HomeMy WebLinkAboutTRUSS PAPERWORKLumber desi6n valu�s are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumb6ir values established by-6thers.
SCANN9D
MiTek - BY I File Copy
RE: 1755723 - LT 10/2 WATERSTONE-ST LUC] Rt Lucia GA—V I -
MiTek USA, Inc.
Site Information: 6904 Parke East Blvd.
Tampa, Fl- 33610-4115
Customer Info: ADAMS HOMES Project Name: 1755723 Model: 2265B
Lot/Block: 10/2/34 Subdivision: WATERSTONE-ST LUCIE COUNTY
Address: 8508,WATERSTONE,.
City: FORT PIERCE State: FLORIDA
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License
Address:
City: State:
General Truss Engineering Criteria & Design Loads (individual Truss'Design Drawings Show Special
Loading Conditions):
Design Code: FBC2017/TP12014 Design Program: MiTel� 20/20 8.2
Wind Code: ASCE 7-10 Wind Speed: 160 mph':
Roof Load: 37.0 psf Floor Load: N/A psf
This package includes 38 individual, Truss Design Drawings and 0 Additional Drawings.
With my sea] affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No
I Seal#
I Truss Name
I Date ]
No.
I Seal#
I Truss Name
I Date
1
IT168705821A
14/24/19
118
1 T1 6870599
1 C5V
14/24/19�
12
IT16870583JAl
�2
44/24//1129
1?
P870600
1 D7
14/24/19
T11 68706011
D9
14/24/19
43
Tl::70584IA3
705851A5
4/24/19
21
IT16870602
I D1 1
14/24/19 1
15
T168705861B7
/
41:
?2?3
6870603
1 D 13
14/24/19
6
IT16870587IB9
14%
/ 24/
T! 68706041
D 15
24
7
IT168
14/24/19
124
1 T1 6870605
11317
144-/-24/11:
8
IT16
14/24/19
125
1 T168706061
D19
14/24/19
9
IT16870590IB15
6
�2
706071
D21
14/24/19
10
IT16870591IB17
_2
24//!
�TI:B
870608
1 E7
14/24/19 J
Ill
IT16870592IB19
14/24/19
128
1 T1 68706091
E7V
J 4/24/19 J
12
IT16870593IB21
14/24/19
129
1 T1 68706101
FG
14/24/19
13
IT16870594IC1
4/24/19
130
1 T1 68706111
G
14/24/19 1
14
1 T1 6870595
1 C IV
124 2
1
1 68706121
G1
14/24/19 1
15
1 T1 6870596
1 C3
14L241/1'9
T1 68706131
GX
14/24/19 1
T
I C3V
4/24/19
133
I T1 68706141
M
14/24/19 1
�6
Tl::70597
70598
1 C5
14/24/19
134
1 T1 68706151
MX
14/24/19 1
The truss drawing(s) referenced above have been prepared by
UIN
MiTek USA, Inc. tinder my direct supervision based on the parameters
%
.....
provided by Builders FirstSource (Plant City, FL).
...
N
Truss Design Engineer's Name: Velez, Joaquin
68182
My license renewal date for the state of Florida is February 28, 2021.
IMPORTANT NOTE: The seal on these truss component designs is a certification
cc -
STATE 'OF Iu Z
that the engineer named is licensed in the jurisdi6tion(s) identified and that the
designs comply With ANSI/TPI 1. These designs are based upon
0
Al 1?,.. 4u
parameters
shown (e.g., loads, supports, dimensions, shapes and design codes), which were
1
0 R ID
given to MiTek. Any project specific information included is for MiTek's customers
file
%
/ONA�-s
reference purpose only, and was not taken into account in the preparation of
"'III I 11110�%%%
these designs. MiTek has not independently verified the applicability of the design
I
parameters or the designs for any particular building. Before use, the building designer
J*quln [a FE No.68182
should verify applicability of design parameters and property incorporate these designs
MITek U Inc. Fl- Cert 6,634
into the overall building design per ANSl/TPl 1, Chapter 2.
69 P East Blvd. Tampa R. 33610
D
Ap'nl 24,2019
Velez, Joaquin .1 of 2
RE: 1755723 - LT 10/2 WATERSTONE-ST LUC]
Site Information: I
Custo ' mer Info: ADAMS HOM ES Project Name: 1755723 -Model: 2265B
Lot/Block: 10/2/34 Subdivision: WATERSTONE-ST LUCIE COUNTY
Address: 8508WATERSTONE,.
City: FORT PIERCE State: FLORIDA
lNo.
ISeal#
ITruss Name
I Date
135
1 T1 6870616
1 PB
14/24/191
136
1 TI 6870617
1 P131
14/24119 1
[I
]T1 @6
R7
14/24/19
N
:7�0
0:1
� 1:
� VR7
14/24/19
2 of 2
Job
Truss
Type t
5�
Oty
Ply
LT 1W WATE�RSTONE:ST LUCI
LT '0'2
T16870582
1755723
]�PIGSG
ACKBASET�RUSS�
�Jla
�RfWmnco
a. t.T.1
(optional)
Dullaers rmalcaurce, riam �11y. rL - JJZal,
I.Sk8 STIR
2
KT1-`IlEa
6.aa F1_2
46
5 2E
5sB
4
2x4 " e�
3 ,
18
6xB
5xS =
U.ZZU S NOV I b ZUI U au i eK
ID;6qDIOH2OVegl NklsxoNemzyuULB-Atil
2S--' _'_ 2
4-820 151-9-112
SX6
5X6
6 7
SX6
8
28 29 16 is 00 14 1331
US M 3,06
3x4 =
',--no
Inc. wen Aor z4 JU:3d:U4 ZU1V
Scale= 1:81.6
2X4
9 1.5xB STP
> 27
10
32 12
3X4 3.6
Plate Offsets (XY)-
(2:0-6-0,0-0-6T,14:0-3-0.0-3-01,[6:0-3-0,0-2-0],[7:0-3-0,0-2-0],[8:0-3-0,0-3-0I
LOADING (pso
SPACING- 2-"
CS1.
DEFL.
in (loc)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.66
Vert(LL)
0.37 18-21
>281
240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.81
Vert(CT)
0.28 18-21
>378
180
BCLL 0.0
Rep Stress Incr YES
W13 0.62
Horz(CT)
0.07 10
rda
n1a
BCDL 10.0
Code FBC2017ITP12014
Matrix-MSH
Weight: 237 He FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP No.2 *Except*
4-18: Px4 SP No.3
WEBS 2x4 SP No.3 BOTCHORD
WEBS
REACTIONS. (lb/size) 2=390/0-8-0, 18=1585/0-3-0, 10=132510-7-8
Max Hons 2=-421 (LC 8)
Max Uplift 2=-460(LC 10), 18=-829(LC 10), 1 0=-682(LC 10)
MuGrav 2=394(LC 19),18--1738(LC 15), 10=1427(LC 16)
FORCES. (Ij - Max� CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-360/48S,3-4=-278/422, 4-5=-233472.5-6-11469/11222, 6-7=-1377/1172,
7-8=-1 574/1202, 8-9=-2330/1438. 9-1 0=-256511539
BOTCHORD 2-18=-378/229,17-18---15921664, 4-17=-313/240,16-17=-64211332, 14-16=-480/1269,
12-14=-907/1751, 10-12=-1 17612232
WEBS 3-1 8=-276/385, 5-17=-1 7731742, 5-16=0/258, 6-14=-7a/396, 7-14=-2031428,
B-14=-723/537, B-12=-891487,9-12=-3451295
Stmeturial wood sheathing directlyapplied or3-6-12 ad pudins,
except
2-0-0 oc pudins (4-11-5 max.): 6-7.
