(LC 17)
DEFL. in (loc) I/defl Lid PLATES GRIP
Vert(LL) 0.2418-21 >345 240 MT20 244/190
Vert(CT) -0.59 14-16 >725 180
Horz(CT) 0.09 10 n/a n/a
BRACING -
TOP CHORD
BOT CHORD
WEBS
FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown.
TOP CHORD 2-3=-353/449, 3-4=-282/420, 4-5=355/556, 5-6=-1994/1364, 6-7=-166111186,
7-8=-1890/1221,8-9=2744/1493,9-10=-2974/1612
BOT CHORD 2-18=-417/172, 17-1 8=-1 745/709, 4-17=348/305, 16717=-834/1909, 14-16=-561/1610,
12-14=-995/2083, 10-12=-1313/2616
WEBS 5-17=-2131/760, 5-16=-125/387, 6-16=-288/516, 6-14=-86/429, 7-14=266/604,
8A4=771/561,8-12=-123/591,9=12=-354/343,3-18=-216/388
Scale = 1:80.4
Weight: 234 lb FT = 20%
Structural wood sheathing directly applied, except
2-0-0 oc purlins (4-6-3 max.): 6-7.
Rigid ceiling directly applied.
1 Row at midpt 5-17. 6-14, 8-14
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-116; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 21-0-0, Exterior(2E)
21-0-0 to 25-8-0, Exterior(2R) 25-8-0 to 31-6-9, Interior(1) 31-6-9 to 44-0-0 zone; porch left exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) 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.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 445 lb uplift at joint 2, 866 lb uplift at
joint 10 and 1000 lb uplift at joint 18.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
No ;081;82
r :r
:9 S rTE,F
Z.•
O'N A'
J6aquifi Velez'PE.Nd.68182
Wek M', Inc..FL 6&6614.
6909:Parke East Blvd. Tampa FL 33610
Date:
March 9,2021
® WARNING - Verily 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 MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporaryand permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 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
City
Ply
LOT 24/2PH3 WATERSTONE
T23137465
2706199 t
A5
PIGGYBACK BASE TRUSS
1
1
Job Reference c tional
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Tue Mar 9 09:00:42 2021 Page 1
ID:6gDIOH2OVegl Nkl sxoNemzyuULB-BcZaGiYz71_8Jj7vR7mllfQhsviSaQOo6UwADgzciDZ
T1-4-Q 6-3-0 13-7-12 21-0-0 25-8-0 31-5-12 37-4-9 42-7-8 44-01
i-4-0' 6-3-0 7-4-12 7-4-4 4-8-0 5-9-12 5 10-13 5-2-15 1-4 8
L' 18
3x6 _ 4x6 II
12
LOADING (psf)
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 FBC2020/TPI2014
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
*Except*
3-18: 2x4 SP
No.3
WEBS 2x4 SP No.3
5x8 =
6.00 12
5x6 =
Scale = 1:82.6
CSI.
DEFL.
in (loc) I/deft L/d
PLATES GRIP
TC 0.65
Vert(LL)
-0.28 11-13 >999 240
MT20 244/190
BC 0.95
Vert(CT)
-0.49 11-13 >B97 180
WB 0.79
Horz(CT)
0.09 9 n/a n/a
Matrix -AS
Weight: 238 lb FT = 20%
BRACING-
TOP CHORD Structural wood sheathing directly applied, except
2-0-0 oc purlihs (4-6-0 max.): 5-6.
BOT CHORD Rigid ceiling directly applied.
WEBS
1 Row at midpt 4-14. 5-13, 7-13
REACTIONS. (size) 2=0-8-0, 18=0-3-8, 9=0-7-8
Max Horz 2=419(LC 11)
Max Uplift 2=-367(LC 12), 18=1026(LC 12), 9=-878(LC 12)
Max Grav 2=268(LC 23), 18=1957(LC 17); 9=1679(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-355/467, 3-4=-2181/1266, 4-5=-1832/1204, 5-6=167311207, 6-7=-1903/1244,
7-8=-2790/1508, 8-9=3018/1628
BOT CHORD 17-18=1929/992; 3-17=-1816/1030, 16-17=-167/266, 14-16=87512114, 13-14=-571/1706,
11-13=-1012/2111, 9-11=-1328/2653
WEBS 3-16=-720/1869,4-14=-498/383,5-14=-150/478,5-13=-165/283,6-13=-276/615,
7-13=793/556, 7-11 =-1 16/622, 8-11 =-348/344
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=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-&0, Interior(1) 2-8-0 to 21-0-0, Exterior(2E)
21-0-0 to 25-8-0, Exterior(2R) 25-8-0 to 31-6-9, Interior(1) 31-6-9 to 44-0-0 zone; porch left exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 367 lb uplift at joint 2, 1026 lb uplift at
joint 18 and 878 Ito uplift at joint 9.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum
sheetrock be applied directly to the bottom chord.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
March 9,2021
® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511M020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek*
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ' ANSI/TP11 Quality Criteria, DSB-99 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
Qty
Ply
LOT 24/2PH3 WATERSTONE
T23137466
270P199 /
B7
HIP TRUSS
1
2
'
Job Reference o tional
nuuaers rusmource (Plant idly, I-L), Plant lacy, rL - &Mt, 8.43U s Feb 12 ZUZ1 MI I eK Industries, Inc. I ue Mar 9 U9:01:10 2021 Page 1
ID:6gD IOH2OVeg 1 Nkl sxoNemzyuU LB-M_FABGtXXuWAgl8H4OGsQZaT_BFZ84bwYrifCCzciD7
1-4-0 3-9-4 7-1-0 13-5-6 1940-12 26-4-2 32-9-a 36-2-12 39-1-112..: 8 0 42-11-7 46-6-0 8-0
3-2-12 6-5-6 6-5-6 6-5-6 6-5-6 3-5-4 2-10-15 6- 3-3-7 3-E-9
Scale = 1:84.8
Sx6 =
6.00 12 3x8 = 5x6 = 3x6 = 5x8 = 5x8 = -
4 28 29 5 30 31 32 336 34 35 36 377 38 39 40 8 41 42 9
2x4
3
1.5x8 STP —
M 1 2
O -
4x6 =
21 43 44 20 19 45 46 47 48 18 4917 50 51 5216 53 54 55 15
3x8 = 3x8 MT20HS = 3x8 =3x8 = 4x6 = 3x6 II
2x4 II
2x4 =
10 c�
1.5x8 STP = o
Io �
11 12
O
3.50112 4x6
LOADING (psf)
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 NO
Code FBC2020/TP12014
CSI.
TC 0.70
BC 0.98
WB 0.84
Matrix -MS
DEFL. in (loc) I/deft L/d
Vert(LL) 0.31 18-19 >999 240
Vert(CT) -0.45 18-19 >905 180
Horz(CT) 0.10 15 n/a n/a
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 470lb FT=20%
LUMBER- BRACING- .
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied or 4-6.10 oc purlins.
BOT CHORD 2x4 SP No.2 'Except' BOT CHORD
Rigid ceiling directly applied or 3-5-6 oc bracing.
8-15: 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 15=0-3-0, 11=0-8-0
Max Horz 2=172(LC 7)
Max Uplift 2=1163(1_C 9), 15=1651(LC 8), 11=475(LC 8)
Max Grav 2=2308(LC 1), 15=3688(LC 1), 11=815(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-4561/2116, 3-4=-4416/2029, 4-5=-3995/1893, 5-6=-5496/2685, 6-7=-5496/2685,
7-8=-3776/1917;8-9=145/457,9-10=-2154/778,10-11=-2334/1017
BOT CHORD 2-21=-1745/4030; 19-21=-2408/5562, 18-19=2408/5562, 16-18=-1636/3776,
14-15=-3463/1608,8-14=-2636/1444,13-14=-520/2273,11-13=-791/2226
WEBS 3-21=-269/173, 4-21=-492/1478, 5-21=-1799/924, 5-19=0/470, 6-18=-655/578,
7-18=881/1965, 7-16=-1616/1028, 8-16=1959/4416, 9-13=124/1133', 10-13=476/275,
9-14=2801 /869
NOTES-
�1111!/II�I
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
l N
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
�Q`Qv
Bottom chords connected as follows: 2x4 - 1 row at 0-8-0 oc.
:
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
�� �.�' SF �i .
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
connections to
NQ `6,81;t32'
•.'
ply have been provided distribute only loads noted as (F) or (B), unless otherwise indicated.
*.�. �_
3) Unbalanced roof live loads have been considered for this design.
7k.
4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
�'fl : :,�.a.
5) Building Designer / Project engineerresponsible for verifying applied roof live load shown covers rain loading requirements specific
�9 ST O F
to the use of this truss component.
6) Provide adequate drainage to prevent water ponding.
%�y &
7) All plates are MT20 plates unless otherwise indicated.
�-0 R
This truss
lie t ere live
N A �; `N _
t
truss has been designed for a load of 20.Opsf ann the bottom chord all areas where a
9) Thisrectangle 3-6-0 tall by 2-0-0 wide
-
O
will fit between the bottom chord and any other members.
10) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
Joti 16Vele PE-Vii:68182
capacity of bearing surface.
Mffek llSA',,M6. _FL Cett 6634.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1163 lb uplift at joint 2, 1651 lb uplift at
W4:Paflie;E2et Blvd'. Tafripa FL 33610
joint 15 and 475 lb uplift at joint 11.
f)ate
Continued on page 2
March 9,2021
A WARNING -Verify design parameters endREAD NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE MII4478 rev. 5/192020 BEFORE. USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing MOW
always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/7P/1 Duality 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
Truss
Truss Type
Oty
Ply
LOT 24/2PH3 WATERSTONE
T23137466
270§199 y
B7
HIP TRUSS
1
Job Reference (optional)
tsunaers rlrsiJource trlant uty, t-Ll, mant Ulty, rL - 335tiI, 8.430 s Feb 12 2021 MiTek Industries, Inc. Tue Mar 9 09:01:10 2021 Page 2
ID:6gDIOH2OVeglNklsxoNemzyuULB-M_FABGiXXuWAgl8H40GsQZaT_BFZ84bwYrifCCzciD7
NOTES-
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 125 lb down and 108 lb up at 7-0-0, V lb down and 108 lb up at
9-0-12, 87 lb down and 108 lb up at 11-0-12, 87 lb down and 108 lb up at 13-0-12, 87 lb down and 108 lb up at 15-0-12, 87 lb down and 108 lb up at 17-0-12, 87 lb
down and 108 lb up at 19-0-12, 87 lb down and 108 lb up at 21-0-12, 87 lb down and 108 lb up at 23-0-12, 87 lb down and 108 lb up at 23-7-4, 87 lb down and 108 lb
up at 25-7-4, 87 lb down and 108 lb up at 27-7-4, 87 lb down and 108 lb up at 29-7-4, 87 lb down and 108 lb up at 31-7-4, 115 lb down and 118 lb up at 35-7-4, and
115 lb down and 118 lb up at 37-7-4, and 179 lb down and -198 lb up at 39-8-0 on top chord, and 364 lb down and 85 lb up at 7-0-0, 65 lb down at 9-0-12, 65 lb down at
11-0-12, 65 lb down at 13-0-12, 65 lb down at 15-0-12, 65 lb down at 17-0-12, 65 lb down at 19-0-12, 65 lb down at 21-0-12, 65 lb down at 23-0-12, 65 lb down at
23-7-4, 65 lb down at'25-7-4; 65 lb down at 27-7-4, 65 lb down at 29-7-4, 65 lb down at 31-7-4, 121 lb down and 113 lb up at 33-7-8, 83lb down at 35-7-4, and 83 lb
down at 37-7-4, and 424 lb down and 72 lb up at 39-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of. others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-54, 4-9=-54, 9-12=-54, 15-22=20, 13-14=-20, 13-25=-20
Concentrated Loads (lb)
Vert: 4=-125(F) 15=-121(F) 21=-364(F) 9=-179(F) 28=-87(F) 29=-87(F) 30=87(F) 31=-87(F) 32=-87(F) 33=-87(F) 34=-87(F) 35=-87(F) 36=-87(F) 37=-87(F)
38=-87(F) 39=-87(F) 40=87(F) 41=-115(F) 42=-115(F) 43=-40(F) 44=-40(F) 45=-40(F) 46=-40(F) 47=-40(F) 48=40(F).49=40(F) 50=-40(F) 51=40(17) 52=-40(F)
53=-40(F) 54=-40(F) 55=-40(F) 56=-61(F) 57=-61(F) 58=-424(F)
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7478 rev. 511.92020 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 Vuss system. Before use, the building designer must verify the applicability of design parameters and. properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -
fabrication, storage, delivery, erection and bracing of trusses and truss systems,.see ANSLITP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Informationavailable from Truss Plate Institute, 2676Arain.Highway, Suite 203 Waldorf, MD 20601 _ __ _ _ Tampa, FL 36610. -
Job
Truss
Truss Type
Qty
Ply
.
T23137467
270�199 1
B9
HIP TRUSS
1
1
�IOT24121`113WATERSTONE
Job Reference (optional)
- • •• ^mow, J. „ ly, - o.vau a reo I L Luz i ml i ex Inaustrles, Inc. I ue mar a ua:u1:11 2u21 Page 1
ID:6gD 10H2OVeg1 Nk1 sxoNemzyuU LB-gbpYMcu91Cel IAiUejn5zm7eObdutWl3mVRDkfzciD6
1-4- 4-9-0 9-0-0 17-3-1 25-6-2 33-9-0 37-8-0 41-11-7 46-8-0 JP
4-0 4-9-0 4-2-12 8-3-1 8-3-1 8-3-2 3-10-12 4-3-7 4-8-9 4-
5x6 =
6.00 12
Scale = 1:84.8
5x8 = 5x6 = 3x4 =
=
28 29 5 3031 6 32 7 33 8 5x6
1y 18 17 16 15 14
4x6 = 3x8 = 3x8 = 2x4 II 3x8 MT20HS = 3x6 = 6x8 =
3.50112 4x6
RN
LOADING (psf)
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
CSI.
TC 0.66
BC 0.84
WB 0.89
Matrix -AS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in (loc) I/defl Lid
0.25 17 >999 240
-0.33 15-17 >999 160
0.11 14 We n/a
PLATES
MT20
MT20HS
Weight: 235lb
GRIP
244/190
187/143
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 'Except'
BOT CHORD
Rigid ceiling directly applied.
7-14: 2x4 SP No.3
WEBS
1 Row at midpt 5-19, 5-15, 6-14
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 10=0-8-0, 14=0-3-0
Max Horz 2=213(LC 11)
Max Uplift 2=823(LC 12), 10=406(1_C 12), 14=944(LC 12)
Max Grav 2=1297(LC 21), 10=536(LC 18), 14=1808(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2311/1522, 3-4=-2066/1330, 4-5=-182411275, 5-6=-1646/1206, 6-7=-56/260,
8-9=-762/470, 9-1 0=-1 244/939
BOT CHORD 2-19=-1206/2062, 17-19=-1245/2306, 15-17=-1246/2306, 14-15=-835/1629,
13-14=-761/518,7-13=-370/390,12-13=59/324,10-12=-755/1114
WEBS 3-19=-327/359, 4-19=-234/600, 5-19=-650/380, 5-17=0/313, 5-15=-761/464,
6-15=126/609, 6-14=1973/1108, 8-13=629/359, 8-12=-179/533, 9-12=-471/568
NOTES-
1) Unbalanced roof live loads have been considered for this design.