Rigid ceiling directly applied or 4-4-4 do bracing.
I Row at midpt 5-17.6-16, B-14
NOTES-
1) Unbalanced mof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Spsf; h=15ft; B=45ft; L=40ft; eave=5tt; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interhor(l) 2-8-0 to 15-4-2, Extefloq2) 15-4-2 to
31-6-8, Interior(l) 31 -6-8 to 40-0-0, Exlenjor(2) 40-0-0 to 44-M zone; porch left exposed;C-C for members and forces & MWTRS for
reactions shown; Lumber DOL--11.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psi bottom chard live load nonconcument with any other live loads.
5) * This Inuss has been designed for a live load of 20.Opsf on the bottom chard in all areas where*a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 1 0.0psf.
6) Bearings are assumed to be: , Joint 18 SYP No.2 crushing capacity of 565 psi, Joint 10 SYP No.2 crushing capacity of 565 psi.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 460 It, uplift at joint 2, 829 lb uplift at
joint 18 and 682 lb uplift at joint 10.
8) Graphical puffin representation does not depict the size or the orientation of the purfin along the top andlor bottom chord.
Joaquin Velez PE NO.68182
MiTak USA, Inc. Fl. Carl 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
April 24,2019
WARNNO - VadlYdealse pahaefoes.rdRE40 NOTES ON THISMOINCLUDED AVTEKR6FERo&NCEPAGEAfX7M hav, 14,11cV2015 BEFORE USE
Design valid for use only with Mae& connectors. This design Is based only upon parameters slro� and a for an bruilv1duol building comicionent not
IN
a huss system, Before use. the buidng designer must verilythe applicability of design parameters and properly Incorporate this design Into the overall
buildingdesign. Bracing Indicated Is to prevent buckling of Individual trusswet> and/or chord members only. Additional temporary and bracing
MiTek
permanent
Is always required for statolity, and to prevent collapse with possible personal Injury end properly damage. For general guidance regarding the
fabrication. storage. delivery, erection and bracing of busses and twss systems, seeANSVWII QuaT Ciffoda, DSI-89 and BCSI Building Component
lalloble from Truss Plate institute. 218 N. We Street Suite 31Z AO.Ondria. VA 22T14
6904 Parke East Blvd.
T.hip., FL 33610
ob
Truss
Truss Type
Cry
Ply
LT 10/2 WATERSTONE-ST LUC]
T16870583
1755723
At
PIGGYBACK BASE TRUSS
1
1
Job Reference (optional)
bulders hnn�ourwl Fiant uny, M - Mbbf,
O.ZZU S NOVI b ZU18 MI IeK
me. Wea Apr z4 uu:3a:uO �un v rage I
Ye_2qp9MLTZgcMmR3zxBl aAkzNYEm
Scale = 1:81.6
5x6
ft6
- 6 00 5_2
I '
-u 106
6
06 7
5x6
25
7
4
6x12 MT20HS
2.4 o�
8
1.5x1l STP
26
10
I.SX8 STP 2
a
6
2
1
5�
27
28
is 29
14 30
3
31
12 11
314 3X6
3�
3�8
3x6 3x4
3x6
17
Ll 3 0
-7-88
8_�%
i
84_
Plate Offsets (X,Y)-- T3:0-6-0,Edqel,15:0-3-0,0-2-01,16:0-3-0,0-2-01.[7:0-3-0,0-3-01,117:Edge,0-3-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in floc)
Vdefl
Ud
PLATES
GRIP.
TCLL
20.0
Plate Grip DOL 1.25
TC
0.72
Veri(ILL)
0.34 17-20
�276
240
MT20
244/190
TCDL
7.0
Lumber DOL 1.25
BC
0.82
Vert(CT)
0.26 17-20
>363
180
MT20HS
187/143
BCLL
0.0
Rep Stress Incr YES
WEI
0.69
Horz(CT)
0.09 9
n1a
n/a
BCDL
10.0
Code FBC2017fFP12014
Mamx-MSH
Weight: 230 111 FT = 20%
LUMBER -
TOP CHORD
2x4 SP No.2
BOT CHORD
2x4 SP No.2 *Except*
3-17:2x4 SP No.3
WEBS
2x4 SP No.3
REACTIONS. (lb/size) 2=327/0-8-0,17=1624/0-3-8,9=1350/0-7-8
Max Hoa 2=421 (LC 8)
Max Uplift 2=-386(LC 10), 17=-866(LC 10), 9=-6B5(LC 10)
Max Grav 2=330(LC 19), 17=1775(LC 15), 9=1448(LC 16)
BRACING-
TOPCHORD
Structural wood sheathing directly applied or M-5 on puflins, except
2-0-0 oc purlins (4-10-7 max.): 5-6.
BOTCHORD
Rigid ceiling directly applied or 4-0-8 oc bracing.
WEBS
1 Row at midipt 4-16.7-13
FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) orless; except when shown.
TOPCHORD 2-3---337/453.3-4=�278/346.4�5=-1580/1229.5-6=-1425/1181,6-7=-1628/1211,
7-8=-237511448. B-9=-2610/1549
BOTCHORD 16-17=-1779/948, 3-16=-478/434,15-16=-66411475,13-15=-49511344,11-13=-916/1795.
9-11=-1185/2273
WEBS 4-16=-19211899.4-15=-301256.5-15=-133/323, 5-13---781370, 6-13-2131461,
7-13=-7181538. 7-11=-891478, 8-11=-346/295
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf,* BCDL=5.8psf; h=15ft; B--45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(l) 2-8-0 to 15-4-2, Exteflor(2) 15-4-2 to
31-6-8, Intedor(l) 31-6-8 to 40-0-0, Extedor(2) 40-0-0 t6 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) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This muse has been designed for a 10.0 psf bottom chord live load nonconcurrent viith any other live loads.
6) * This truiss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectarigle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
7) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 386 lb uplift at joint 2, 866 111 uplift at
joint 17 and 685 lb uplift at joint 9.
9) Graphical purfin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord.
Joaquin Velez PE No.68182
MiTek USA, Inc. FIL Carl 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
April 24,2019
Job
Truss
T russ Type
Ply
LT 1 OtZ WATERSTONE-ST LUCI
T16870584
1755723
A3
PIGGYBACK BASE TRUSS
ry
I
Job Reference (optional)
uutaers i-mabource, riuM Ully, rL-JJbb I, U.ZZUSNOVIbZUIUmilexinausines,inc. V1edApr2409:38:Ob2Ul9 Pagel
ID:6qDlOH2OVegINklsxoNemzyuULB-6FtVuJ_neMnVNd6rYmM2iZtcM4yAVtf6Aom7lAzNYEI
4, 7-2 k I '_ 2 j 1:7 4-'1
1 10 V9 t g-
10
"4 -14 MY 4W B-M2 -4-B
Scale = 1:81.6
SX6
5X6
6
6.00
SX6
4x6 25
7
4
602 MT20HS
2A
1.5xB SIFF
3
26
910 Ir
1.5.8 ST
6
U
4.6
15 27 14
28 13
29 12 30 11
it
R!