��1II I1.11Yi
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat.
II; Exp Encl.,
��A�� vIN
C; GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 9-0-0, Exterior(2R) 9-0-0
�
to 14-7-14, Interior(1) 14-7-14 to 37-8-0, Exterior(2R) 37-8-0 to 43-3-14, Interior(1) 43-3-14 to 48-0-0 zone;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=1.60 DOL=1.60
`��, ,� �'G E N S • '�j,
plate grip
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the of this truss
NO
use component.
4) Provide adequate drainage to prevent water ponding.
,6,81.:82
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
?j ••• S OF 4&
will fit between the bottom chord and any other members.
8) Bearing atjoint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
Q
�j'� 'CX
capacity of bearing surface.
Provide on (by ers) of russ to bearing ate capable of g 823 uplift at joint 2, 406 lb
10 int 14.
ndi
���s
A4,10 ,
tr truss designint
and requiresrequ esat cth t
10)oThi minimum oft7/16" structural wood sheathing be applied directly het p chord and /2" gyp um
1O,N
sheetrock be applied directly to the. bottom chord.
JoAquIfi VelBZ PENo.68182
MIfek USA;.Inc .FL 6rt'6634.
6904Paf.ie;East•Blvd Tampa FL 93610
Dafei
March 9,2021
--
® WARNING -Verify design parameters and
.READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7478 rev. 5/192020 BEFORE USE. ��'
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 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 24/2PH3 WATERSTONE.
T23137468
270P199
B11
Hip Truss
1
1
Job Reference (optional)
••- • •••••�•-•• -� v ^n •-n w- o ou s reu is cuc i ivu i en inuusrnes, inc. i ue mar a ua:uu:,rr tun rage l
ID:6gD IOH2QVegl Nk1 sxoNemzyuU LB-XZMTJPb5ygcRQUttEgMT7i7a?W QFFefXFmdxu2zciDU
1-4- 5-9-4. 11-0.0 1&3-3 25-6-5 33-9-4 358-0 39.1-11 0-10-942-8-5 4E-8-0
1-0 5-2-10 7-3-3 7-3-3 8-2-15 -10-12 3-5-11 1-9-13 1-9.12 3-11-11
5x8. _
6.00 12 4
O
2x4 II 5x8 = 3x4 11 5x6 =
28 5 29 30 6 31 732 8
Scale = 1:84.6
c?
0
TP = ,h
0
0
10 I¢ N
O
_ 2x4 11 3x8 MT20HS = 3x8 = 2x4 11 6x8 = 4x6
4x6 zz-
3x6 =
3x8 = 3.50 Ll2
LOADING (psf)
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/TPl2014
CSI.
TC 0.56
BC 0.84
WB 0.98
Matrix -AS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in (loc) I/defl L/d
-0.19 16-18 >999 240
-0.33 16-18 >999 180
0.10 13 n/a n/a
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 245 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied.
7-13: 2x4 SP No.3 WEBS
1 Row at midpt 6-13
WEBS 2x4 SP No.3
REACTIONS. (size) 10=0-8-0, 2=0-8-0, 13=0-3-0
Max Harz 2=248(LC 1:1)
Max Uplift 10=-280(1_0 12), 2=821(LC 12), 13=-959(LC 12)
Max Grav 10=563(LC 18), 2=1542(LC 17), 13=2028(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2750/1460, 3-4=-2229/1271, 4-5=-2147/1357, 5-6=-214711357, 8-9=-1036/597,
9-10=1420/898
BOT CHORD 2-19=-1217/2579, 18-19=-1217/2579, 16-18=-854/2064, 14-16=671/1611,
13-14=-673/1602, 12-13=-827/544, 7-12=369/375, 10-11=-745/1296
WEBS 3-18=-602/417, 4-18=-124/546, 4-16=-228/378, 5-16=419/439, 6-16=-398/778,
6-14=0/421, 6-13=-2035/968, 8-12=-508/287, 9-11=-440/502, 8-11=438/1033
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=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 11-0-0, Exterior(2R)
11-0-0 to 16-7-14, Interior(1) 16-7-14 to 35-7-9, Exterior(2R) 35-7-9 to 41-0-13, Interior(1) 41-0-13 to 46-8-0 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) 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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
8) Bearing at joint(s) 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 280 lb uplift at joint 10, 821 lb uplift at
joint 2 and 959 lb uplift at joint 13.
10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
%0 P' XI N
46 .68...
°S OF
46a4uin,Velez PE Nd.68182
MiTek USAJnc,.FL'Ce. 634
69091Pa(ke,Eiii Blvd ,tali pa FL 33610
Dife
March 9,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLIII]ED MITEK REFERENCE PAGE Mll-7473 rev. 5/192020 BEFORE USE. '
Design valid for use only with MiTek® connectors', This design is based only upon parameters shown, and is far an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek•
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 PaEast
Safety Information availabie.6omTruss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD Parke East Blvd.
_ 20601 _ _ _ — - Tampa, rk - -
Job
Truss
Truss Type
Qty
Ply
LOT 24/2PH3 WATERSTONE
T23137469
2705199 r
813
Hip
1
1
Job Reference (olotional
ouuue,a ruawuw cc lne. a y, r�/, Warn v Ry, rL-oa00r, 0.9JU s reD 12 ZUZI ml I eK Inoustfres, Inc. I ue mar 9 U9:UD:b1 2U21 Page 1
ID:6gDIOH2OVeglNklsxoNemzyuULB-QKc 9nfc036su6BeTWQP9YIGHXrfBVN7ANb91pzciDQ
-Q. 6-9-0 13-0-0 19-11-4 26-8-12 33-8-0 39-1-11 46-8-0
i-4 0 6_51 6-2-12 . 6-11-4 6-9-8 6-11-4 5-5-11 7-6-5
6.00 12
6x8 =
7x10 = 5x8 =
4 28 5 29 30 6 31
6x8 =
7
TIP =
9
19 1O 17 39 in 15 S0 14 13 12
3x8 MT20HS = 3x6 = 3x8 = 3x8 = 3x6 = 4x10 MT20HS I 4x6 ZZ
4x6 2x4 11 3.50112
6-9-4
39-1-11
Scale = 1:86.2
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCOL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TP12014
CSI.
TC 0.54
BC 0.68
WB 0.81
Matrix -AS
DEFL. in (loc) I/defl L/d
Vert(LL) 0.15 10-22 >999 240
Vert(CT) -0.25 15-17 >999 180
Horz(CT) 0.07 13 n/a n/a
PLATES
MT20
MT20HS
Weight: 276 lb
GRIP
244/190
187/143
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 'Except
TOP CHORD
Structural wood sheathing directly applied.
4-5,5-7: 2x6 SP No.2
BOT CHORD
Rigid ceiling directly applied. Except:
BOT CHORD 2x4 SP No.2 `Except
3-5-0 oc bracing: 11-13
7-13: 2x4 SP No.3
WEBS
1 Row at midpt 4-15, 6-11
WEBS 2x4 SP No.3
REACTIONS. (size) 9=0-8-0, 2=0-8-0, 13=D-3-8
Max Horz 2=288(LC 1.1)
Max Uplift 9=-190(LC 12), 2=-782(LC 12), 13=-1084(LC 12)
Max Grav 9=381(LC 18). 2=1485(LC 17), 13=2290(LC 18)
FORCES. (lb) -Max. CompdMax. Ten. -.All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2565/1347, 3-4=-1913/1119, 4-5=-1583/1071, 5-6=-1581/1068, 6-7=-164/695,
7-8=-512/522, 8-9=385/230
BOT CHORD 2-19=-1101/2436, 17-19=-1103/2430, 15-17=-674/1788, 14-15=318/970,
11-13=-2171/1232, 7-11=-943/657, 10-11=-746/588, 9-10=-147/334
WEBS 3-19=0/268, 3-17=-749/493, 4-17=-156/622, 5-15=-403/418, 6-15=-496/984,
11-14=-348/988, 6-11=-1848/1023, 7-10=854/1372, 8-10=-498/562
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=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 13-0-0, Exterior(2R)
13-0-0 to 18-7-14, Interior(1) 18-7-14 to 33-8-0, Exterior(2R) 33-8-0 to 39-3-14, Interior(1) 39-3-14 to 46-8-0 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) All plates are MT20 plates unless otherwise indicated.
6) This:truss has been designed for a 1.0.0 psf bottom chord live load nonconcurrent with any other live loads.
7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
8) Bearing at joint(s) 9 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 190 lb uplift at joint 9, 782 lb uplift at
joint 2 and 1084 lb uplift at joint 13.
10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
46 i
March 9,2021
--
® WARNING -Verify design parameters and
IREAD NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MII4477 rev. S/t92020 BEFORE_ USE.
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and. properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 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
Truss
Truss Type
Qty
Ply
LOT 24/2PH3 WATERSTONE
T23137470
2706199 � �
B15 �
HIP TRUSS
1
1
.
' 1
Job Reference (optional)
CJ
O
,..+,,,,�,.,,. ,,.. �,.c..c,u.c,.ro euci reyci
ID:6gD IOH2OVeg1 Nk1 sxoNemzyuU LB-lMS WMg2_Rk_1 gAWMTG6kKym iMQ5Sl3_rm862aZzchvp
r1-4-q 5-7-0 8-"-o 15-0-0 23.4-0 31-8_0 36-4-12 41-5-0
1-4-0 5-7-0 3-3-11 6-1-0 8-4-0 8-4-0 4-&12 5-0-4
5x8
6.00 r12 5x8 = 5x8 =
5 27 28 629 30 31 7
17
3x6 = 6x8 =
Scale = 1.:76.7
ridre lnrsels In Ti-- Iz:u-z-lz,u- -ts1. 14:u-s-u U-6-ul lb:u-o-8 U-2-41 16.0-4-00-3-Ot [7:0-5-8 0-2-41 [10:0-7-12 Edge]
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TIC 0.68 Vert(LL) 0.34 17-24 >311 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) 0.25 17-24 >418 180
BCLL 0.0 Rep Stress lncr YES WB 0.94 Horz(CT) 0.06 10 n/a n/a
BCDL 10.0 Code FBC2020ITP12014 Matrix -AS Weight:'219 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 'Except" BOT CHORD Rigid ceiling directly applied.
4-17: 2x4 SP No.3
WEBS 2x4 SP No.3
SLIDER Right 2x6 SP No.2 -< 2-10-9
REACTIONS. (lb/size) 10=1204/Mechanical, 2=388/0-8-0 (min. 0-1-8), 17=1545/0-3-0 (min. 0-2-2)
Max Harz 2=277(LC 11)
Max Uplift 10=-686(LC 12), 2=489(LC 12), 11=-1043(LC 12)
Max Grav 10=1438(LC 18), 2=407(LC 23), 17=1788(LC 17)
FORCES. (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/32, 2-25=-281/346, 3-25=-247/358, 3-4=1241292, 4-26=1489/933, 5-26=-1479/457, 5-27=-2079/1363,
27-28=-2079/1363, 6-28=-2079/1363, 6-29=-2079/1363, 29-30=-2079/1363, 30-31=2079/1363, 7-31=-2079/1363,
7-8=-2037/1197, 8-32=-210611277, 9-32=2149/1269, 9-10=385/107
BOT CHORD 2-33=425/241, 17-33=425/241, 16-17=1588/733, 4-16=-1491/763, 15-16=-189/91, 15-34=-611/1326,
14-34=-611/1326,13-14=-611/1326,12-13=-824/1756,11-12=824/1756,10-11=-1001/1829
WEBS 4-15=502/1400, 5-15=-267/277, 5-13=-510/997, 6-13=-507/517, 7-13=-271/468, 7-11=0/384, 8-11=-118/224,
3-17=279/397
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=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 15-0-0, Exterior(2R)
15-0-0 to 20-7-14, Interior(1) 20-7-14 to 31-8-0, Exterior(2R) 31-8-0 to 37-3-14, Interior(1) 37-3-14 to 41-5-0 zone; porch left
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) 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 jive 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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 686 lb uplift at joint 10, 489 lb uplift at
joint 2 and 1043 lb uplift at joint 17.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
LOAD CASE(S) Standard
March 9,2021
--
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 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
Truss
Truss Type
City
Ply
LOT 24I2PH3 WATERSTONE
J
T_23137471
2706199
B17
HIP TRUSS
1
1
t
Job Reference (optional)
Builders FirstSource, Plant City, FL. 33563 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 10:22:01 2021 Page 1
ID:6g010H2OVeglNklsxoNemzyuULB-xEsBVyDOvLtv8U9ErvuFR7uF6T.E01w43CzELcCzchva
rl 4 q 5 7-0 8-11-0 17-0-0 23-4-0 29-8-0 36-1-2 41-5-0
1-4-0 5 7 6 3 3-10 8-1-0 6-40 6-4-0 6-5-2 5
M
O
3x6 =
5x8 =
6.00 F12
2x4 11 5x8 =
24625 26 27 7
°V 18 1 3x6 =
6x8 =
Scale = 1:78.3
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.71
Vert(LL)
0.34 18-21 >312 240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.90
Vert(CT) -0.28 18-21 >381 180
BCLL 0.0
Rep Stress Incr
YES
WE 0.60
Horz(CT)
0.04 10 n/a n/a
BCDL 10.0
Code FBC2020ITP12014
Matrix -AS
Weight: 232 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 'Except'
BOT CHORD
Rigid ceiling directly applied.
4-18: 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=390/0-8-0 (min. 0-1-8), 18=1537/0-3-0 (min. 0-2-2), 10=1199/Mechanical
Max Horz 2=317(LC 11)
Max Uplift 2=492(LC 12), 18=1036(LC 12), 10=-684(LC 12)
Max Grav 2=404(LC M), 18=1807(LC 17), 10=1437(LC 18)
FORCES. (lb) -Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/32,2-22=-286/350,3-22=-254/362, 3-4=158/338,4-23=-1553/971, 5-23=-1469/992,5-24=-1723/1205,
6-24=1723/1205,6-25=-1723/1205,25-26=-1723/1205,26-27=-1723/1205,7-27=-1723/1205,7-28=-1834/1157,
8-28=1900/1135,8-29=-2123/1213,9-29=-2215/1202,9-10=-1344/805
BOT CHORD 2-30=428/233, 18-30=-428/233, 17-18=1621/748, 4-17==1481/799, 16-17=-287/183, 15-16=-618/1380,
15-31=-618/1380,14-31=-618/1380,14-32=-734/1584,13-32=734/1584,12-13=-734/1584,11-12=-1009/1921,
10-11=-177/267
WEBS 4-16=379/1290, 5-16=-144/204, 5-14=-310/636, 6-14=-373/366, 7-14=-174/280, 7-12=-65/447, 8-12=-390/310,
8-11=95/212, 9-11=-890/1672, 3-18=-255/358
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=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 17-0-0, Exterior(2R)
17-0-0 to 22-7-14, Interior(1) 22-7-14 to 29-8-0, Exterior(2R) 29-8-0 to 35-3-14, Interior(1) 35-3-14 to 41-3-4 zone; porch left
exposed;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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 492 lb uplift at joint 2, 1036 lb uplift at
joint 18 and 684 lb uplift at joint 10.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
LOAD CASE(S) Standard
++
i.
1. F
No `681:82:
��. • . ter. r
OF
i (V'
01
ONA
Joaquin,,VeIeYPE IN .iijk
MiTek dk, M6:.FL 6rt 66N.
,6904:Parke:East'Blvd'. Tampa FL 33610
Dafe:
March 9,2021
® WARNING -Verify design paraneters and READ NOTES ON THIS AND INCLl1DEb MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE.
--
Design valid for use only with MiTek® connectors: This design Is based only upon truss
shown, and is for an individual building component, not ��e
a ss system. Before use, the building designer must verify the applicability of design parameters and. properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain.Highway, Suite 203 Waldorf, MD20601 . -- Tampa,-FL-36610
Job
Truss Type
Oty
24/2PH3 WATERSTONET231374722706199
�Truss
7PIYLOT
819
HIP TRUSS
1 -
A f
Job Reference o tional
Buuders Firstsource, Plant city, FL. 33553 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 10:22:16 2021 Page 1
ID:6gD IOH2OVeg 1 Nk1 sxoNemzyuULB-?7Gsf4PoNymm Rnp7DZfmYHOpi WNXmhAGfoNeegzchvL
r1-4 Q 5-7-6 8-11-0 13-11-8 19-0-0 27-8-b 34-4-12 41-5-0
1-4-0 5-7-6 3-3-10 5-08 5-0-8 &B-0 6-8-12 7-0_4
3x6 =
6x8 =
6.00 F12
6x8 =
22 23 24 7
`� 16 1 3x6 = . I .
6x8 =
27-8-0
Scale= 1:78.3
LOADING (psf)
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
CSI.
TC 0.75
BC 0.80
WB 0.70
Matrix -AS
DEFL. in (loc) I/dell L/d
Vert(LL) 0.33 16-19 >316 240
Vert(CT) 0.25 16-19 >426 180
' Horz(CT) 0.05 10 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 236 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals.
6-7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied.
BOT CHORD 2x4 SP No.2 'Except' WEBS 1 Row at midpt 5-15
4-16: 2x4 SP No.3, 14-15,12-14: 2x4 SP No.1
WEBS 2x4 SP No.3 *Except*
6-13: 2x4 SP No.2
REACTIONS. (lb/size) 2=392/0-8-0 (min. 0-1-8), 16=1535/0-3-0 (min.0-2-3), 10=1200/Mechanical
Max Horz 2=357(LC 11)
Max Uplift 2=-502(LC 12), 16=1024(LC 12). 10=-686(LC 12)
Max Grav 2=399(LC 23), 16=1849(LC 17), 10=1431(LC 18)
FORCES. (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/32, 2-20=-301/378, 3-20=-268/391, 3-4=169/386, 4-21=216/395, 5-21=-128/404, 5-6=-1517/1053,
6-22=1531/1116, 22-23=-1531/1116, 23-24=-1531/1116, 7-24=-1531/1116, 7-25=-1677/1129, 8-25=-174611106,
8-26=2126/1226,9-26=-2204/1212,9-10=-1308/825
BOT CHORD 2-27=464/235, 16-27=-464/235, 15-16=1633/691, 4-15=-296/257, 15-28=6B9/1224, 28-29=-689/1224,
14-29=-689/1224,14-30=-586/1396,30-31=-586/1396,13-31=586/1396,12-13=-987/1889,11-12=-987/1889,
10-11=-274/432
WEBS 5-15=1653/734, 5-14=0/344, 6-14=0/318, 6-13=-145/316, 7-13=-49/395, 8-13=-547/384, 8-11=-10/175,
9-11=772/1465,3-16=-303/424
.oP�UIN
NOTES-
1) Unbalanced roof live loads have been considered forthis design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; 8=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 19-0-0, Exterior(2R)
• N O 6.81r82.
19-0-0 to 24-7-14, Interior 1 24-7-14 to 27-870, Exterior 2R 27-8-0 to 33-3-14, Interior 1 33-3-14 to 41-3-4 zone; porch left
*°' •
exposed;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.
�'p '-a
4) Provide adequate drainage to prevent water ponding.
F
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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
fit between bottom
'jam Fi '�N. %
will the chord and any other members, with BCDL = 10.Opsf.
7) Refer to for truss to truss
is •..0 •-'
•
���
girders) connections.
ts� �� ���
�I
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 502 lb uplift at joint 2, 1024 lb uplift at
,�
joint 16 and 686 lb uplift at joint 10.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
4oacf uIn Velez PE:Nti.68182
sheetrock be applied directly to the bottom chord.
MITek USA; Inc.. FL 6d,6634.
;6904:Pa�ke'Easy . . Tampa FL 33610
LOAD CASE(S) Standard
Date
March 9,2021
®WARNING -Verify design parameters andREAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1.92020 BEFORE USE. '
Design valid for use any with MiTek® connectors. This design is based only upon parameters shown, and Is far an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/f 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
Truss
Truss Type
Qty
Ply
T23137473
2706199
B21
HIP TRUSS
�LOT2112PHMATERSTONE
' -0
Job Reference (optional)
vuuue, nmwum , r,mu —y, ram. uuvw a u s ry v — cum rvu i eK mausrnes, mc. , ue mar a iu:zzaa zuzi rage 1
ID:6gD IOH2OVegl Nkl sxoNemzyuULB-gY9ZUyhDzOf WhJ3Y4uZ9_STnPoDQf5kfytSMy?zchv_
1-4q 5-7-6 8-11-0 1: 1-8 21-0-0 25-6-0 31-5-12 37-4-9 42-7-8
1-4-0 '5-7-0. 3-3-10 6-0-8 6-0-8 4-8-0 5-9-12 5-10-13 5-2-15
5x6 =
5x6 =
6.00 R-2- 6 26 7
" 17
3x4 =
3x6 = 6x8 =
8-11-0 17-3-8
Scale = 1:80.3
0
6
.P =
10 to
o lo.
0
N
LOADING (psf) SPACING- 2-0-6 CSI. DEFL. in (loc) Well Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.34 17-20 >312 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) 0.25 17-20 >420 180
BCLL 0.0 Rep Stress lncr YES WB 0.65 Horz(CT) 0.08 10 n/a n/a
BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: M5 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 *Except` BOT CHORD Rigid ceiling directly applied.
4-17: 2x4 SP No.3 WEBS 1 Row at midpt 5-16, 6-15, 8-13
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=391/0-8-0 (min. 0-1-8), 10=1250/0-7-8 (min. 0-1-13), 17=1585/0-3-0 (min. 0-2-4)
Max Horz 2=413(LC 11) '
Max Uplift 2==513(LC 12), 10=714(LC 12), 17=-1041(LC 12)
Max Grav 2=404(LC 23), .10=1527(LC 18), 17=1927(LC 17)
FORCES. (lb) -Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/32, 2-24=-351/402, 3-24=-319/414, 3-4=232/434, 4-5=-250/458; 5-25=-1614/1139, 6-25=160411163,
6-26=1523/1118, 7-26=-1523/1118, 7-8=-1736/1145,.8-9=-2622/1431, 9-27=-2782/1571, 10-27=2855/1661
BOT CHORD 2-28=442/237, 17-28=-442/237, 16-17=1718/706, 4-16=-323/295, 16-29=69311437, 29-30=-693/1437,
15-30=-693/1437,14-15==529/1391,14-31=-529A391,13-31=529/1391,12=13=-963/1964,12-32=-963/1964,
32-33=-963/1964, 11-33=-963/1964, 10-11=-1300/2517
WEBS 5-16=1861/724, 5-15=0/280, 6-15=-1.41/267, 6-13=-125/455, 7-13=221/506, B-13=-789/561, 8-11 =-1 59/622,
9=11=362/387, 3-17=293/416
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph Vasd=124mph; TCDL=4.2psf; BCDL=6:Opsf; h=25ft; B=45ft; L=40ft; Cat.
I (�
0
(3-second gust) eave=5ft;
II; Exp C; Encl., GCpi=0.18; MWFRS C-C Exterior(2E) to 2-8-0, Interior(1) 2-8-0 to 21-0-0, Exterior(2E)
A V N
�I�.,
(directional) and -1-4-0
�Pa
'
-0
21-0-0 to 25-8, Exterior(2R) 25-8-0 to 31-6-9, Interior(1) 31-6-9 to 42-7-8 zone; porch left exposed;C-C for members and forces &
�� J G E N
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
�-
N O 6.8 :82: Z
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
'O
will fit between the bottom chord and any other members, with BCDL = 10.0psf.
i ST" F ((7
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 513 lb uplift at joint 2, 714 lb uplift at
Q
joint 10 and 1041 lb uplift at joint 17.
��j`' < R N
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
be directly
sts��
sheetrock applied to the bottom chord.
LOAD CASE(S) Standard
March 9,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
--
Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not �•
a truss system. Before use, the building designer must: verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems,. see ANSUTPII 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, MD 20601 :_ ...._ Tampa; FL-36610:
Job
Truss
Truss Type
Qty
Ply
LOT 24/2PH3 WATERSTONE,
T23137474
270F199 1
C1
JACK -OPEN TRUSS
8
.1
Job Reference (optional)
any, r�l, Halo may, ��-ooaor, c.96u s reD lZ zuzl iwt i eK industries, Inc. I l{e mar y Uy:U1:i3 zuz1 rage 1
ID:6gDIOH2OVegl Nkl sxoNemzyuULB-nZxlnlwPgpukXUssIBgZ2BC4BOVnLdTMEpwJpXzciD4
-1-4-0 . 0-10-15
1-4-0 0_10-15
Scale = 1:7.6
1
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(IDc)
I/deft
Lid -
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.26
Vert(LL)
0.00
5
>999
240 .
MT20 244/190
TCDL 7.0
Lumber DOL. 1.25
BC 0.05
Vert(CT)
0.00
5
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT)
0.00
4
n/a
n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix -NIP
Weight: 5lb FT=20%
LUMBER-
BRACING-
.
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc p6dins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=D-,8-0, 4=Mechanical
Max Horz 2=90(LC 12)
Max Uplift 3=-4(LC 1), 2=-229(LC 12), 4=-16(LC 1)
Max Grav 3=25(LC 12), 2=159(1_C 1), 4=53(LC 12)
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=6.0psf; h=25$; B=45ft; L=40ft; eave=5ft; Cat.
11; Ezp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 3, 229 lb uplift atjoint 2
and 16 lb uplift at joint.4.
March 9,2021
--
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19I2020 BEFORE USE. ��'
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only., Additional temporary and permanent bracing MITek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Informationavailable from Truss Plate Institute, 2670 Crain.Highway, Suite 203 Waldorf, MD 20601 _ __ Tampa, FL 36610 -- -
Job
Truss
Truss Type
Qty
Ply7LOTR2e4f/e2'PH3WATER'TONET23137475
270G199 f
C1P
JACK -OPEN TRUSS
4nce
o tional
ouuuew ru awuuwc t...... i.ny, r�/, nenr uny, rL -.Door, a.9.0 s reo 1Z ZUZi Ivu I eK Inaustrles, Inc. I ue mar v uv:ui:iJ zuzi rage i
ID:6gD10H2OVeg1 Nkl sxoNemzyuULB-nZxlnlwPgpukXUss18gZ2BC4BOVnLdTMEpwJpXzciD4
0-10-
' - 1-4-0 - - 0-10-15
Scale = 1:7.6
1
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/dell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.26
Vert(LL)
0.00
5
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.05
Vert(CT)
0.00
5
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT)
0.00
4
n/a
n/a
BCDL 10.0
Code FBC2020ITP12014
Matrix -MP
Weight: 5 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (size) 3=Mechanical, 2=0-3-0, 4=Mechanical
Max Horz 2=90(LC 12)
Max Uplift 3=-5(LC 9), 2=-248(LC 12), 4=-24(LC 17)
Max Grav 3=19(LC 12). 2=159(LC 1), 4=40(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(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 forverfyirig applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 5 lb uplift at joint 3, 248 lb uplift-atjoint 2
and 24 lb uplift at joint 4.
0
N o 6,8 Ito,
6904:P 6 East -Blvd, -Tampa FL 33610
Dafez
March 9,2021
--
® WARNING -Verify design parameters and
:READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. ��°
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek°
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 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
Truss
Truss Type
Qty
Ply
LOT 24/2PH3 WATERSTONE
T23137476
2706199 t
Q1V
Jack -Open Truss
2
.1
Job Reference (optional)
ouuutllb rebI UUR U trldI n l Ly, rL), rlenl l 11y, rL - O Dl, 0.43u s reD l L LOCI ivii I eK Incusines, Inc. I Ue Iwar `J uu:Ul:l4 zu21 rage 1
ID:6gDlOH2OVeglNklsxoNemzyuULB-FmVh_ewlb70b9eR3JrLobP]Fxorl44jWTSgtLzzciD3
-1-4-0 0-10-15
1-4-0
Scale = 1:7.6
1
i
Plate Offsets (X,Y)-- 12:0-1-13,0-0-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.26
"Vert(LL) 0.00 7 >999 240
MT20 244/190
TCDL . 7.0
Lumber DOL 1.25
BC 0.05
Vert(CT) 0.00 7 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) 0,00 2 n/s n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix -NIP
Weight: 5lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc purlins.
BOT CHORD 2x4 SP No.2 'BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Horz 2=90(LC 12)
Max Uplift 3=-5(LC 1), 2=-210(LC 12), 4=-15(LC 1)
Max Grav 3=18(LC 12), 2=159(LC 1), 4=41(LC 12)
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=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2 E) -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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) 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
,,rj1�11111/���I
,�� MIN
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint 3, 210 lb uplift at joint 2
and 15 lb uplift at joint 4.
♦.
�% F =
N:o 82,
FL NOr L UU94+
Blvd: Tampa FL 33610
March 9,2021
--
® 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 MiTekV 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 WOW
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems,. see ANSYTPII Qualify Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available fromTmss.Plate Institute, 2670 Crain,Highway, Sufle.203 Waldorf, MD 20601 _ - Tampa; FL 36610 - -
Job
Truss
Truss Type
Qty
Ply
LOT 24/2PH3 E WATERSTON
' T23137477
270f199 t
C3
JACK -OPEN TRUSS
8
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Tue Mar 9 09:01:16 2021 Page 1
ID:6gDIOH2OVegl NklsxoNemzyuULB-B8dkPKyH7kGJOybRQGNGgggbQcMY_Dowm9_QszciD1
-1-4-0 2-10-15
1-4-0 2-10-15
Scale = 1:12.6
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.26
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 FBC2020ITP12014
Matrix -NIP
Weight: 12lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Horz 2=151(LC 12)
Max Uplift 3=61(LC 12), 2=183(LC 12)
Max Grav 3=69(LC 17), 2=194(LC 1). 4=48(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=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Exp 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=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) • This truss has been designed for a. live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint 3 and 183 lb uplift at
joint 2.
PQUIN v`c���.
�. S v� G E N SF c' •�'.