3X4 4x6
3xB
46 30 axis
17
3x6
4.6 11
7�4� 11-�S-.9 25-B-0 .2-,7-.1
1___
.4
Plate Offsets (X,Y)-
[5:0-3-0,0-2-01,[6:0-3-0,0-2-01,[7:0,3-0,0-3-01,[17:Edge,0-3-81
LOADING lost)
SPACING- 2-0-0
CS1.
DEFL.
in (too)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.85
Vert(LL):
0.21 17-20
>401
240
MT20
244/190
TCDL 7.0
Lumber DOIL 1.25
BIG 0.79
Vert(CT).
-0.58 13-15
>734
180
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WE 0.74
Hom(CT)
0.09 9
n1a
n1a
BCDL 10.0
Code FBC2017/rPI2014
Matrix-MSH
Weight: 230 to
FT = 20%
LUMBER -
TOP CHORD
2x4 So ND.2
BOT CHORD
2x4 SP No.2 *Except*
3-17:2x4 SP No.3,14-16,12-14: 2x4 SP No.1
WEBS
2x4 SP No.3
REACTIONS. (lb/size) 2--304/0-8-0,17=1611/0-3-8. 9=138510-7-8
Max: Horz 2=-421 (LC 8)
Max Uplift 2=-351 (LC 10). 17=-854(LG 10), 9---699(LC 10)
Max Grav 2=307(LC 19),17=1731 (LC 15), 9--1479(LC 16)
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-1 Go purims, except
2-0-0 do purlins (4-9-3 max.): 5-6.
BOTCHORD
Rigid ceiling directly applied or 4-2-11 oc bracing.
WEBS
1 Row at midpt 4-16, 5-13,7-13
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when she=.
TOPCHORD 2-3---3551434, 3-4=-301/295, 4-5---1764/1340, 5-6=-149211215, 6-7=-1703/1249.
7-8-2438l'1489, B-9---2674/1589 1
BOTCHORD 16-17=-1733/951,3-16---4631404,15-16=-768/1698,13-15=-54611435,11-13=-95211857,
9-11=-1221/2330 l'
WEBS 4-16=-2045/1002,4-15---1051315, 5-15=-211/431, 5-13---77/384, 6-13=-2371512,
7-13=-711/541,7-11=-921466.8-11=-347/293 I
NOTES- . I .
1) Unbalanced roof live loads have been considered for this design.'
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph: TCDL=4.2psf; BCDL=5.8psf: h=15ft; B=45ft; L=401t; eave=5ft; Cat.
11; Exp C; Encl., GCpi=O.l 8; MWFFIS (directional) and C-C Exterfor(2) -1-4-0 to 2-8-0, Interion(l) 2-8-0 to 15-4-2, Exteflor(2) 15-4-2 to
31-6-9. Interjor(l) 31-6-9 to 4"-0, Extedor(2) 40-0-0 to 44-0- 0 zone; porch left exposed;C-G for members and forces & MWFRS for
reactions shown; Lumber DOL--11.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 Pat bottom chord live load noricbricument with any other live loads.
6) * This truss has been designed for a live load of 20.0ps! on th; bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 110.0psf. 1
7) Bearings are assumed to be: , Joint 17 SYP No.2 crushing capacity of 565 psi, Joint 9 SYP No.2 crushing capacity of 565 psi.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 b luplift at joint 2, 854 It, uplift at
joint 17 and 699 [b uplift at joint 9.
9) Graph feel puffin representation does not depict the size or the ad entation of the puffin along the top and/or bottom chord.
I
Joaquin Velez PE No.68182
MlTek USA, Inc. FL Cort 6634
6904 Parka East Blvd. Tampa FIL 33610
Date:
Anril 94 gni g
A WARNWO-V�dlydeg��.�f.�..dR�DNOrES.,V I-A-M .... -1-REAERANCE PAGE sfl&74M.�. 101132015 BEFORE USE
Design valid for use only with VrreM connectors. The design Is based only upon parameters shown, and Is for on �dlvldual building component, not
a truss system, Before use. the building designer must verify the opplicabIlIty of design parameters and property Incorporate Nis design into the overall
building design, Bracing Indicated Is to Prevent bucking of hdMdual Trutowela and/or chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collopm with possible personal rdw and properly damage. For general guidance regarding Me
fabilcofion. storage. delivery. erection and cloche of trusaes, end russ system% seeANSUVII Quality Cri DSB49 and SCSI Building Component
Safety Infontradonavallable from Tnl� Piate tratitute. 218 N. Lee Street, Suite 312, Aexandra VA 2231 A.
MOW
6904 Pallas East Blvd,
Tanaa, FL 33610
Job
Trun
Truss Type
Orly Ply
LT 1012 WATERSTONE-ST LUCi
T16870585
1755723
AS
PIGGYBA CKBASETRUSE
1 1
I
Job Reference (optional)
Bunders FirmSource,
rianx ully, rL 4�001,
1.-11�2
L1. 0�1
WedAprz4u9:38;u82uiS F.y.1
ID:6qDIOH2OVeglNklsxoNemzyuULB-3e_GJ??2AzlDcxGDfBOWrLyyvitdXz]oPd5FEn3zNYEI
1
1.;1.-1121 1111 4-1-
�1
%1
.4-
Scale 1:83.2
5.8
6.00 F12
SX6
6
SX8 r�
5 -
5xis 11
7
14
<26
2.4
d
5x6
8
1.5x8 STP
27
3
I.5xB STP
910 1�
25
2
sx�
3x4 =
16 15
14 28 13 12 29 30 11
S S X6 34
3x4 Sal 4x8 3x4
US
18
3x6
3.6 11
LOADING (pso SPACING- 2-M CS1. DEFL in (loc) Ildeff Ud PLATES GRIP
art
TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 V fiLL) -0.21 11-13 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.86 VerfiCT) -OA2 11-13 �999 180
BCLL 0.0 Rep Stress Inar YES WB 0.89 Horz(CT) 0.09 9 n/a n1a
BCDL 10.0 Code FBC2017frPI2014 Matrix-MSH Weight: 238 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-5-15 oc puffins,
BOTCHORD 2,x4 SP No.2 *Except' except
3-18: 2x4 SP No.3 2-0-0 oc pudins (4-9-4 max.): 5-6.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or4-3-5 oc bracing.