No
O. -S :OF <v
Joaquin Velez PE:No.68182
MITek USA; Inc;.FL`Cert`6t X
,6904:Pa�lie EastBlvtl`TampaFL33610
Date:
March 9,2021
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. AddRional.temporary and permanent bracing MiTek•
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPif qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
.. Safety Information available from -Truss Plate Institute, 2670 Crain. Highway, Suite 203-Waldod, MD 20601 — - - Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
LOT 24/2PH3 WATERSTONE
T23137478
270fj199 r
C3V
"Jack -Open Truss
2
1
Job Reference (optional)
Builders FirstSource (Plant City, FL),
Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Tue Mar 9 09:01:17 2021 Page 1
ID:6q'DIOH2OVegl Nkl sxoNemzyuULB-fLApcgzwu20AO5Ae_UVC1 NmAOsUHRTy9QuXylzciDO
1 4 0 2-10-15
1-4-0 2-10-15
3x4
Scale = 1:12.6
Plate Offsets (X,Y)-- (2:0-1-13,0-0-8)
LOADING (psD
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.26
Vert(LL) 0.01
4-7 >999 240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.13
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 FBC2020ITP12014
Matrix -MP
Weight: 12 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 2-10-15.oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Horz 2=151(LC 12)
Max Uplift 3=67(LC 12). 2=-173(LC 12)
Max Grav 3=71(LC 17), 2=194(LC 1), 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=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Exp 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=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 arty other members.
5) Refer to girder(s) for truss to truss connections.
6) Bearing at joint(s) 2 considers to value using ANSI/TPI 1 angle to formula. Building designer
�111 1111 j",
parallel grain grain should verify
VF� 4f�j
capacity of bearing surface.
�� P.Q:
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 Ito uplift at joint 3 and 173 Ib uplift at
joint 2.
i
ST OF0.
i�ss'O
Joaquin Velei PE.Nd.- 182
Nlfiek Uk$A., IJJGJLCeif 6634.
,6904 Parke: East Blud. Ta npa.FL 33610
Datti:
March 9,2021
A WARNING -Verify design parameters andREAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1,9I2020 BEFORE 11SE. �
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ��•
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek•
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety lntotmation available from Truss Plate Institute, 2670 Crain Highway, Suite 203-Waldorf, MD 20601 _ — - Tampa, FL 36610 -
Job
Truss
Truss Type
Qty
Ply
LOT 24/2PH3 WATERSTONE
T23137479
2706199 �
C5
JACK -OPEN TRUSS
S
� 1
' 1
Job Reference o ticnal
0
ID:6gDIOH2OVeglNk1sxoNemzyuULB-BnUt5Ty1nnROKiImMWyKtnNYUfrtp u.0 1nWijzchue
1 4-0 4-10-15
1-4-0 ' 4-10-15
3x4 =
0
N
N
Scale = 1:17.6
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.55
Vert(LL)
0.08
4-7
>707
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.37
Vert(CT)
0.07
4-7
>879
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
Matrix -AS
Weight: 18 Ito FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=113/Mechanical, 2=261/D-8-0 (min. 0-1-8), 4=56/Mechanical
Max Horz 2=213(LC 12)
Max Uplift 3=-144(LC 12), 2=-300(LC 12), 4=80(LC 12)
Max Grav 3=119(LC 17). 2=261(LC 1), 4=85(LC3)
FORCES. (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-8=0/13, 2-8=0/32, 2-9=-159/60, 3-9=-150/71
BOT CHORD 2-10=0/0, 4-10=0/0
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Exp C;'Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 4-10-3 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 144 lb uplift at joint 3, 300 lb uplift at
joint 2 and 80 lb uplift at joint 4.
7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum
sheetrock be applied directly to the bottom chord.
LOAD CASE(S) Standard
,��11,111171II�I
����''
� Pp�U I N VF�i.,;
�%�. F ��
No ;681;.'82.
of �U
N
Blvd: Tampa FL 33610
March 9,2021
® WARNING -Verily design parameters and
.READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII4473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters andproperly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek�
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the -
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and 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
Qty
Ply
LOT 24/2PH3 WATERSTONE.
T23137480
2706199 1
C5V
JACK -OPEN TRUSS
2
1
Job Reference o tional
Builders FirstSource (Plant City, FL), Plant City, FL - 33567,
-1-4-0
3x4
8.430 s Feb 12 2021 MiTek Industries, Inc. Tue Mar 9 09:01:19 2021 Page 1
ID:6gDIOH2OVeglNklsxoNemzyuULB-bjla1L AQfeuFPK06PwzlSS11pR31LyFckNe0BzciD_
4-10-15
4-10-15
Scale= 1:17.6
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.60
Vert(LL) 0.07
4-7 >821 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.50
Vert(CT) -0.07
4-7 >888 180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.01
3 n/a nla
BCDL 10.0
Code FBC2020/TPI2014
Matrix -AS
Weight: 18 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied.
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Hbrz 2=213(LC 12)
Max Uplift 3=-133(LC 12). 2=-187(LC 12)
Max Grav 3=134(LC 17). 2=261(LC 1), 4=85(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=6.Opsf; h=25ft; 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 2-8-0, Interior(1) 2-8-0 to 4-10-3 zone;C-C for
r
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 133 lb uplift at joint 3 and 187 lb uplift at
joint 2.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
IN
E
N;o
9 : S T .'OF 4U
10 <(%
Joaquin Velez PE N6.68182
MiTek USA,,,Inc. k6r, 6634.
;8904:Parke;East Blvd. Tampa FL 33610
Date;;
March 9,2021
® WARNING - Verily design paremeters and READ NOTES ON THIS AND INCLUDE!) MITEKREFERENCE PAGE MII-7478 rev. 5/1912020 BEFORE 11SE.
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 verily the applicability of design parameters andproperly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/orchord members only. Additional temporaryand permanent bracing MOW
always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems,. see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast 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 24/2PH3 WATERSTONE
T_23137481
2700199 f
D7
Half Hip Truss
1
Job Reference o tional
Duuuers ruscouurce trianr uny, I-L), rianr L ny, t-L - dodo/, t5.43U s reD iz zuzl mi i eK Industries, Inc. I ue mar 9 U9:U1:33 ZU21 Vage 1
ID:6gDIOH2OVeglNklsxoNemzyuULB-BQ8sz89y7zPvxZOiwLBFsP1LpS8U1VTJgwmNVNzciCm
r1-0-4 7-0-0 14-1-12 21-1-12 28-1-12 35-1-12 42-3-8
1-4-0 7-0-0 7-1-12 7-0-0 7-0.0 7 0-0 7-1-12
it
Scale = 1:74.8
5x8 =
6.00 F12 2x4 II 5x6 = 3x4 = 5x6 = 5x6 =
3 18 19 20 4 21 22 23 5 2425 26 27 6 2829 30' 31 7 32 33 34 8
14 35 36 37 13 38 39 40 12 41 42 43 11 44 45 46 10 47 48 49 9
US = 2x4 11 6x12 MT20HS = 3x4 = 6x12 MT20HS = 5x6 = 2x4 =
21-1-12
LOADING (psf)
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 NO
Code FBC2020ITPI2014
CSI.
TC 0.92
BC 0.81
WB 0.77
Matrix -MS
DEFL. in (loc) I/defl L/d
Vert(LL) 0.68 12 >739 240
Vert(CT) -0.78 12-13 >646 180
Horz(CT) 0.16 9 n/a n/a
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 428 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 'Except' : TOP CHORD Structural wood sheathing directly applied, except end verticals.
3-5,5-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-9-2 oc bracing.
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.3 *Except*
3-13,5-13,6-12,7-11,8-10: 2x4 SP No.2
REACTIONS. (size) 2=0-8-0, 9=0-3-8
Max Harz 2=281(LC 8)
Max Uplift 2=1842(LC 8), 9=71823(LC 5)
Max Grav 2=2921(LC 1),9=2924(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-5846/3520, 3-4=-8024/4992, 4-5=-8054/5024, 5-6=-8900/5518, 6-7=-7935/4925,
7-8=-4975/3082,8-9=-2794/1873
BOT CHORD 2-14=-3233/5154, 13-14=-3234/5175, 12-13=-5537/8910, 11-12=-4882/7887,
10-11=-3152/5065
WEBS 3-14=-35/688, 3-13=2015/3196, 4-13=-728/810, 5-13=-960/705, 5-12=-239/490,
6-12=758/1.137, 6-11=-118411043, 7-1 1=1 999/3220, 7-10=-2195/1711, 8-10=-3398/5492
NOTES-
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
AWN
N
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
P.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Webs connected as follows: 2x4 -1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
do
N,O `681;-.8.2.
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
* *.
4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat.
=
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
�'p • �;
5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
9. S OF
to the use of this truss component.
G �4V.
,j &
6) Provide adequate drainage to prevent water ponding.
7) All MT20 indicated.
T[�
0 R I V
plates are plates unless otherwise
8) This
ve load nonconcurrent with any other ive loads.
9) truss
N A
truss has been on the
the bottom chord in all areas where alrectangle 3-6-0 tall by 2-0-0 wide
f
o
will fitbetween the bottomchord
t) od and any othe inembers.
10) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
Joaquln.Velei PE No.6S182
capacity of bearing surface.
Mfjek USA;.In6 FL Qeit 6634;
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1842 lb uplift at joint 2 and 1823 lb
69-64:Parketast-Blvd. Tampa FL 33610
uplift at joint 9.
Da1e:
Continued on page 2
March 9,2021
® WARNING-Veriydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 511.9/2020 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, note
a truss system. Before use, the building designer must verify the applicability of design parameters and. properly Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS/7TPI1 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
Truss
Truss Type
Qty
PlyTL,0T
24/2PH3 WATERSTONE
T23137481
270Q199
D7
Half Hip Truss
1
Reference (optional)
o.9Ju 5 reo IG LUG I IVII I eK inu Ustrles, Inc. I ue iviar u uu:u i:C3 zuzi rage Z
ID:6gDIOH2OVeglNklsxoNemzyuULB-BQ8sz89y7zPvxZOiwLBFsP1LpS8U1VTJgwmNVNzciCm
NOTES-
12) Hanger(s) or other connection device(s) shall be provided sufficient to support, concentrated load(s) 189 lb down and 229 lb up at 7-0-0, 87 lb down and 164 lb up at
9-0-12, 87 lb down and 164 lb up at 11-0-12, 87 )b down and 164 lb up at 13-0-12, 87 lb down and 164 lb up at 15-0-12, 87 lb down and 164 Ib up at 17-0-12, 87 lb
down and 164 lb up at 19-0-12, 87 lb down and 164 lb up at 21-0-12, 87 lb down and 164 lb up at 23-0-12, 87 lb down and 164 lb up at 25-0-12, 87 lb down and 164 lb
up at 27-0-12, 87 lb down and 164 lb up at 29-0-12, 87 lb down and 164 lb up at 31-0-12, 87 lb down and 164 Ib•up at 33-0-12, 87 lb down and 164 lb up at 35-0-12, 87
lb down and 164 lb up at 37-0-12, and 87 lb down and 164 lb up at 39r0-12, and 87 lb down and 164 lb up at 41-0-12 on chord, and 326 lb down and 142 lb up at
7-0-0, 65 lb down at 9-0-12, 65 lb down at 11-0-12, 65 lb down at 13-0-12, 65 lb down at 15-0-12, 65 lb down at .1740-12, 65 lb down at 19-0-12, 65 lb down at 21-0-12
65 lb down at 23-0-12, 65 lb down at 25-0-12, 65 lb down at 27-0-12, 65 lb down at 29-0-12, 65 lb down at 31-0-12, 65 lb down at 33-0-12, 65 lb down at 35-0-12, 65
lb down at 37-0-12, and 65 lb down at 39-0-12, and 65 lb down at 41-0-12 on bottom chord. The design/selection of such connection devices) is the responsibility of
others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 3-8=-54, 9-15=-20
Concentrated Loads (lb)
Vert: 3=-189(B) 5=-87(8) 14=-310(B) 12=-40(B) 7=-87(B) 10=40(B) 18=-87(B) 19=-87(B) 20=87(B) 21=-87(B) 22=-87(B) 23=-87(8) 24=-87(B) 26=-87(8)
27=-87(B) 28=-87(B) 30=87(B) 31=-87(B) 32=-87(B) 33=-87(B) 34=-87(B) 35=40(13) 36=40(B) 37=-40(B) 38=-40(B) 39=-40(B) 40=-40(B) 41=40(B) 42=-40(B)
43=-40(B) 44=40(B) 45=40(B) 46=-40(B) 47=-40(B) 48=-40(B) 49=-40(B)
.� WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7478 rev. 6119/2020 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 andproperly 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 MITPr'(•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems,:see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 CrainHighway,.Su@a 203 Waldorf, MD 20601 _ _ _ __ _ _ .. _ _ _ Tampa, FL. 36610 - -
Job
Truss
Truss Type
Qty
Ply
LOT 24/2PH3 WATERSTONE
T23137482
2709199 ,
D9
Half Hip Truss
1
1
Job Reference o tional
builders Firstbource (Plant City, FL), Plant Gdy, FL - 33567, 8.430 s Feb 12 2U21 MiTek Industries, Inc. Tue Mar 9 09:01:35 2021 Page 1
ID:6gDIOH2OVegl Nkl sxoNemzyuULB-8oGdOgBCfafdAsY52mDjxg6itG6GVRDbIEFUZGzciCk
r1-0-q 6-3-0 9-0-0 , 17-4-12 25-7-12 33-10-12 42-3 8
1-4-0 6-3, - 2-8-10 8-4-12 8-3-0 8-3-0 8-4-12 -
6.00 F12
5x8
4 21
Scale = 1:74.8
5x8 = 5x6 = 5x8 '= 5x6 =
22 523 24 6 25 7 26 8
r�
0
4
15 14 13 12 11 10 9
3x6 3x4 = 4x6 — 3x6 = 5x8 = 3x6 = 5x6 = 3x4
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL,
in (loc)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.88
Vert(LL)
0.55 12-13
>920
240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.92
Vert(CT)
-0.70 12-13
>722
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.62
Horz(CT)
0.15 9
- n/a
n/a
BCDL 10'.0 Code FBC2020/TP12014 Matrix -AS
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 `Except` TOP CHORD
4-5,7-8: 2x4 SP Nb.1 BOT CHORD
BOT CHORD 2x4 SP No:2 WEBS
WEBS 2x4 SP. No.3 `Except'
4-13,5=12,7-12,8-10: 2x4 SP No.2
REACTIONS. (size) 2=6-8-0, 9=0-3-8
Max Horz 2=343(LC 12)
Max Uplift 2=-979(LC 12), 9=7892(LC 12)'
Max Grav 2=1633(LC 1), 9=1558(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2981/1792, 3-4=-2793/1713, 4-5=-3577/2201, 5-6=-3508/2087, 6-7=-3508/2087,
7-8=-2360/1394, 8-9==1479/989
BOT CHORD 2-15=-180012624, 13-15=-1584/2480, 12-13=-2215/3591, 10-12=-1421/2395
WEBS 3-15=-286/326, 4-15=-145/437, 4-13=-703/1330, 5-13=-474/437, 6-12=-415/411.
7-12=775/1277, 7-1 0=-1 107/866, 8-10=-1557/2639
Weight: 221 lb FT = 20%
Structural wood sheathing directly applied, except end verticals.
Rigid ceiling directly applied-
1 Row at midpt 8-9, 4-13, 5-12, 7-12, 8-10
NOTES-
1) Unbalanced roof live s design.