WEBS I Row at midpt 444, 5-13, 7-13
REACTIONS. (ftl/size) 2=26610-8-0,18--161410-3-8,9=1420/0-7-8
Max Hom 2=-421 (LC 8)
Max Uplift 2=-314(LC 10), 18=-839(LC 10), 9=-715(LC 10) l
Max Grav 2=270(LC 19). 18=1697(LC 15), 9=1475(LC 16)
FORCES. (lb) - Maoc CompJMax Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-371/453,3-4=-1984/1303, 4-5=-1651/1256.5-6=-146611259, 6-7=-167911298,
7-8=-2441/1530, 8-9=-267511631
BOT CHORD 17-18=-17021952, 3-17=-1641/988,14-16---880/1848,13-14=-587/1487,11-13=-99211866,
9-11=-125812329
WEBS 3-16=-804/1654, 4-14=-4401355, 5-14=-13IV3B6,5-13---158/271, 6-13=-2571507,
7-13=-7321536.7-11=-851498, 8-11=-3421294
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Bpsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFFIS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(l) 2-8-0 to 15-4-2, Extedor(2) 15-4-2 to
31-6-9, Interior(l) 31-6-9 to 40-0-0, Exterior(2) 40-M to 44-" zone; porch left exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60.
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 314 lb uplift at joint 2, 839 lb uplift at
joint 18 and 715 lb uplift at joint 9.
8) Graphical purfin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord.
Joaquin Velez PE No.68182
MiTek USA, Inc. Fl. Cott 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
April 24,2019
WARNNG-Verilydesignpommetem=dR�D NOTES ON MSANDWCLUDWMffEKREFE�NCEPAGEMI�74mm� 10=2015 BEFORE USE
Design vold for use onlywith Miloile9connectors. Mlsdesgn is based only upon porametersshown, and for for on Individual building component, not
a truss systsim, Before use. the building designer must verity Me oppliccolly of design parameters and propedy Incorporate this design Into me overall
buildingdeogn, Bracing Indcated Is to prevent Welling of Indivaucl Muss web and/or chord members only. Additional temporary and permanent bracing
M!Tek*
Is always required for stabillty and to prevent collapse with ooZble personal Inury and property damage. For general guidance regarding the
fabrication, storage. delivery. section and bracing of Morris and run system% seeANSVMII good Cetera, OSS49 and BCSI Building Component
6904 Pa&e Ent Blvd.
Safety Informcifloneallablo from Truss Plate Insiders. 218 N. Lee Street Sulfa 312; Me= '2114.
Tampa. Fl. 33610
Job
Truss
Truss Type
City Ply
LT 10/2 WATERSTONE-ST LUCI
I
T16B70586
1755723
B7
HIPTRUSS i
1
2
Job Reference (optional)
builders FirStbource,
Plant Ully, 1�1_ - 335bir,
8.229 a Nov 16 2018 Mi Fek Industries, Inc. Wed Apr 24 09:38:21 2019 Page 1
ID:6qDIOH2OVegINklsxoNemzyuULB-ABHA1 R9C6zgNgmjwP7Zpk?Ds7ljWdjKcdvQkozNYEW
7:�o M56
M 2
264-2 k 2k2,1T2 2 45 1 11,7 P
�9:1
ll�
5,_,2 a�
1 29
ai� %
Scale 1:84.8
5x6
6.00 F12
3x8 5x6
Skis 5X8 SX8
4 28 29
5 30 31 32 33 346 35
36 37 387 39 40 41 42 843 44 45 9
2X4 1
:3
1.5xS STP�-�
Ike =
21 46 47 20 19 48 49 50
ax8 S.B MT20HS
2X4
2X4
14 1.5.8STP--
59 60 113 61 11 12 14�101
46 5X12 6
51 18 5217 53 54 5516 56 57 58 15
3X8 =3xB 4X6 axis 11 3.50LI2 4X6
LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (too) Well Ud
Vast
TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 t(LL) 0.29 18-19 >999 240
TCDL 7.0 Lumber DOL 1.25 BC 0.98 VerrCT) -0.45 18-19 >905 180
BCU_ 0.0 Rep Strams [nor NO WB 0.84 Horz(CT) 0.10 Is Na n/a
BCDL 10.0 Code FBC2017ITP12014 MaUix-MSH
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP No.2 *Except* BOTCHORD
8-15: 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. (lb/sIze) 2=2308/0-8-0,15=3688/0-3-0,11=81510-8-0
Max Hoa 2=-172(LC 6)
Max Uplift 2=-1008(LC 8),15=-1461(LC 8), 11=407ji-C 8)
1
FORCES. (lb) - Max. CcUnpJMax. Ten. -All forces 250 (11a) or less except when shown.
TOPCHORD 2-3---4561/1047,3-4---441611779,4-5=-3995/1659,5-6---5496/2354, 6-7--5496/2354,
7-8---3776/1679, 8-9=-1621457, 9-10=-2154/694, 10-1 1=-2334/882
BOTCHORD 2-21=-152214030,19-21=-2113/5562,18-19---2113/5562,16-18=-1435/3776,
14-15=-3463/1417, 8-14=-2636/1275,13-14=-468/2273,11-13=-684/2225
WEBS 3-21=-2761140.4-21=A25/1478, 5-21=-1799/801, 5-19=01470.6-18=-6551513,
7-18---771/1965,7-16=-16161921, B-16=-172014416,9-13=-10311133,10-13=-488/219,
9-14=-28011776
PLATES
GRIP
MT20
244/190
MT20HS
187/143
Weight: 470 lb
FT = 20%
Structural wood sheathing directly applied or 4-6-10 Do puffins.
Rigid ceiling directly applied or 3-5-6 Do bracing.
NOTES-
1) 2-ply truss to be connected together with 1 Od (0.1 31'x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 Co.
Bottom chords connected as follows: 2x4 - I row at 0-8-0 oc.:
Webs connected as follows: 2x4 - 1 raw at 0-9-0 Co.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless othervvise,indicated.
3) Unbalanced met live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf: BCDL=5.Bpsf; h 15ft: B=45ft; _=40ft; eave=6ft; Cal.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL--1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water pending.
6) All plates are MT20 plates unless otherwise Indicated.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
8) * This truss has been designed for a live load of 20.0ps1f 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. ' I
9) Bearings are assumed to be: , Joint 11 SYP No.2 crushing capacity of 565 psi'.
10) Beading at joint(s) 11 considers parallel to grain value using ANSVTPI I angle to grain formula. Building designer should verify
capacity of beading surface.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1008 lb uplift at joint 2,1461 Its uplift at
joint 15 and 407 lb uplift at joint 11.
Joaquin Velez PE No.611182
MiTok USA. Inc. Fl. Carl 6SU
6904 Parke East Blvd. Tampa FIL 33610
Date:
April 24,2019
WARNING- VcH1Yda,;m,mm.f...rdRFs4DNOTES ON MIS AND INCLUDED MDTKREFERANCEPAGEM�7�mx 10AXY2016BEFOREUSE
DesIgn valid for use only with Mirecla connectors, This design Is based only upon parameters sl and Is for CA Individual building compone,t, net
a hum system, Before Use. the building designer must verify me applicability of design parameters and properly Incorporate " design Into the overall
building design. Bracing indicated is to prevent buckllng of Individual Iness �eb andfor chord membem only. Additional temporary or,cl pennonent bracing
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me
WOW
fabrication, storage, delivery. erector, and bracing of husses and hum systems saoANSI/rPI1 Qually Criteria, DSB-69 aind SCSI Bulding Component
6904 Parke East Blvd.
Safety Infolinationavollable from Truss Plate Institute, 218 N. Lee Smet'Sulte 312. Aoondam VA 22314.
Tampa. I'L 33610
Job
Tress
Truss ype I k
Orly Ply
LT 10/2 WATERSTONE-ST LUCI
.
T168705 86
1755723
B7
HIP TRUSS
1
2
Job Reference (optional) I
guilders FirstSource, Plant City, I'L - 33567,
8.220 a Nov 16 2018 MiTek Industries, Inc. Wed Apr 24 09:38:212019 Page 2
ID:6qDIDH2OVegl Nk1 sxoNemzyuULB-A8HAl R9C6zgNgmjwP7Zpk?Ds7ljWdjKcdvQkozNYEW
I
NOTES-
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 125 lb down and 102 lb up at 7-0-0, 87 lb down and 108 lb up at
9-0-12, 87 lb down and 108 Ile up at 11-0-12, 87 lb down and 108 lb up at 13-0-12, 87 Ile down and 108 lb up at 15-0-12, 87 Ile 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 Ile 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 fic down and 118 lb up at 37-7-4, and 179 In down and 198 lb up at 39-8-0 on top chord, and 364 Ile 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 17-0-12.651bdomat 19-0-12, 65 lb down at 21-0-12,651bdomat 23-0-12,651bdomat
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, 83 lb down at 35-7-4, and 83 lb
down at 37-7-4, and 424 lb down and 72 Ito up at 39-7-4 on bottom chord. The clesigntselection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber [ncrease�-1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-S4,4-9=-54, 9-12=-54,15-22=-20,13-14--20,13-25=-20
Concentrated Loads (11b)
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) 34=-87(F) 35---87(F) 36=-87(F)*37=-87(F) 38=-87(F)
39=-87(F) 41=-87(F) 42=-87(F) 44=-115(F) 45=-115(F) 46=-40(F) 47=-40(F) 48=-40(F) 49---40(F) 50---40(F) 51=-40(F) 52=-40(F) 53=-40(F) 54=-40(F) 55---40(F)
56=-40(F) 57=-40(F) 58=-40(F) 69=-61 (F) 60=-61 (F) 61=,424(F)
WARNWG-V�dfyda�gnpmmotm=dR�ONOT�OMTHIS�DMCLUDOWEKR�NCEPAGEM�74nm� 1�015BEFOREUSE,
DesIgn valid for use only with lvlll�eM connewors This desIgn Is based only upon parameters shown, and Is for an Indruldval oulldleg component not
Bel
a truss system. Before use. the building designer must verify the appilcoblIlly of deegn parameters and properly nc0f;p0rate, this design Into the overall
build[ngdeslgn. Brochig Indapted Is to prevent lovelking of Individual less web and/or chold members only. Additional temporary and
NOW
permaneetbrocing
Is always required for afabilty, and to prevent collapse with poesteks narwhal Injury and property damage. For general guldance eganding Me
folodcation, storage. delivery. erection and bracing of ftu�s and ress; syste.L seeANSVIPI I Quality Cifteft. OSB49 and 801 Building Compom"t
69" Parke East Blvd.
1-ilable from Tees, Mona Inaltute. 218 N, Lee Street. Suite 312, Aeanddo. VA 22314.
Tarnpa, Fl, 33610
Job
Truss
Trusts Type
City Ply
ILT 10/2 WATERSTONE-ST LUC]
T16870587
1755723
B9
HIP TRUSS
Job Reference (optional)
buimers rinsibource, riam ully, rL - Jdt,bf,
J. f2u a Nov lb Zulu milex Industries, Inc. vveOApr24
ID:6qDIDH2OVeglNklsxoNemzyuULB.eKqYFnAqtGoE]4LvT7eoLxYUIA
6X5 5xB = 6x6 = 3X4 11
6 - 0 0 F1 _2 4 28 29 5 so 6 31 32 733 8 5X6
19 18 17 16 Is 14
4X6 Slut = M a4 1 3.8 MT20HS = 3.6 6x8 = 3.50LI2
Scale = 1:84.8
1.5.8 STP
34 35
6
10 11 1�? 1�4
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 YES
Code FBC2O17/TPI2014
CSL
TC 0.88
BC 0.87
WB 0.90
Matdx-MSH
DEFL in (Ioc) Vdefl Ud
Vert(CIL) 0.22 17 �999 240
Vert(CT) -0.34 19-22 �999 ISO
HorsfCT) 0.11 14 Ida n/a
PLATES
MT20
MT20HS
Weight: 235 lb
GRIP
244/190
187/143
FT 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD 2x4 SP ND.2 *Except* BOTCHORD
Rigid ceiling directly applied or 4-3-4 oc bracing.
7-14: 2x4 SP No.3 WEBS
1 Row at midpt 5-19.5-15,6-14
WEBS 2X4 SP No.3
REACTIONS. (Ift/size) 2=1294/0-8-0, 10=499/0-8-0,14=180410-3-0
Max Horz 2=213(LC 9)
Max: Uplift 2=-672(LC 10), 1 0=-340(LC 10), 14=-753(LC 10)
MaxGrav 2=1298(LC 19), 10=552(LC 16).14=1804(LC 1)
FORCES. (Its) -Max. Carl Ten. -All forces 250 ill or less except when shown.
TOPCHORD 2-3---2316/1657, 3-4=-206511450,4-5=-1820/1388,5-6---1652/1281, B-7=-60/308,
B-9=-7821565, 9-10=-128711061
BOT CHORD 2-19l 17-19=-1 273/2311, 15-17=-1273/2311, 14-15---847/1634,
13-14=-7561550, 7-13=-371/387,12-13=-57/325,10-12=-792/1151
WEBS 3-19=-347/380,4-19---250/602, 5-19=-659)360, 5-17=0/311, 5-15=-7601481,
6-15=-135/612,6-14=-197711116,8-13=-617/342,8-12=-200/533, 9-12=-498/599
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=1 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; ll 511; B--45ft; L=40ft; eave=6ft; Cat.
11; Exis C; Encl., GCpi=O.l 8; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Intedor(l) 2-8-0 to 3-4-2. Extenon(2) 3-4-2 to
14.7-14, Interion(l) 14-7-14 to 32-0-2, Exteflor(2) 32-0-2 to 43-3-14, Intedor(l) 43-3-14 to 44-0-0, Exterior(2) 44-" to 48-0-0
zone;C-C for members and forces & MWFRS for reactions shoi Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been desijned for a 10.0 psl' bottom chord live load nonconcurrehl 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) Bearings are assumed to be: , Joint 10 SYP No.2 crashing capacity of 565 psf.
8) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI I angle to grain formula. Building designer should verity
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 672 fts uplift at joint 2, 340 It, uplift at
joint 10 and 753 lb uplift at joint 14.
Joaquin Volaz PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parks East Blvd. Tampa I'L 33810
Date:
April 24,2019
A WARNING - Vlfify rf�gh parcle. d READ NOMS ON MIS AND INCLUDED AlffEKAEFERANCE PAGE N�7473 n,1 10,1111?015 BEFORE USE
Design valid for user only with MFekO connection. This design Is based only upon parameters shown. and Is for an hall building component. not
a truss system. Before use, me building designer must verity the applicability of design parameters and properly Incorporate ths design Into the m.rall
burdingdesgri. Bracing Indicated Is to prevent bucldlng of inchAdual tuas web anal chord members only. Additional temporary and pennarientbracing
MOW
is always required for stability old to prevent collapse Win passable personal thury and property damage. For general guidance regarding me
fabrication, storago. all creation and bracing of trusses and truss systeths, seeANSVWIJ Quality CrIsda. DSB-89 and SCSI building Compaillial,
6904 Parxe East BINd.
Saftly Infisainafflonavallclole from Trust Flats institute, 218 N. We Street. Suite 31Z Alexandria VA 22314.