2) Wind: ASCE 7-16; Vult=1considereds have been 60mph (3-secondgust) Vasd=1124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. U1N' J#
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 9-0-0, Exterior(2R) 9-0-0 �%F(4$. T.
to 14-7-14, Interior(1) 14-7-14 to 42-1-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60 iV
3) Build ing,Designer / Project engineer.responsible for verifying applied roof live load shown covers rain loading requirements specific
No 681
to the use of this truss component. .82,
4) Provide adequate drainage to prevent water ponding. * *-
5) This truss has been designed for a 10.0 psf bottom chord live load noncdncurrent 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 '0 . X.-
will fit between the bottom chord and any other members. i ST O F
7) Bearing at joint(s) 9 considers parallel to grain value using ANSIlrPI 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 979 lb uplift at joint 2 and 892 lb uplift at ��`'S1 .. j� �R �1 ,G- `� �� •.
joint
9) hisshetrussock bdesign e applied i �ectlyres h to a minimum of 7/16" the bottom chord. structural wood sheathing be applied directly to the top chord and 1/2" gypsum ON A ;,,,�,,,
Blvp:.Tampa FL 3361Q
March 9,2021
® WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1.9/2020 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 andproperly 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 MiTekm
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?Pl1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available -from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 .... _ _ - - - Tampa; FL 36610
Job
Truss
Truss Type
Qty
Ply
LOT 24/2PH3 WATERSTONE
T23137483
2709199 ,
D11
Hip Truss
1
1
Job Reference (optional)
ouiweis rnJlJuulOe Irianr Amy, rL), riarn uny, rL - JJOoI, o.4ou s reD -Iz zUzl ivii I eK InDUsirleS, Inc. I ue mar a Ua:ui:zl zuzi rage i
ID:6gDIOH20,VeglNklsxoNemzyuULB-Y6QKS1OQyHucVjTPDpzRNtXHSdOwD10Y42sk44zciCy
r1-4-Q 7-5=9 11-0-0 19-3-4 27-4-12 35-8-0 42-3-8
1-4-0 7-5-9 3-6-7 8-3-0 8-1-8 8-3-4 -- 6-7-8
Scale = 1:74.8
5x8 =
5x8 _ 5x6 =
6x8 1
4 21 22 5 23 6 24 25 7
. . 15 -- 13 " 12'� 10 9
3x6 i 3x4 = 4x6 3x4 = 5x8 = 4x6 = 2x4 =
4x6 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.96
Vert(LL)
0.38 12-13
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.92
Vert(CT)
.-0.74 15-18
>681
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.90
Horz(CT)
0.13 9
n/a
n/a
BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.1 BOT CHORD
WEBS 2x4 SP No:3 WEBS
REACTIONS. ' (size) 2=0-8-0, 9=0-3-8
Max Horz 2=203(LC 12)
Max Uplift 2=-991(LC 12), 9=-880(LC 12)
Max Grav 2=1928(LC 17), 9=1800(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-3385/1831, 3-4=-3130/1710, 4-5=-3449/1982, 5-6=-3114/1850, 6-7=-3116/1851,
7-8=-2111/1188, 8-9=-1699/1025
BOTCHORD 2-15=-1653/3107, 13-15=-1361/2830, 12-13=-1764/3504, 10-12=-928/1804
WEBS 3-15=-414/415, 4-15=;l89/695, 4-13=-493/956, 5-13=354/370, 5-12=413/220,
6-12=459/468, 7-12=-839/1652, 7-10=-379/401, 8-10=920/1852
Weight: 225 lb FT = 20%
Structural wood sheathing directly applied, except end verticals.
Rigid ceiling directly applied.
1 Row at micipt 5-12, 7-12
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=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 11-0-0, Extericr(2R)
11-0-0 to 16-7-14, Interior(1) 16-7-14 to 35-8-0, Exterior(2R) 35-8-0 to 41-3-14, Interior(1) 41-3-14 to 42-1-12 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.Opsf.
7) Bearing at joint(s) 9 considers.parallel to grain value using ANSIITPI 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 991 Ib uplift at joint 2 and 880 lb uplift at
joint 9.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and.1/2" gypsum
sheetrock be applied directly to the bottom chord.
`,/lIiIIll fit litir
too ,681'82..
OF
'B,Ivd,1an10TL 33610
March 9,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. '
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek"
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI7TPl1 quality Criteria, DSB-99 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
Qty
Ply
LOT 24/2PH3 WATERSTONE
T23137484
2705199 r
D13
Hip Truss
1
1
Job Reference o tional
O
k,— IL Illy, ram), ran y, rL - oo001, mgou s reD lz zuzl mi I eK Inousrrles, Inc. I ue Mar v uv:U1:22 2u21 Page 1
ID:6gDIOH2OVegl NklsxoNemzyuULB-01_igN12jaOT6t2bnXUgv54Tu10kyTRhlicicwzciCx
rl 4 q 7-5-9 11-2-0 13-0-0 20-11-0 28-10-0 318-0 38-1-13 42-3-8
1-4-0 7-5-9 3-8-7 1-10-0 7-11-0 7-11-0 4-10-0 4V7 4-1-11
6.00 12 5x6 =
2x4 II 5
2x4 11 6x12 MT20HS = 5x8 —
25 26 6 27 28 7 29 8
20 19 "' 14 13 12 11
3x6 — 5x6.= 2x4 II 2x4 II 5x8 6x8 =
1-2-0
Scale = 1:77.7
LOADING (psf)
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/TPI2014
CSI.
TC 0.90
BC 0.82
WB 0.98
Matrix -AS
DEFL. in (loc) I/defl L/d
Vert(LL) 0.56 16-17 >904 240
Vert(CT) -0.83 16-17 >605 180
Horz(CT) 0.33 11 n/a n/a
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 255 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing,directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied. Except:
4-19,7-13: 2x4 SP No.3, 16-17,15-16: 2x4 SP No.1 10-0-0 oC bracing: 17-19, 13-15
WEBS 2x4 SP No.3 'Except WEBS 1 Row at micipt 9-11
17-20: 2x4 SP No.2, 10-11: 2x6 SP No.2
REACTIONS. (size) 2=0-8-0, 11=0-3-8
Max Horz 2=243(LC 11)
Max Uplift 2=976(LC 12), 11=866(LC 12)
Max Grav 2=1651(LC 1), 11=1576(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3026/1782, 3-4=-4106/2520, 4-5=-4043/2552, 5-6=-3751/2377, 6-7=-3743/2368,
7-8=-3310/2140, 8-9=A904/1256
BOT CHORD 2-20=-1615/2639, 16-17=-1788/3139, 15-16=1892/3367, 7-15=616/504,
11-12=-805/1301
WEBS 3-20=-1354/938, 17-20=-1812/3050, 3-17=-492/1053, 5-17=-698/1292, 5-16=371/866,
6-16=458/487,7-16=-269/514,12-15=-931/1779,8-15=-1326/2290,8-12=-960/594,
9-12=165/540, 9-11=-1821/1182
NOTES -
Unbalanced roof live loads have been considered for this design.
,���``(�UIN'
2) Wind: 7-16: Vult=160mph
�: �.
ASCE (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 13-0-0, Exterior(2R)
13-0-0 to 18-7-14, interior(1) 18-:7-14 to 33-8-0, Exterior(2R) 33-8-0 to 39-3-14, Interior(1) 39-3-14 to.42-0-12 zone;C-C for members
N o
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.
•� -p
5) All plates are MT20 plates unless otherwise indicated.
i 53'-S D F (V
6) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom in
5 3; :' _
chord all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord
i t� Q N
R i
and any other members.
.}- ,';•
�' G>•,
8) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer verify!
bearing
ss�
capacity of surface.
9) Provide
/�0NA '%%%
mechanical connection (by others) of truss to bearing plate capable of withstanding 976 lb uplift at joint 2 and 866 lb uplift at
joint 11.
Joaquln:Velei PE No.68182
10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
MITek IJ A',.1no:.FL Cert 66k
sheetrock be applied directly to the bottom chord.
� 904:0ad.:, ast Blvd': Tampa FL 33610
Date:
March 9,2021
WARNING -Verify design parameters and READ NOTES ON 7HISAND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. ��'
Designvalidfor 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 and/orchord members only. Additional temporary and permanent bracing M iTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
_ Safefy Intofmation available from Truss Plate Institute, 2670 Crain. Highway, Suite 203 Waldorf, MD 20601 _ _ - - Tampa; FL 36610 - - - -
Job
Truss
Truss Type
Oty
Ply
LOT 2412PH3 WATERSTONE
'r23137485
270Cp199 r.
D15
Hip Truss
1
1
Job Reference o tional
uumers rirstsource Imam cgy, I-L), Flan Glty, t-L - 33bbt, 6.43U s Feb 12 2021 Mil ek Industries, Inc. Tue Mar 9 09:01:25 2021 Page 1
ID:6gDIOH2OVegl Nkl sxoNemzyUU.L9-OtfrIP3X?VP2zKnASf1 NXjPEE0U9ra_ggyDrzciCu
r1-4-Q. 7-5-9 11-2-0 1% 23-0-0 21-10-0 31-8-0 36-9-13 42-3-8
1-4-0-10-0 8-0-0 5-10-0 2-10-0 5-1-13 5-5-11
5x6 = _
6.00 F12 5x6 —
5 27 28 6 29 30
2x4 11 6x8 =
7 31 8
21 20 3x4 = 14 13 12 JO " 11
3x6 — . 5x8 = 2x4 I 3x4 II 5x12 = 16x8 =
-5-9
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.83
Vert(LL)
-0.47 15-17
>999
240
TCDL 7.0
Lumber DOL.
1.25
BC 0.95
Vert(CT)
-0.83 15-17
>611 .
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.93
Horz(CT)
0.34 11
n/a
N6
BCDL 10'.0 Code FBC2020/TPI2014 Matrix -AS
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.1 'Except : BOT CHORD
2-19: 2x4 SP No.2, 4-20,7-13: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
18-21: 2x4 SP No.2, 10-11: 2x6 SP No.2 WEBS
REACTIONS. (size) 2=0-8-0, 11=0-3-8
Max Horz 2=284(LC 11)
Max Uplift 2=-976(LC 12), 11=866(LC 12)
Max Grav 2=1970(LC 17). 11'=1850(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3574/1783; 3-4=4971/2544, 4-5=-4994/2665, 5=6=-3534/1940, 6-7=-2975/1749,
7-8=-2946/1739, 8-9=-2227/1295, 9-10=-263/136
BOT CHORD 2-21 =-1 615/3324, 17-18=-1553/3382, 15-17=-1690/3541, 11-12=-894/1649
WEBS 3-21 =-1 636/937, 18-21 =-1 812/3832, 3-18=-533/1292, 5-18=-966/1999, 5-17=80/5781
6-15=697/417, 12-15=-999/2497, 8-15=-1221/2520, 8-12=-1476/744, 9-12=72/497,
9-11=2043/.1223
Scale= 1:77.7
PLATES
GRIP
MT20
244/190
MT20HS
187/143
Weight: 261 lb
FT = 20%
Structural wood sheathing directly applied, except end verticals.
Rigid ceiling directly applied. Except:
6-0-0 oc bracing: 13-15
10-0-0 oc bracing: 18-20
1 Row at midpt 6-15, 8-12, 9-11
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=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 15-0-0, Exterior(2R)
15-0-0 to 20-7-14, Interior(1) 20-7-14 to 31-8-0, Exterior(21R) 31-8-0 to 37-3-14, Interior(1) 37-3-14 to 42-0-12 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) All plates are MT20 plates unless otherwise indicated.
6) Thistruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
8) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 976 lb uplift at joint 2 and'866 lb uplift at
joint 11.
10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
No 681;8.2,
9 S 410.F
Jbaquin.Velez PE Nd.68182
Mfrek USA;,Inc..FL Cert 6634.
6904 Parke"East Blvd: Taiipa FL 33610
Dater
March 9,2021
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/192020 BEFORE USE. ��`
Design valid for use only with MiTeW connectors: This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must: verify the applicability of design parameters and. properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems,. see ANSI/TP11 Quality Criteria, DSB-89 and BCS/ Building Component6904 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 24/2PH3 WATERSTONE
T23137486
270F199
D17
Hip Truss
1
1
_
Job Reference (optional)
ouuut;,a ruatauu— triant �tty, rL), riant t111y, rL - 65001, o.4su s reD 12 ZU21 MI I eK Inoustrles, Inc. I ue mar 9 U9:U1:Z5 ZU21 Page 1
ID:6gD IOH2OVeg 1 Nkl sxoNemzyuU LB-u30 DV14ZmpXubUMMONY.c4xE9sei (uIRHDKaVIHzciCt
r1-4-q 5-3-8 7-7-8 11-24 17-0-0 23-4-0 29-8-0 35-6-0 42-3-8
1-4-0 5-3 8 2-4-0 ' 3-6-12 5-9-12 6-4-0 6-4-0 5-10_4 6-9 4
6.00 12 5x8 =
6
Scale = 1:78.0
2x4 11 5x8
27 728 29 8
22 21 14 13 1 11
3x6 — 6x8 = 2x4. I 2x4 II 4x1 = 3x8 =
23-4-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft ' L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.84
Vert(LL) 0.63 20 >799 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.98
Vert(CT) -1.11 18-19 >457 180
BCLL 0.0
Rep Stress Incr YES
WB 0.91
Horz(CT) 0.42 11 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix -AS
Weight: 268 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 *Except* BOT CHORD
4-21,8-13: 2x4 SP No.3; 17-19: 2x4 SP No.1
WEBS 2x4 SP No.3 *Except. WEBS
5-19,19-22;3-19: 2x4 SP No.2,'10=11: 2x6 SP No.2
REACTIONS. (size) 2=0-8-0, 11=0-3-8
Max Horz 2=325(LC 11)
Max Uplift '2=-971(LC 12), 11=862(LC 12)
Max Grav 2=1982(LC 17), 11=1858(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3740/1826, 34=-7480/3635, 4-5=-7580/3676, 5-6_'_3369/1828, 6-7=-2970/1780;
7-8=-2970/1779,8-9=-2854/1615,9-10=-2158/1162,10-11=-1743/1014
BOT CHORD 2-22=-1689/3511, 18-19=-2192/4526, 16-18=-1328/3100, 15-16=-1113/2562,
8-15=128/640
WEBS 5-19=-1392/3403, 5-18=-1692/1018, 6-18=-427/1219, 6-16=-167/294, 7-16=-374/389,
8-16=369/728, 9-12=-1029/706, 10-12=914/1840, 12-15=-951/1944, 9-15=223/885,
3-22=3026/1524, 19-22=-2156/4629, 3-19=-1555/3445
Structural wood sheathing directly applied, except end verticals.
Rigid ceiling directly applied. Except:
10-0-0 oc bracing: 19-21, 13-15
1 Row at midpt 5-18, 6-16
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=B.Opsf; h=25ft; 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 2-8-0, Interior(1) 2-8-0 to 17-0-0, Exterior(2R)
17-0-0 to 22-7-14, Interior(1) 22-7-14 to 29-8-0, Extedor(2R) 29-8-0 to 35.64, Interior(1) 35-6-4 to 42-0-12 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.Opsf.
7) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 971 lb uplift at joint 2 and 862 lb uplift at
joint 11.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
N:o 681;;82
b F
ONAL
tquln, IdFE`.No66182
fek'USA ;inc:. FL bii 6694;
AN East Blvd 1. alnpa FL 33610
March 9,2021
�—
® WARNING -Verify design parameters. end READ NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE. USE.
Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW
always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems,: see ANSI/TPN 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
Truss
Truss Type
Qty
Ply
LOT 24/2PH3 WATERSTONE
T23137487
270Q199 1
D19
Hip Truss
1
1
Job Reference (optional)
u w,�rna r�aro�u,w trio, a tiny, rlJ, nei Il UIY, rL - JJJO/, OAJU 5 1"813 l z NCI Ivll I eK Inciuslrles, Inc. I ue Mar `d u1d:U1:zo zuzl rage i
ID:6gD IOH2OVeg l Nkl sxoNemzyuULB-rSLzwQ5plQncgoW17ob49MKTtRP3MBmahe3cgAzciCr
r1-4-Q 4-0-0 6-8-0 12-3-12 19-0-0 27-8-0 28-10�O 35-5-0 42-3-8
'1'00 4-6 0 ' 2-HO 5-7-12 6-8-4 8-8-0 2- 6 7-0 6-10-8
Scale = 1:78.0
6.00 12 Sx6
6 27 28 29
5x8 = 2x4 II
7 8
21 ( 20 " 14 13 I 12 11
3x6 — 6x8 = 4x6 I 2x4 II 4xl2 = 3x8 =
4-0-0 , 6-8-0 ., 12-3-12 19-0 0 28-10-0 35-5-0
42-3-8
' 4-0-0 2-8-0 5-7-12 ' 6-8-4 9-10-0 6-7-0
6-10,
Plate Offsets (X,Y)-- (3:0-4-0,0-3-41,[5:0-3-0,0-3-41[6:0-3-0 0-2-71 f7:0-5-0,0-2-01[9:0-3-0 0-3-4],[15:0-4-8 0-2-81[17:0-3-8 0-2-4] [18:0-10-4 0-5-4]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.99
Vert(LL) 0.75 19 >671 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.96
Vert(CT) -1.01 15-16 >499 180
MT20HS 187/143
BCLL 0.0
Rep Stress lhcr YES
WB 0.99
Horz(CT) 0.46 11 n/a n/a
BCDL 10:0
Code FBC2020/TP12014
Matrix -AS
Weight: 284lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2.'Except• BOT CHORD Rigid ceiling directly applied. Except:
4-20,15-16: 2x4 SP No.1, 16-18: 2x6 SP M 26, 8-13: 2x4 SP No.3 7-10-0 oc bracing: 18-20
WEBS 2x4 SP No.3 *Except* 10-0-0 oc bracing: 13-15
3-21,10-11: 2x6 SP No.2, 18-21,3-18,7-16: 2x4 SP No.2 WEBS 1 Row at midpt 4-17,
5-16
REACTIONS. (size) 2=0-8-0, 11=0-3-8
Max Horz 2=366(LC 11)
Max Uplift 2=973(LC 12). 11=867(LC 12)
Max Grav 2=1960(LC 17). 11=1825(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3741/1838, 3-4=-9295/4545, 4-5=-4593/2409, 5=6=2993/1703, 6-7=-2637/1633,
7-8=-2668/1674, 8-9=-274111598, 9-10=2128/1174, 10-11=-1711/1019
BOT CHORD 2-21 =-1 721/3558, 20-21=-197/376, 4-18=-1227/2871, 17-18=4107/8591,
16-17=-2014/4251, 15-16=-1029/2353
WEBS 3-21=-2564/1316, 18-21=-1908/3995, 3-18=-2374/5026, 4-17=-4410/2131,
5-17=459/1259, 5-16=-1782/1013, 6-16=289/930, 7-16=-1751527, 7-15=-309/842,
12-15=-954/1958,9-15=-173/775,9-12=-944/682,10-12=-914/1810
NOTES-
1) Unbalanced live loads have been for this design.
roof considered
�^
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat.
E Iv �� .
SF
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 19-0-0, Exterior(2R)
��' �.�'
19-0-0 to 24-7-14, Interior(1) 24-7-14 to 27-8-0, Exterior(2R) 27-8-0 to 33-3-14, Interior(1) 33-3-14 to 42-0-12 zone;C-C for members
• N o 68 fi$;2
•:"*,
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.
^p ;
5) All plates are MT20 plates unless otherwise indicated.
S OF4C/ Z
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
fit between the bottom BCDL
will chord and any other members, with = 10.Opsf.
8) Bearing 11
at joint(s) considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
� �#01Y N
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 973 lb uplift at joint 2 and 867 lb uplift at
joint 11.
J*iiln.Uele . E.No:68182
10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
MITek'USA,anC,.FLCer<6634.
sheetrock be applied. directly to the bottom chord.
:6904:0-aEast BW. Taifipa FL 33610
Date:
March 9,2021
® WARNING -Verify design parameters and
:READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE. 11SE. ��'
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the. applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITeK•
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSr/TPI1 Qualify Criteria, DSB-89 and BCSI Building Component 6004 Parke East Blvd.
. Safety Information available from Truss Plate Institute, 2670 Crain.Highway, Suite 203 Waldorf, MID20601 _ _ _ .. Tampa; FL-36610
Job
Truss
Truss Type
Qty
LOT 24/2PH3 WATERSTONE
T23137488
2706199 �
D21 �
HIP TRUSS
1
1 JPly
-
r'
Job Reference (optional)
- • •••••�••-• ••-•^ �• -• ----- u <uzu ml I eK--us...... Inc. I ue mar a 1u2J232UZ7 rage r
ID:6gDIOH2OVegl Nkl sxoNemzyuULB-XOpBj?DgbXCGz4R?f8MUmPHHVXFEzxA73k6hUSzchul
T1-4-q 6-3-0 13-7-8 21-11 25-8-0 28-10-0 36-5-0 42-3-8
-4- 6-3-0 7-4-8 4-8-0 3-2-0 6-7-0 6-10-8
O
" 19
3x6 = 46 11
5x6 =
6.00 F12 5x6 =
- 5 25 6
13 12 11
2x4 11 5x8 =
42-3-8
10
3x8
Scale = 1:83.4
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in : (loc) ' I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.64
Vert(LL)
-0.24 14-15 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.80
Vert(CT)
-0.40 14-15 >999 180
BCLL 0.0
Rep Stress Incr
YES
WB . 0.87
Horz(CT)
0.09 10 n/a n/a
BCDL 10.0
Code FBC2020ITP12014
Matrix -AS
Weight: 266 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 .`Except
BOT CHORD
Rigid ceiling directly applied. Except:
3-19,7-12: 2x4 SP No.3
10-0-0 oc bracing: 12-14
WEBS 2x4 SP No.3 `Except*
WEBS
1 Row at midpt 4-15, 6-15
9-10: 2x6 SP No.2
REACTIONS. (lb/size) 2=269/0-8-0 (min. 0-1-8), 19=1600/0-3-0 (min.0-2-4), 10=1338/0-3-8 (min. 0-1-14)
Max Horz 2=407(LC 11)
Max Uplift 2=-330(LC 12), 19=1050(LC 12), to=-736(LC 12)
Max Grav 2=272(LC 23), 19=1932(LC 17). 10=1595(LC 18)
FORCES. (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/32, 2-23=-346/412, 3-23=-337/434, 3-4=2165/1227, 4-24=-1832/1141, 5-24=-1755/1165, 5-25=-1580/1157,
6-25=1580/1157, 6-7=-2239/1469, 7-26=2140/1288, 8-26=-2219/1266, 8-27=-1747/979, 9-27=-1825/966,
9-10=1482/871
BOT CHORD 2-28=81/22, 19-28=-81/22, 18-19=-1904/1.023, 3-18=1787/1065, 17-:18=-150/291, 16-17=-93W2082,
15-16=-936/2082,15-29=-622/1612,29-30=-622/1612,14-30=622/1612,12-14=0/166,7-14=-314/397,12-13=0/0,
11-12=-18/19, 10-11=-81/116
WEBS 3-17=792/1810, 4-17=-77/217, 4-15=-478/377, 5-15=161/571, 6-15=-197/219, 6-14=-534/1007, 11-14=778/1638,
8-14=76/513, 8-1.1=-755/566, 9-11=-728/1523
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=6.Opsf; h=25ft; 8=45ft; L=40ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Intericr(1) 2-8-0 to 21-0-0, Exterior(2E)
21-0-0 to 25-8-0, Exterior(2R) 25-8-0 to 31-3-14, Interior(1) 31-3-14 to 42-0-12 zone; porch left exposed;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) 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 330 lb uplift at joint 2, 1050 lb uplift at
joint 19 and 736 lb uplift at joint 10.
9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
LOAD CASE(S) Standard
,�tti1i1111/1fII
E N Zi-
,��. -V S�
f^ No 6,81-'82
F
Blvd. Tampa,FL 33610
March 9,2021
®WARNING -Verify design parameters and READ NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. S/t 9/2020 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 the applicability of design parameters and. properly incorporate this design into the overall
buildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek*
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSh TP/1 Duality 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- 3fi610- -
Job
Truss
Truss Type
Qty
Ply
LOT 2412PH3 WATERSTONE
T23137489
2706199
E3
JACK -OPEN TRUSS �
3
�1
�.
Job Reference (optional)
Builders FirstSource, Plant City, FL. 33563
8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 10:23:40 2021 Page 1
ID:6gD10H20Veg1NklsxoNemzyuULB-YHLdHpQUbmLsWhEGBC9Ty?UHFNCdSrxdztj4byzchu1
i -1-4-0 3-0-0
1-4-0 3-0-0
Scale = 1:12.9
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.26
Vert(LL) 0.01 4-7 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.13
Vert(CT) -0.01 4-7 >999 180
BCLL 0.0
Rep Stress lncr YES
WB 0.00
HOrz(CT) -0.00 3 n/a n/a
BCDL 10.0
Code FBC2020ITP12014
Matrix -MP
Weight: 12 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0.0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. -
REACTIONS. (lb/size) 3=61/Mechanical, 2=197/0-4-0 (min. 0-1-8), 4=31/Mechanical
Max Horz 2=154(LC 12)
Max Uplift 3=75(1_C 12), 2=-246(LC 12), 4=-46(LC 9)
Max Grav 3=64(LC 17), 2=197(LC 1), 4=50(LC 3)
FORCES. (lb) - Maximum Compression/Maximum Tension
TOP CHORD . 1-2=0/32, 2-3=-85/42
BOT CHORD 2-4=0/0
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 lb uplift at joint 3, 2461b uplift at joint
2 and 46 lb uplift at joint 4.
LOAD CASE(S) Standard
,,,,,Illilllf/j��,
P(U I N
N
SF
R9
��•• "ST -OF
%
Joaquin Velez PE.Nd.68182
MiTek U ,, Jnc:.FL C@rt18634.
6904;Parke:East-Bivd: Tampa FL 3361b
Date•:
March 9,2021
--
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII4473 rev. 5/1 W020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the.applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems,. see ANSYTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safefy/nfonnation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 _ _ __ — Tampa; FL 36610 -
Job
Truss
Truss Type
Qty
Ply
2PH3WATERSTONE
T23137490
Tob
2706199 0
E7
Jack -Open Truss
38
rence(optional)
••-•---•-- �• ••-• •• --••„ --r. • �y, - ���`�, o. u s reu IL GUZ I IVII I eK Inuusrrms, Inc. I ue Mar y uv:U1:37 zuz1 rage i
ID:6gDIOH2OVeglNklsxoNemzypULB-c?q?c9BgQunUo07HbTkyU2fixg9UElAlWu?16izciq
1 4-0 7-0-0
9
N
1
3x6 =
Scale = 1:23.0
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.92
Vert(LL)
0.22
4-7
>376
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.86
Vert(CT)
-0.21
4-7
>389
180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT)
-0.01
3
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -AS
Weight: 24 lb FT _ 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied.
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Horz 2=278(LC 12)
Max Uplift 3=195(LC 12),'2=-217(LC 12)
Max Grav 3=198(LC 17), 2=336(LC 1), 4=121(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=6.Opsf; h=25ft; S=45ft; L=40ft; eave=5ft; Cat.
Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 6-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 lb uplift at joint 3 and 217 lb uplift at
joint 2.
7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
,,r,►11111l/����
PQU 1 N IL6.
i
N:o 51::82:
- r
0164 An
• r -..
S OF
<;0..R1pPG�=�
ON
March 9,2021
WARNING - Verify deal gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1,92020 BEFORE USE.
--
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
��•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
Is
MITeK•
always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/f 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 Type
Oty
Ply
LOT24/2PH3 WATERSTONE.T23137491
T
27Q6199 �
Jack -Open Truss
3
1
Job Reference (optional)
Builders FlrstSource (Plant City, FL), Plant City, FL - 33567. 8.430 s Feb 12 2021 MiTek Industries, Inc. Tue Mar 9 09:01:37 2021 Page 1
ID:6gD IOH2OVeg 1 Nkl sxoNemzyuULBAB ONpVCSBBvL0AiU9BFBOFCO23 WKzUQulXkbeBzciCi
-1-4-0 3-8-4 _ 7-0-0
1-4-0 3-SA 3-3-12
1
3x6
Scale = 1:22.6
Plate Offsets (X,Y)-- [2:0-1-12,0-0-121, [2:0-2-8 Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.97
Vert(LL) 0.29
4-7 >284 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.82
Vert(CT) 0.23
4-7 >354 180
BCLL 0.0
Rep Stress Iricr YES
WB 0.00
Horz(CT) -0.03
3 ri/a n/a
BCDL 10.0
Code FBC2020ITP12014
Matrix -AS
Weight: 27 lb FT = 20%
LUMBER-
BRACING-
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.1
BOT CHORD
Rigid ceiling directly applied.
WEDGE
Left: 2x4 SP No.3
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Harz 2=278(LC 12)
Max Uplift 3=176(LC 12), 2=-209(LC 12), 4=18(LC 12)
Max Grav 3=183(LC 17),2=336(LC 1),4=118(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=6.Opsf; 6=25ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 6-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip'DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
�(11111 iyy.
will fit between the bottom chord and any other members.
5) Refer to for truss to truss connections:
girder(s)
6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
bearing
capacity of surface.
y'
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 176 lb uplift at joint 3, 209 lb uplift at
•:•
joint 2 and 18 lb uplift at joint 4.�,
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
* :,
sheetrock be applied directly to the bottom chord.
•
:9 ST' OF
Blvd.,Tampa FL 3W10
March 9,2021
--
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7479 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 mustverify 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 �''re1�'
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 ANSIITP11 Quality Criteria, DSB-89 and BCS/ 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 24/2PH3 WATERSTONE
T23137492
2706199
FG
Flat Truss
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Tue Mar 9 09:01:40 2021 Page 1
ID:6gD IOH2OVeg 1 Nkl sxoNemzyuU LB-Um3WRXFLT6lvHeQ2gJpueugkcHhEAnILRVzFFTzciCf
i 3-8-0 7-4-0
3-8-6 3-8-0
6.00 F12
3xr
4x6 =
M
v
N
Scale = 1:27.1
Plate Offsets (X,Y)-- [5:0-4-0,0-4-4)
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in
(loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.18
Vert(LL) 0.02
4-5 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.17
Vert(CT) -0.02
4-5 >999 180
BCLL 0.0
Rep Stress Incr NO
WB 0.28
Horz(CT) 0.00
6 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix -MP
Weight: 101 lb FT = 20%
LUMBER-
BRACING- .