Ti FL 33610
J107S5723
-a
Talis
Truss ype
Cry Ply
I
LT 10/2 WATERSTONE-ST
LUCI
I T16870588
Hip Truss
11
i 1 1
'
t
Job Reference (optional)
I
riaruuny,rt_-�oot,
U.ZZU a Nov 1b 2Ul U vu I ek Industnes, Inc. Wed Apr 24 09:38:09 2019 Page I
6.00 FIE
3X6
3
1.5xB STP = 27"
26
2
121
19
4.6 2x4 11
5xS =
4
2X4 11
28 29 5
18 17 34 16
3.6 = 3x8 =
3X8
5.8 = , 3x4 11 5X6
6 so 31 32 7 a
06 = 11
35 36
14 11
2X4 11 6x8
3
3x8
I
Scale = 1:84.6
2X4 �
9
j33
��l �58 SETP— 6 L�
c�
_101�
10
2
4X6 �
LOADING (psf) SPACING- 2-0-0 CSI. DEFIL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plato Grip DOL 1.25 TC 0.68 Vert(CL) 0.17 16-18 �999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BG 0.73 Vert(CT) -0.29 13-14 �999 180
BCLL 0.0 Rep Stress [nor YES WB 0.87 Hom(CT) 0.09 13 n/a n/a
BCDL 10.0 Code FBC2017[TP12014 Matdx-MSH 'Weight: 245 lb FT = 20116
LUMBER- BRACING�
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-3-1 oc pudins.
BOTCHORD 2x4 SP No.2 *Except* BOTCHORD Rigid ceiling directly applied or 4-7-10 oc bracing.
7-13:2x4 SP No.3 WEBS I Row at nrl 6-13 -
WEBS 2X4 SP No.3
REACTIONS. fib/size) 10=420/0-8-0,2=1293/0-8-0,13=1813/0-3-0
Max Hom 2=245(LC 9)
Max Uplift 10=-232(LC 10), 2=-671(LC 10), 13=-765(LC 10)
Max Gmv 10--483(LC 16), 2=1346(LC 15),13=1813(LC 1)
FORCES. (lb) -Max ComplMax. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3---2401/1569, 3-4=-1947/1375,4-5=-1866/1447,5-6=-1866/1447, 6-7=-74/296,
8-9=-86af7l3,9-I0=-I25811045
BOTCHORD 2-19=-127412254,18-19=-127412254,16-18=-90811799,14-16=-695/1423,
13-14=.698/1415,12-13=-766/589,7-12=-376/374, 10-11=-86111125
WEBS 3-18=-530/421.4-18=-131/447, 4-16=-160/387,5-16---424/435, 6-16=-4221663,
6-14=0/345, 6-13=-1806t995, 8-12=-429/269, 9-11=-4491549. 8-11=-5261844
NOTES-
1) Unbalanced mot live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph;TCDL=4.2psf; BCDL=5.Bpsf; h=15ft; B--45ft; L=40ft; eave=6ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exierior(2) -1-4-0 to 2-8-0, lntedoql) 2-8-0 to 5-4-2. Exdenor(2) 5-4-2 to
16-7-14, Interion(l) 16-7-14 to 29-11-11, Exterior(2) 29-11-11 to 41-0-13, Interfor(l) 41-0-13 to 42-8-0 , Exlerior(2) 42-8-0 to 46-8-0
zone;C-C for members and fames & MWFRS for reactions shown; Lumber DOLol.60 plate grip DOL'=1.60
3) Provide adiaquate drainage to prevent water ponding. 1
4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads.
5) * This truss his been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide"
Will fit between the bottom chord and any other members,, with BCDL = I O.Opsf.
6) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi.
7) Bearing at joint(s) 10 considers parallel to grain value using ANS VTP 11 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 232 Ito uplift at joint 10, 671 lb uplift at
joint 2 and 765 lb uplift at joint 13.
Joaquin Velez PE No.68182
PiTek USA, Inc. FIL Carl 66114
6904 Parke East Blvd. Tampa Fl. 33610
Date:
April 24,2019
WARNMG - VCH11 dOa gnpanameteraeadREADN077ES ON WIS AND MCLUDED A#nrEKR�NCEPAGEM*7473mx RM2015BEFOREUSE.
n d g lab ado u n In nails nI �d lb ng componan' 00'
esgovo'd'o' 0aa 0 " "n Mn" con`v`c'on rn' a' as "' pa pommo""" cva� 0 'or a no I uo I d'
Nit
-0 119 buldnQ d n a of delgn a , n or h 0 1uh I', de
n 0 aca "on n1onno ovel'
a 'y 'am 'o"' I `xmud ve"y Opp aroma ar'o d opo" corpom"
1 ndlca�aj � to p I d .I h. _ab ndg _. a Ilan am or. and Permanent brocIng
buldi4g cl-qulZ B"'. �g I nt W.1, Ing of LivId hard _1 I A d' al I p
WOW
an, to pry gar ng me
r. I- oll.p'. P. no an, age For gone no. , ding .Pn..t
I a C.ff.n to' an m.ng ru. S 11 Q Cre. . S, It I
a Q. d."v �dla f a nd "1 9 ad
d = 6 rdo mo 4 go � we
6904 Parv, East Blvd.
.B., ft W 2 N s, Z A, A22
Badeu, Mt.. .Il.b,. . Ta�. .,. '. 1, Lee ., Sul'. 31 x.ndr'. V I ,
Tampa, Fl. 33610
Job
Truss
THiuss.
Type
I
Oty Ply
LT 10/2 WATERSTONE-ST LUCI T16870SB9
1755723
B13
...
0
1
I
Job Reference (optional)
"nurs'lul., rtWIL Illy, 11 - o.."
0,xr, 5 INOV 104V 10 .11 eK ln0usmeS, Inc. WeU Apr �4 UV:Ufr:I I ZUIU raqe I
6.00 F1_2 5X6 =
4 25
&x6 i�
a
1.SX8 STP
64
17
4XG 46
�16 15
&4 H
3x6
26 275
5X6 -
5XIS
6 28 29 30 7
3X6
a
31
Z .
13 12 11 10
3XIS 6x8
3x6
3.50112
I
Scale = 1:136.2
6
32
1.5X8 STP b
9
C? 9
4XIS �
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in (too) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Gup DOL 1.25
TC 0.69
Vert(LL)
-0.27 13-14 �999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.83
Vert(CT)
-0.58 13-14 >690 180
BCLL 0.0
ADD Stress ]nor YES
WB 0.73
Horz(CT)
0.10 11 rJa n/a
BCDL 10.0
Code FBC2017/rP[2014
Matrix-MSH
Weight: 244 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOPCHORD
Structural wood sheathing directly applied or3-3-3 oc purfins.
3-4: 2x4 SP No.1
BOTCHORD
Rigid ceiling directly applied or 5-8-12 oc bracing. Except:
BOTCHORD 2x4 SP No.2 *Except*
10-0-0 oc; bracing: 14-16
4-16: 2x4 SP No.3,12-14:2x4 SP No.1, 9-10:
2xG Be No.2
WEBS
1 Raw at miclipt 6-11
WEBS 2X4 SP Ncl.3
REACTIONS. (lb/size) 9=11310-8-0,2=1192JO-8-0,11=2263/0-3-8
Max Horz 2=286(LC 9)
Max Uplift 9=-87(LC 6). 2=-596(LC 10), ll=-960(LC 10)
Max Gmv:9=205(LC 16), 2=1219(LC 19). 11=2263(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (1b) or less except when shown.
TOPCHORD 2-3---2082/1264.3-4=-2229/1358,4-5=-1936/1299,5�6=-1372/882,6-7=-431/1036,
7-8---573/11 S4, 8-9=-2621932
BOTCHORD 2-17=-96811901. 4-14=-250/693,13-14---78411790,11-13=-156f788, 10-11=-803/370,
9-10=-8431382
WEBS 3-17=-524/396, 5-14=-521315, 5-13=-6881582, 6-13=-405/967, 6-11 =-203111292,
7-11=-780/605,6�ll=-667/543,14-17=-100212G40
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Bpsf; h=15ft; B=45ft; L=40ft; eave=6ft; Cat.
11: Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extridor(2) -1-4-0 to 2-8-0. Intedor(l) 2-8-0 to 7-4-8, Extedor(2) 7-4-8to
.18-8-5, Interior(l) 18,8-5 to 28-0-2, Exterrior(2) 28-0-2 to 39-3-14, Inteflor(l) 39-3-14 to 42-8-0, Extedar(2) 42-8-0 to 46-8-0 zone;C-C
for members and forces & MWFAS for reactions shoWn; Lumber DOL=t6O plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) Tfiis truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on tfie bottom chord in all areas whe re a rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members.
6) Bearings are assumed to be: , Joint 9 SYP No.2 crushIng capacity of 565 psi.
7) Bearing at joinfis) 9 considers parallel to grain value using ANSIITPI 1 angle to grain formula, Building designer should verify
capacity of bearing surface. 1 1
8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 9, 596 lb uplift at joint
2 and 960 lb uplift at joint 11.
J611uln Velez PE No.681 82
MiTek USA, Inc. FL Cort 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 24,2019
,h WARIVI Vedlydesig.,rrxeirriltersendRIDID NOMS ON MISAND INCLUDED effTEKRBFlBrUlNCEPAGEeffP74M nrv. loWMISBEFOREUSE.
Design valid for use only wm mirekS connectors. 11nis deegn Is based ond� upon parameters Mo� and Is for on indlvd6al bulldlng component, not
. tuss stm. Before use. the rx,ldirno ded.nor must verlIv tho onn1linninsiry nf nR�Inn nnrnmi,tx� nM nrnn�rlv Innninnimi, trlik dn%lnn lntn thp nvprr
ns and truss systems. I seeAN3 I UrPII . UaT Cithirlo. D - S549 and ICSI Bidding component 6904 Partre East Ellvd.
Q I iTampa,FL 33610
N. We street, Sulte 31Z Alexandria. VA 22T14. 1
Job
Truss
t
City
P
LT
LUC[
ruasTUpeS
�Iy
I
T1687059
1755723
B15
S
H SS
P TR���
I
1
�10/2WACTE(RSTOIME-ST
J Job Referen a option
ob Reference Loptional)
outiaers rususource, rlanj �lly, rL - J400f,
�1��
A , 5-11 '1_2 T 0 L-4 0
0 �:T!5 Ull 6' 12:0 84.�
6 00 5_2 SX8
5 27
4 26
&4
3
I.Sx8 STP
2 ?X4
17
3X6 6x8 =
15 31 14
3X4 3X6
UZZU S NOV I b ZU1 8 vi i ex
5x8 = 5X8
6 28 29 30 7
13 12 11
3X8 &6 = 3X4
Wed Apr 24 09:38:12 2019
2X4
a
13�1 15-�l M-,4-�d i 1��O i -141-5-0
L
Scale = 1:76.5
4XG 1
to
6 9
9
1 N
4xI2 11
Plate Offsets (X,Y)--
[2:0-6-0,0-0-61,[4:0-3-0,0-3-0],[5:0-6-0,0-2-81,[6:0-4-0,0-3-01,[7:0-6-0,0-2-8l,[10:0-7-12,EdgeI
LOADING (psi)
SPACING- 2-0-0
CS1.
DEFL.
in (too)
Ildefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grp DOL 1.25
TC 0.90
Vert(LQ
0.38 17-24
>279
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.93
Verl(CT)
-0.32 17-24
>331
180
BGLL 0.0
Rep Stress [net YES
ING 0.48
Horz(CT)
0.06 10
n/a
n/a
BCDL 10.0
Code FBC2017frPI2014
Matrix-MSH
Weight: 219 lb FT = 20%
LUMBER -
TOP CHORD
2x4 SP No.2
BOT CHORD
2x4 SP No.2 *Except*
4-17:2x4 SP No.3
WEBS
2x4 SP No.3
SLIDER
Right 2x6 SP No.2 2-10-9
REACTIONS. (11olsize) 10=1203/Mechanical,2=385/0-8-0,17=154810-3-0
Max Holm 2=269(LC 9)
Max Uplift 10=-552(LC 10), 2=-413(LC 10), 17=-865(LC 10)
M�GravlO=1240(LC16).2=388(LC19).17=1552(LC15)
BRACING-
I
TOP CHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or 2-2.0 oc, bracing.
WEBS
1 Row at midpt 5-13
FORCES. (lb) - Max. Comp_/Max. Ten. -All forces 250 (to) or less except when shown.
TOPCHORD 2-3-2691348, 3-4---131/263, 4-5=-1336/1040, 5-6--1829/1499, 6-7=-182911499,
7-8---1762/1327, 8-10---1891/1453
BOTCHORD 2-17=,357/215,16-17=-1414/813,4-16=-1364/841,13-15=-644/1135.11-13=-901/1523.
10-11=-113511599
WEBS 4-15=-539/1217, 5-15=-265/289, 5-13=-567/905, 6-13=-518/548, 7-13=-2591478,
7-1 1=-28/338, 8-1 1=-1371276,3-17=-270/355
NOTES-
1) Unbalanced mof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL-5.Bpsf; h-15ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C: Encl., GCpi=0.18: MWFFIS (directional) and C-C Exledor(2) -14-0 to 2-8-0, Inteflor(l) 2-8-0 to 94-2, Extedar(2) 9-4-2 to
20-7-14, Interfor(l) 20-7-14 to 26-0-2. Exterfor(2) 26-0-2 to 41-5-0 zone; porch left exposed;C-C for members and forces & MWFRS
for reactions shown: Lumber DOL--11.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.'
5) * This truss has been designed for a live load of 20.Opst an the bottom chord in all areas where a rectangle M-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members, wifth BCDL = 1 O.Opsf.