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 cc purlins,
BOT CHORD 2x6 SP M 26
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 6=0-8-0, 4=0-8-0
Max Horz 4=72(LC 6)
Max Uplift 6=-1123(LC 8); 4=-977(LC 8)
Max Grav 6=2109(LC 1),4=1925(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1470/763, 2-3=1470/763, 1-6=-1477/793, 3-4=-1477/793
WEBS 2-5=-489/1094, 1-5=719/1482, 3-5=-719/1482
NOTES-
1) 2-ply truss to be connected together with 10d (0.131"xY) nails as follows:
Top chordsconnected as follows: 2x4 - 1 row at 0-9-0 cc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 cc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; 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
5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1123 lb uplift at joint 6 and 977 lb uplift
at joint 4.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1169 lb down and 582 lb up at
3-4-12, and 1169 lb down and 583 lb up at 5-4-12, and 1257lb down and 662 lb up at 1-4-12 on bottom chord. The
design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert: 1-2=-54, 2-3=54, 4-6=-20
Continued on page 2
No .681:.82
� .r
M11
March 9,2021
®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE.
Designvalid 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 verity the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW
always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 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
Truss
Truss Type
Qty
Ply
LOT 24/2PH3 WATERSTONE
T23137492
270G199 r
FG
Flat Truss
1
Job Reference (optional)
CUllaers t-Irsibource trlant Gny, t-L), vent tiny, rL - 53t-bl, - a.43U S reD 1Z ZUZI MI I eK Inaustrles, Inc. I ue Mar y UU:U1:4U ZUZI rage Z
ID:6gDIOH2OVeg1NklsxoNemzyuULB-Um3WRXFLT61vHeQ2gJpueugkcHhEAnILRVzFFTzciCf
LOAD CASE(S) Standard
Concentrated Loads (Ib)
Vert: 5=-1169(B) 7=1175(B) 8=-1169(B)
® WARNING -Verify design parameters and'READ NOTES ON THIS AND INdLUOEU MITEK REFERENCE PAGE MII-7473 rev. 5/1.912020 BEFORE USE. °
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ITek°
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 quality Criteria, DSB-89 and BCSI Building Component 6W4 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 24/2PH3 WATERSTONE
T23137493
2708199
G
Common Truss
3
1
Job Reference (optional)
a
iers FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Tue Mar 9 09:01:44 2021 Page 1
ID:6gDIOH2OVegl Nkl sxoNemzyuULB-NXJOHvlsXLoLIFkg39lgok_KluyB6azwM7xSOEzciCb
-1-4-0 _ 5-9A 11-0-0 16-2-12 22-0-0 23-4-0
1-4-0 5-9-0 - 5-2-12 5-2-12 5-9A 1-4-0
Scale = 1:39.5
06 =
3x4 = 3x4 = . 3X4 =
3x4' — 3x4 =
Io
7-2-12
7-6-9
7-2-12
Plate Offsets (X,Y)-- f2:0-1-4 0-0-21
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL, in
(loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.45
Vert(LL) -0.12
8-10 >969 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.61
Vert(CT) -0.20
B-10 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.33
Horz(CT) 0.04
6 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -AS
Weight: 102 lb FT = 20%
LUMBER- .
BRACI NG-
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied.
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 6=0-8-0
Max Harz 2-254(LC 10)
Max Uplift 2=572(LC 12); 6=-572(LC 12)
Max Grav 2=1015(LC 17). 6=1014(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1578/1062, 3-4=-1479/1072; 4-5=-1479/1072, 5-6=-1578/1062
BOT CHORD 2-10=-775/1554, 8-10=-378/977, 6-8=-800/1364
WEBS 4-8=-380/732, 5-8=-352/445, 4-10=-380/732, 3-10=-352/445
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=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 11-0-0, Exterior(2R)
11-0-0 to 15-0-0, Interior(1) 15-0-0 to 23-4-0 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 572 lb uplift at joint 2 and 572 lb uplift at
joint 6.
7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrack be applied directly to the bottom chord.
4PpEU IN
V��F 7,
N�e%No
t
-S OF
I�' W
Joaquln V61ez PE.N-aA8182
M[rek USA, Inc.. FL G466A.
6904iNike East-Blv_d-tam pa,FL,=10
Dater
March 9,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII4479 rev. 511912020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and. properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate.Institute, 2670 Crain Highway, Suite 203 Waldod,.MD 20601 - Tampa, -FL- 36610 -
Job
Truss
Truss Type
Qty
Ply
LOT 24/2PH3 WATERSTONE
T23137494
2706199
G1
Common Truss
3
1
Job Reference (optional)
I
FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 - 21 MiTek Industries, Inc. Tue Mar 9 09:01:48 2021 Page 1
ID:6gD16H2OVegl Nkl sxoNemzyuULB-FIYX7GLMbalnEs2blymza90FVJ2NwWHlvgX7zciCX
1 4 0 5-9-4 11-0-0 16-2-12 21-8-0
1-4-0 5-94 5-2-12 5-2-12 - 5-54
Scale = 1:38.5
4x6 =
3x4 =
3x4 = 3x4 = 3x4 =
3x6 =
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
SPACING-
2-0-0
Plate Grip DOL
1.25
Lumber DOL
1.25
Rep Stress Incr
YES
Code FBC2020/TPI2014
REACTIONS. (size) 6=0-4-0, 2=0-8-0
Max Horz 6=244(LC 11)
Max Uplift 6=-447(LC 12), 2=-570(LC 12)
Max Grav 6=930(LC 18), 2=1005(LC 17)
CSI.
DEFL. in
(loc) I/deft Lid
PLATES GRIP
TC 0.45
Vert(LL) -0.13
7-9 >999 240
MT20 244/190
BC 0.63
Vert(CT) -0.22
7-9 >999 180
WB 0.33
Horz(CT) -0.04
2 n/a n/a
Matrix -AS
Weight: 100 lb FT = 20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1562/1068; 3-4=-1462/1077, 4-5=-1409/1059, 5-6=-1518/1049
BOT CHORD 2-9=-803/1349, 7-9=378/957, 6-7=-752/1477
WEBS 4-7=-345/664, 5-7=-312/427, 4-9=384/742, 3-9=-350/447
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=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Ezp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 11-0-0, Exterior(2R)
11-0-0 to 15-0-0, Interior(1) 15-0-0 to 21-8-0 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 447 lb uplift at joint 6 and 570 lb uplift at
joint 2.
7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chard and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
'Blvd.,tgrf FL31.3610
March 9,2021
OF
A11VARNING-Verifydesign pararreters end READ NOTES ON THIS AND INCLUDEDMITEKREFERENCE PAGE MII-7473rev. 5/192020 BEFOREUSE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 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
Truss
Truss Type
Qty
Ply
LOT 24/2PH3 WATERSTONE.
T23137495
2706199 f
G7
Hip Truss
1
1
Job Reference (optional)
•�,� , , �•"""�= t, ,��„ „r, , `-/1 ,ai.. Y, �� - oowr, 8.9JU 5 reD -IL ZULI IVII I etc tnausines, Inc. I ue mar u ua:ul:bU 2U21 Page 1
ID:6gDIOH2OVeglNklsxoNemzyuULB-BhglYyMc7BYVTABzQP_E2?EHyJxbWlmpk3OnbuzciCV
-1-4-0 7-0-0 _ 11-0-0 15-0-0 22-0-0 23-4-0
1-4-0 - - 7-0-0 - 4-0-0 - 4-0-0 - 7-0-0 1-4-0
Scale = 1:40.2
4x6 =
3
3x4 = 4x6 —
17 4 18 5
3x6 = I 3x4 = 4x6 = 3x4 = I - 3x6 =
/-u-u
7-0-0
15-0-0
8-0-0
22-0-0
7-0-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft L/d
PLATES GRIP
TCLL 20:O
Plate Grip DOL 1.25
TC 0.83
Vert(LL) 0.18
8-16 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.87
Vert(CT) -0.37
8-10 >706 180
BCLL 0.0
Rep Stress Incr NO
WB 0.31
Horz(CT) 0.08
6 n/a n/a
BCDL 10.0
Code FBC2020/TP12014.
Matrix -MS
Weight: 97lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.1 'Except'
TOP CHORD
Structural wood sheathing directly applied or 2-8-1 oc purlins.
3-5: 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 4-9-9 oc bracing.
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 6=0-8-0
Max Horz 2=-172(LC 6)
Max Uplift 2=-1034(LC 8); 6=-1054(LC 8)
Max Grav 2=1 575(LC:l ), 6=1575(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2882/1721, 3-4=-2535/1634, 4-5=-2535/1671, 5-6=-2882/1764
BOT CHORD 2-1 0=-1 343/2505, 8-1 0=-1 600/2750, 6-8=-1381/2504
WEBS 3-10=-278/797, 4-10=-292/457, 4-8=-292/358, 5-8=-239/820
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=6.Opsf; h=25ft; 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
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.
111111/
'lu
4) Provide adequate drainage to prevent water ponding.
has
/I��
'00
5) This truss been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) `This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7). Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1034 lb uplift at joint land 1054 ib uplift
N,o
at joint 6.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and'216 lb up at
.6;8182.
*':• •:°*•
7-0-0, 87 lb down and 164 lb up at 9-0-12, 87 lb down and 164 lb up at 11-0-0, and 87 lb down and 164 lb up at 12-11-4, and 189
=
lb down and 369 lb up at 15-0-0 on top chord, and 326Ib down and 142 lb up at 7-0-0, 65 lb down at 9-0-1Z 65 lb down at 11-0-0,
�'O •' .
�•
and 65:lb down at 12-11-4; and 326 lb down and 142 lb up at 14-11-4 on bottom chord. The design/selection of such connection
S OF ((f
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).
�j,� �� ����
Q
LOAD CASE(S) Standard
•Q`
y
I�, SS •,
NIA
1) DeadfLive (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads
Vert: 1-3=-54, 3-5=-54, 5-7=-54, 11-14=-20
JoaquInYeIez RE.No:68182_
Concentrated Loads (lb)
Ml ekUSA„IntA Ceit 6634.
Vert: 3=-189(B) 5=-189(B) 10=-310(B) 4=-87(B) 8=-310(8) 17=-87(B) 18=87(B) 19=-40(B) 20=-40(B) 21=-40(B)
69�4 Parke,East Blvtl Taii)pa FL 33610
Date:
March 9,2021
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters andproperly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITeK•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUrP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Sat .W information available from Truss Plate Institute,.2670. Crain Highway, Suite 203 Waldorf, MD 20601-- - - - - 7 - Tampa, FL-36610
Job
Truss
Truss Type
Qty
Ply
T23137496
2706199
G9
Hip Truss
1
1
�IOT24121`113WATERSTONE
Job Reference (optional)
Builders FirslSource (Plant City, FL), ' Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Tue Mar 9 09:01:52 2021 Page 1
ID :6gD IOH2OVegl Nkl sxoNemzyuU LB-84o2ze0tecogU LMXgOi7QJiu6em_ER6CNttgnzciCT
-1-4-0 , 6-3-6 9.0-0 13-0-0 15-8-10 22-0-0 23-4-0
' 1-4-0 ' 6-3-0 ' 2-8-10 4-0-0 2-8-10 6-3-6 1-4-0
4x6 =
9-0-0
2021
4x6 =
Scale = 1:40.2
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.48
Vert(LL)
-0.22 11-14
>999
240
MT20 .244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.76
Vert(CT)
-0.41 11-14
>652
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.17
Horz(CT)
0.04 7
n/a
n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix -AS,
Weight: 98 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 BOT CHORD
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 7=0-8-0
Max Horz 2=213(LC 11)
Max Uplift 2=572(LC 12), 7=-572(LC 12)
Max Grav 2=1034(LC.17), 7=1034(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1513/986, 34=1301/876, 4-5=-1131/815, 5-6=-1301/876, 6-7=-1513/986
BOT CHORD 2-11=-707/1470, 9-11=-453/1201, 7-9=-733/1311
WEBS 3-11=-415/418, 4-11=-222/521, 5-9=-222/521, 6-9=-416/418
Structural wood sheathing directly applied.
Rigid ceiling directly applied.
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=6.Opsf; h=25ft; B=45ft; L=40ff; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 9-0-0, Exterior(2E) 9-0-0
to 13-0-0, Exterior(2R) 13-0-0 to 18-7-14, Interior(1) 18-7-14 to 23-4-0 zone;C-C for members and farces & 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 nonconcurreht with any other live loads.
6) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 572 lb uplift at joint 2 and 572 lb uplift at
joint 7.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
W
i
N;o fi 81:;8.2:
' y
9 %% 8 . OF
46a uln.VelezPE No.68182
MITek USA;,IncJLCert WN.
M04:NA6;EastBlvd Tampa,FL33610
Date::
March 9,2021
®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII4473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters andproperly incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 quality Criteria, DSB-89 and BCSi Building Component 6904 Parke Fast 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 24/2PH3 WATERSTONE
2706199
M
COMMON TRUSS
1
1
T23137497
Job Reference (optional)
i
pant City, FL. 33563 8.430 s Nov 30 2020 MTek Industries, Inc. Tue Mar 9 10:24:16 2021 Page 1
ID:6gDIOH2OVeglNklsxoNemzyuULB-UDWEg6s37gtlgD_BFmpvPb_LFuLLu4bwFTR_rtzchtT
-1-4-0 5-0-0 10-0-0 ' 11-4-0
1-4-0 5-0-0 5-0-0 1-4-0
4x6 =
3
3x4 = 3x6 11
10-0-0
Scale = 1:23.1
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/dell L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.63
Vert(LL) 0.13
B-14 465 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.75
Vert(CT) 0.10
8-14 >956 180
BCLL 0.0
Rep Stress Incr YES
WE 0.21
Horz(CT) -0.00
2 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -AS
Weight: 41 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied.
WEBS, 2x4 SP No.3
REACTIONS. (Ib/size) 2=341/0-3-8 (min. 0-1-8), 7=54310-4-0 (min. 0-1-8)
Max Horz 7=-130(LC 10)
Max Uplift 2=-424(LC 12), 7=-571(LC 12)
Max Grav 2=342(LC 21), 7=543(LC 1)
FORCES. (lb)- Maximum Compression/Maximum Tension
TOP CHORD 3-15=2031408, 4-15=-222/398, 4-16=-144/135, 5-16=151/131, 5-6=0/32, 1-2=0/32, 2-17=-218/338, 17-18=177/345,
3-18=175/353
BOT CHORD 2-19=86/157, 19-20=-86/157, B-20=-86/157, 8-21=-86/157, 7-21=-86/157, 7-22=1291157, 5-22=129/157
WEBS 3-8=-101/1 17,4-7=310/700
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=6:Opsf; h=25ft; 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 2-8-0, Interior(1) 2-8-0 to 5-0-0, Exterior(2R) 5-0-0
to 9-0-0, Interior(1) 9-0-0 to 11-4-0 zone; cantilever left and right exposed ; porch left and right exposed;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) 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 chard and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 424 lb uplift at joint 2 and 571 lb uplift at
joint 7.
7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
LOAD CASE(S) Standard
oa U I N V F<F
GE
Nq
'D ..
ST•. , 'OF
O <ci
O N A ; ``,
;113Ivd.1ampa FL 33610
March 9,2021
® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1M020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not ��•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall AiTek•
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 ivi
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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
City
Ply
LOT 24/2PH3 WATERSTONE.
T23137498
2706199 r
M3
HIP TRUSS
1
1
Job Reference o tional
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Tue Mar 9 09:01:54 2021 Page 1
1 D:6gD IOH2OVeg 1 Nk1 sxoNemzyuU LB-4SwoNJ P7AQ2wynVIfF3ACrPOTwLvS9gOfhM_kfzciCR
1 4 0 3-0-0 7-0-0 10-0-0 11-4-0
1-4-0 3-0-0 4-0-0 3-0-0 1-4-0
4x6 =
4 4x6
3>6 II
Scale = 1:23.5
3-0-0
7-0-0
10-0-0
' 3
4-0-0
1-81 1-4-0
LOADING (psf)
SPACING- 2-0-b
CSI.
DEFL.
in (loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.60
Vert(LL)
0.16 10 >630 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.65
Vert(CT)
0.13 10 >778 180
BCLL 0.0
Rep Stress Incr NO
WB 0.13
Horz(CT)
0.00 2 n/a n/a
BCDL 10.0
Code FBC2020ITP12014
Matrix -MS
Weight: 40lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 9-2-1 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-4-0, 8=0-4-0
Max Horz 8=90(LC 6)
Max Uplift 2=-503(LC 8), 8=644(LC 8)
Max Grav 2=438(LC 1:7), 8=610(LC 1)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 4-5=-451/491, 5-6=-347/355, 3-4=370/419, 2-3=-439/451
BOT CHORD 2-10=-337/372, 9-10=-337/370, 8-9=-331/363, 6-8=-325/363
WEBS 5-8=-377/421
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=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 503 lb uplift at joint 2 and 644 lb uplift at
joint 8.
8) Girder carries hip end with 3-0-0 end setback.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 lb down and 55 lb up at
7-0-0, and 79 lb down and 55 lb up at 3-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of
others.
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
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 4-7=-54, 3-4=63(17=9), 1-3=-54, 11-14=23(1`=-3)
Concentrated Loads (lb)
Vert: 4=-41(F) 3=-41(F)
PQu N
Nio , 681,82:
*.''• *`
March 9,2021
A WARNING -Verify design parameters and READ NOTES ON THIS
.AND INCLUDED MI7EK REFERENCE PAGE MII-747J rev. 511,92020 BEFORE 11SE.
Design valid for use only with MiTekS 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 MITe'C•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain. Highway, Suite 203 Waldod, MD 20601 - - Tampa, FL 36610 -
Job
Truss Type
Qty
Ply
LOT 24/2PH3 WATERSTONE.
TPB
T23137499
2706199( r a
Piggyback Truss
5
1
Jab Refererice (optional)
k ...' a.ny, y, 11 - 0000r, d.43U s t-eD 1Z 2U21 MI I eK Incluslfles, Inc. I ue Mar 9 U9:01:55 2021 Page 1
ID:6gDIOH2OVegl Nkl sxoNemzyuULB-YeTBbfQlxjBnax4xDyaPl2xJFKgzBdtYuL5YH5zciCQ
2-4-0
2x4 =
3x4 = Scale = 1:9.0
2x4 =
ao
4-B-0
4-8-0
Plate Offsets (X,Y)-- [3:0-2-0 Edge)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.09
Vert(LL)
n/a We 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.09
Vert(CT)
We n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT)
0.00 5 We We
BCDL 10.0
Code FBC2020/TP12014
Matrix-P
Weight: 12lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-8-0 oc purlihs.
BOT CHORD 2x4 SP No.2 -
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 4-6-0.
(lb)- Max Harz 1=41(LC 11)
Max Uplift All uplift 100 lb or less at joint(s) 1, 2, 4
Max Grav All reactions 250 lb or less at joint(s) 1, 5, 2, 4
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph. (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft.- B=45ft; L=40ft; eave=5ft; Cat.
II; Exp 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=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) Gable requires continuous bottom chord bearing.
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 ,,{� i 1111 I
will fit between the bottom chord and any other members. ,��� U N P'
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift.at joint(s) 1, 2, 4. ,�� OQ.Q, V��I�
8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building `�� , •� G E IV
designer. y . �` �.
No '681:82.
r r
7: ST .OF
Blvd: Tampa FL 33610
March 9,2021
--
® WARNING -Verify design persmetere and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7478 rev. 5/192020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer.must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ITek�
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems,. see ANSI/TPI1 Quality Criteria, DSB-89 and 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
Qty
Ply
LOT 24/2PH3 WATERSTONE
T23137500
27061991 r +
PB1
Piggyback Truss
2
1
Job Reference o tional
i, a, , , y, ", o „ y, 11 , .
2-0-0
3
2x4
8.43U S reo 1Z ZUzi mI I eK Inaustfles, Inc. I ue mar u uu:Ul:bb 2u21 Page 1
ID:6gDIOH2OVegl Nk1 sxoNemzyuULB-Or1Zo?RNil JeB5f7mg5elGUUAkACw47h7?r5pYzciCP
2-8-0 4-8-0
0-8-0 ' 2-0-0
4x6 II
4-8-0
4-8-0
2x4 =
Scale = 1:9.1
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) "I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.07
Vert(LL)
file n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.09
Vert(CT)
n/a n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT)
0.00 5 n/a We
BCDL 10.0
Code FBC2020/TPI2014
Matrix-P
Weight: 11 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-8-0 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 4-8-0.
(lb)- Max Horz 1=37(LC11)
Max Uplift All uplift 100 lb or less at joint(§) 1, 2, 4
Max Grav All reactions 250 lb or less at joint(s) 1, 5, 2, 4
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Ekp 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=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) Gable requires continuous bottom chord bearing.
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. ,,'111111 f
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 1, 2, 4. ���,V N V����� j
8) See Standard Industry Piggyback Truss Connection Detail for Connection to.base truss as applicable, or consult qualified building �� P.4 F(,L� 4*
designer. ��,
No
:STA OF U �:
Blvd: Tampa FL 33610
March 9,2021
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 6119/2020 BEFORE USE.
Design valid for use any with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TP11 Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
—Safety information available from Truss.Plale Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 _ _ -
Tampa; -FL 36610 -
Job
Truss Type
Qty
Ply
LOT 24/2PH3 WATERSTONE
rR3
T23137501
27081994 •
JACK -OPEN TRUSS
2
1
Job Reference o tional
ouuaers resiocurce trlant L ny, t-L1, viant L:ny, FL - JJbb/, 8.430 s Feb 12 2021 MiTek Industries, Inc. Tue Mar 9 09:01:57 2021 Page 1
ID:6gD IOH2OVegl Nkl sxoNemzyuU LB-U 1 bxOLS7TLRVpFEKKNctgT1 ZN7 WpfXMrLfaeL_zciCO
-1-10-10 4-2-3
1-10-10 4-2-3
Scale = 1:12.6
1.5x8 STP =
4-2-3
423
Plate Offsets (X,Y)-- [2:0-2-4,0-0-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc) I/deft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.43
Vert(LL)
0.03
2-4 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.13
Vert(CT)
-0.02
2-4 >999 1ti0
BCLL 0.0
Rep Stress Incr NO
WB 0.00
HOfz(CT)
-0.00
3 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix-P
Weight: 16lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-2-3 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Harz 2=151(LC 8)
Max Uplift 3=-97(LC 5), 2=-335(LC 8), 4=-48(LC 4)
Max Grav 3=106(LC 1), 2=244(LC 1). 4=117(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=6.Opsf; h=25ft; B=45ft; L=40ft; eave=2ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSIfrPI 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) Gable studs spaced at 2-0-0 oc.
5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Refer to for truss to truss connections.
girder(s)
• •:' F� ���:
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb)
��� ,� G E N
2=335.
9). "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per N D S guidIines.
10) Hanger(s)
' No 16.81,82:
or other connection device(s) shall be provided sufficient to supportconcentrated load(s) 53 lb down and 49 lb up at
_ .
4-1-7 on top chord, and 55 lb down at 4-1-7 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 of the truss are noted as front (F) or back (B).
,
Sr; OF
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
N
Uniform Loads (plf)
Vert: 1-3=-54, 2-4=20
-0 R'
��' s/ • f.s:..• f
le"
`
Concentrated Loads (lb)
•�IjONA'
Vert: 3=-53(F) 4=-28(F) 5=49(F=25, B=25) 6=23(F=12, B=12)
,Joaq tI6.Velez PE.Nd.68182
M[TekDSA,,.InC:.FL &rt 61334
.6904;Pa{4:East Blvd. Tampa.FL 33610
Date'
March 9,2021
A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7478 rev. 5/192020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design !abased 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 indicatedis to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M IT�'i k•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS//7P11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
. Set ety Intotmation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf,MD 20601 _ - Tampa; FL 36610
Job
Truss
Truss Type
Qty
Ply
LOT 24/2PH3 WATERSTONE
T23137502
270S1994 r �
R7
JACK -OPEN TRUSS
4
1
Job Reference (optional)
I
irstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Tue Mar 9 09:01:59 2021 Page 1
ID:6g01OH2OVegl Nkl sxoNemzyuULB-RQjhR1TG?yhD2YNiSoeLvu6mUx4c7F78pz31QtzciCM
-1-10-10 3-0-0 9-10-1
1-10-10 3-0-0 6-10-1
Scale = 1:23.2
4M NAILED NAILED NAILED _
LOADING (psf)
SPACING- 2-0.0
CSI.
TCLL 20.0
Plate Grip DOL 1.25
TC 0.97
TCDL 7.0
Lumber DOL 1.25
BC 0.55
BCLL 0.0
Rep Stress Incr NO
WB 0.82
BCDL 10.0
Code FBC2020ITP12014
Matrix -MIS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 31
WEBS 2x4 SP No.3
REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical
Max Horz 2=277(LC 8)
Max Uplift 4=222(1_C 8), 2=-269(LC 8), 5=34(LC 9)
Max Grav 4=195(LC 1), 2=443(LC 1), 5=304(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-866/509
BOT CHORD 2-5=-588/859
WEBS 3-5=-871/596
DEFL. in (loc) I/defl L/d PLATES GRIP
Vert(LL) -0.26 5-8 >448 240 MT20 .244/190
Vert(CT) -0.51 5-8 >231 180
Horz(CT) 0.01 5 n/a n/a
Weight: 43 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-0-2 oc purlins.
BOT CHORD Rigid ceiling directly applied or 9-8-1 oc bracing.'
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft'; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component..
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except at=lb)
4=222, 2=269.
7) "NAILED" indicates 3-10d (0.148"x3") or2-12d (0.148"x3.25") toe -nails per NDS guidlines.
8) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert: 1-4=-54, 5-6=-20
Concentrated Loads (lb)
Vert: 9=49(F=25, B=25) 10=32(F=16, B=16) 11=-103(F=-51, B=51) 12=23(F=12, B=12) 13=-10(F=-5, B=5) 14=-50(F=-25,
B=-25)
IN Vlop
FW
i
,� N,o ;fi81;82
'O:.
ST rZ. OF
:BIA Tampa FI35610
March 9,2021
--
A WARNING -Verify design parameters and READ NOTES ON THIS.AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1.92020 BEFORE USE.
Designvalid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems,. see ANSI/TPIt Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway,Suite 203 Waldorf, MD 20601 _ - - Tampa; FL 36610 - - -
Jab
Truss
Truss Type
Qty
Ply
LOT 24/2PH8 WATERSTONE
T23137503
2708199v. " •
VR7
JACK -OPEN TRUSS
1
1
Job Reference (optional)
I
1
b.g3U 5 FeD 12 ZUZ1 mi I eK In0Uslrles, Inc. I ue Mar 9 U9:U2:UU 2U21 Page 1
ID:6gD IOH2OVegl Nkl sxoNemzyuOLB-vcH4eNUumFp4giyu7WAaS6fO8LQFsm_H2dpJyJzciCL
- -110-10 5-0-0 9-10-1
1-10-10 5-0-0 4-10.1
3x4
Scale = 1:22.9
N
N
�J
M
d
LOADING (psf)
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 Iricr NO
Code FBC2020/TP12014
CSI.
TC 0.65
BC 0.53
WB 0.52
Matrix -MS
DEFL, in
Vert(LL) 0.09
Vert(CT) -0.13
Horz(CT) 0.02
([cc) I/defl L/d
6-7 >999 240
6-7 >922 180
6 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 42 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-2-10 cc puffins.
BOT CHORD 2x4 SP No.1
BOT CHORD
Rigid ceiling directly applied or 6-0-0 cc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 4=Mechanical, 2=0-10-3, 6--Mechanical
Max Horz 2=277(LC 8)
Max Uplift 4=-170(LC 8), 2=-264(LC 8), 6=-99(LC 9)
Max Grav 4=159(LC 1), 2=443(LC 1), 6=298(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1166/547
BOT CHORD 2-7=-619/1097, 6-7=626/1117
WEBS 3-7=0/255, 3-6=-1081/600
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45f; L=40tt; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer:responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) This truss has been designed for a 10.0 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 by2-D-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) 6 except at=lb)
4=170, 2=264.
8) "NAILED" indicates 3-10d (0.148"xX) or 2-12d (0.148"x3.25') toe -nails per NDS guidlines.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-54, 5-8=20
Concentrated Loads (lb)
Vert: 11=49(F=25,:B=25) 12=32(F=16, B=16) 13=-106(F=-53, B=-53) 14=23(F=12, B=12) 15=10(1`=-5, B=-5) 16=52(1`=-26,
B=-26)
.111;1/ j
`i
No �681::82 •�
BI4d. Tarnpa FL.33610
March 9,2021
--
A WARNING - Verilydeslgn parameters end READ NOTES ON THIS AND INCLl10ED MITEKREFERENCEPAGE Mil-7473 rev. 5I192020 BEFORE USE.
Design valid for use only with MiTek® connectors: This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITeK•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss. Plate Institute, 2670 Crain. Highway. Sufte 203 Waldorf, MD 20601 - - - - - Tampa, FL 36610 - -
Symbols
PLATE LOCATION AND ORIENTATION
3j4' Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
0 -y, d,
I k -
For 4 x 2 orientation, locate
plates 0- 'lid' from outside
edge of truss.
O
2
O
EL
O
I-
Numbering System
6-4-8 dimensions shown in ft-in-sixteenths
(Drawings not to scale)
1 2
3
BOTTOM CHORDS
8 7 6 5
A General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additionalstability bracing for truss system, e.g.
diagonal orX-bracing, is always required. See BCSI.
-2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
0
W 3. Never exceed the design loading shown and never
O stack materials on inadequately braced trusses.
Z
U 4. Provide copies of this truss design to the building
pdesigner, erection supervisor, property owner and
H all other interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI/TPI 1.
required direction of slots In AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 7, Design assumes trusses will be suitably protected from
connector plates. THE LEFT. the environment in accord with ANSI/TPI 1.
Plate location details available in MiTek 20120
software or upon request.
PLATE SIZE
The first dimension is the plate
4 x 4 width measured perpendicular
to slots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T or I bracing
if indicated.
BEARING
Indicates location where bearings
(supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Min size shown is for crushing only.
Industry Standards:
ANSI/TPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-1311, ESR-1352, ESR1988
ER-3907, ESR-2362, ESR-1397, ESR-3282
Trusses are designed for wind loads .in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/TPI 1
section 6.3 These truss designs rely on lumber values
established by others.
© 2012 MiTek@) All Rights Reserved
0
MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
camber for dead load deflection.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified:
13. Top chords must be sheathed or puriins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others.
16. Do not cut or alter truss member or plate without prior
approval of an engineer.
17. Install and load vertically unless indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
19. Review all portions of this design (front, back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture in accordance with
ANSUTPI 1 Quality Criteria.
21.The design does not take into account any dynamic
or other loads other than those expressly stated.