6) Bearings are assumed to be: , Joint 17 SYP No.2 crushing capacity of 565 psi, Joint 10 SYP No.2 crushing capacity of 565 psi.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 552 to uplift at joint 10, 413 Ila uplift at
joint 2 and 865 [b uplift at joint 17.
rochg
Joaquin Velez PE No.68182
MiTek USA, Inc. FIL Cart 6634
6904 Parke East Blvd. Tampa FIL 33610
Date: April 24,2019
M!Tek'
69ot Parke East BNd.
Tampa, FL 33610
Job
Truss
Truss Type
Orty
NE-ST LUCI
T16870591
1755723
B17
HIP TRUSS
1
all
ounuem rn�ouurca, riam 1hy, rL ..... I .
U.ZZU S NOV I a ZU1 6 MI I eK InausmeS. Inc. Wea Apr �4 lAJ:dlJ:1 4 ZU1 J rarle I
Scale = 1-79.1
5X8
6.00 r12 2x4 11
SX8
5 246 25
26
27 7
3X4
3X8 1:� 23
B
4
>2
29
2X4
06
3
9
1
1.5x8 STP
7
2
16 1530 14
31
13 12
11 10
3x4 3x8
R 3x6
3x4
4x6 3xe
113
3x6
3x6 6K8 -
0 34
U:02 -00 L-W
80
1;5;0
;0
Be. OW 8710 % 4
6'
---
Plate Offsets (X,Y)-- f2:0-".0-0-61,[4:0.4-0,0-3,41,[5:0-5-8,0-2-4],[7:0-6-0,0-2-8l,f10:0-4-8,0-1-81
LOADING (Pat)
SPACING- 2-M
CS1.
DEFL.
in (loc)
Udell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.98
Verfil-L)
0.3B 18-21
>278
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.94
VerfiCT) -0.32 18-21
>332
180
BCLL 0.0
Rep Stress Inch YES
WB 0.63
HorziCT)
0.04 10
n1a
n1a
BCDL 10.0
Code FBC2017rrP]2014
Matrix-MSH
Weight: 232 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing
directly applied, except end verlicals.
BOTCHORD 2x4 SP No.2 *Except* BOTCHORD
Rigid ceiling directly applied or
4-6-15 oc bracing.
4-18: 2x4 SIP No.3
WEBS 2x4 SP No.3
REACTIONS. (Iftrsize) 2=386/0-8-0, 18=1541/0-3-0,10--1168/MechanicaI
Max Hom 2=308(LC 9)
Max Uplift 2=-413(LC 10). 18=-862(LC 10), 10=-550(LC 10)
Max Grav 2=388(LC 19),18--1573(LC 15), 10=1244(LC 16)
FORCES. (11b) -Max. CompuMax. Ten. -All forces 250 (11b) or less except when shown.
TOPCHORD 2-3---286/343, 3-4-174/308, 4-5=-139911088, 5-6=-150611340.6-7=-150611340,
7-8=-1668/1283, B-9=-1931/1365,9-10---1189/892
BOTCHORD 2�18---3541211,17-18=-145&823,4-17=-1380/870,14-16=-663/1195,12-14=-820/1390,
11-12=-1130/1671
WEBS 4-16=-437/1125, 5-14---351/579,6-14=-3871407, 7-14=-125/287, 7-12=-86/361,
B-12=-353V350, 9-11=-101311518. 3-18=-240/311
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph;TCDL--4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat.
11; ExpC; Encl., GCpl=0.18; MWFPS (directional) andC-C Exterior(2) -1-4-Oto2-8-0, Interior(l) 2-8-Olo 11-4-2, Exterion(2) 11-4-2to
22-7-14, Interion(l) 22-7-14 to 24-0-2, Exlerior(2) 24-0-2 to 35-3-14, Interior(l) 35-3-14 to 37-3-4. Extedor(2) 37-3-4 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) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas wheres rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
6) Bearings are assumed to be: , Joint 18 SYP No.2 crushing capacity of 565 psi, Joint 10 SYP No.2 crushing capacity of 565 psi.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 413 lb uplift at joint 2, 862 lb uplift at
joint 18 and 550 fia uplift at joint 10.
Joaquin Valez PE No.68182
MiTak USA, Inc. FL Cart 6634
�904 Parka East Blvd. Tampa Fl. 33810
Date:
April 24,2019
,A WARNING - Wall, d�sfg. pa..efars �rd READ NOTES ON Thas AND INCLUDED M�K REFERANCE PAGE MIP74M nev. IGIOUGOIS BEFORE USE
i
Design valid for we only wlffi MifekID connectors. ft closgn Is based only upon parameters Mown, and Is for an Individual building component not
c truss system. Before use. tha building designer must verity the applicability of design parameters and propedy Incorporate this design Into Me overall
buildIng design. &cclng Indicated Is to prevent buckling of Individual from web and/or chord members only. Addiffonal temporary and permanent bracing
MiTek*
Is always required for stability and far prevent collapse Wfin possible personal Injury and property damage. For general guldonce regarding the
fabrication, storage. delivery. erectron and bracing of trussesond truss; System% seeANSinpil Quo Ciftedo. DS849 and BCSI Building Component
69" Parke Eas Blvd.
Safety InformationovallOble from Truss Poe Institute, 218 N. Lee Street. Suite 312, �exa 2114
Twpa, FIL 336;0
Job
Twss
Truss Type
heas Typo
City . Ply
Q'y
LT 1012 WATERSTONE -ST LUCI
]7HIPTRUSS
1755723
Ul
I
Job Reference factional)
ounuum rirsrauurrue, r,..r 1hy. IL ..... I b.aeUSNOVlbZUIUMIIGKinamines,inc. vveaApr24UV:JIi vagei
ID:6qDIOH2OVeglNklsxoNemzyuULS-M_wnOSRW7wDyDJZZ909Z'n7Pi?26wAREhS6X9zNYEc
�11 �4 11-0 1-11.8 1 19 V-81. 0 41-5-0
.0 1 -9 1 -T- I 8.�
Nis N- 0 5-U-8 5-NO 6- 1122 7-0-4
Scale = 1:79.1
5X8 =
6.00F12 6
LESS STP
2
16
3x6 6xB -
Sx6
22 7
13 12
SxS =
3.6
4X6
9
10
3x8 =
7
9
LOADING (psQ
TCUL 20.0
TCDI_ 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 FBC2017/TP12014
CS1.
TC 0.96
BC 0.93
WB 0.78
Maftix-MSH
DEFL.
Vert(U-)
VerqCT)
Hmz(CT)
in (too) Vdell Ucl
0.37 16-19 >282 240
0.28 16-19 >380 180
0.04 10 n1a n/a
PLATES GRIP
M[T20 2441190
Weight: 230 lb FT = 20%
LUMBER-
BRACING-
TOPCHORD 2x4 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
6-7:2x4SPNo.1 -
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
BOTCHORD 2x4 SO No.2 *Except*
WEBS
I Row at midpt 5-15.6-13
4-16: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except'
6-13:2x4 SP No.2
REACTIONS. ([blsize) 2=39010-8-0,16=1537/0-3-0,10=1199/MechanicaI
Max Hom 2=349(LC 9)
Max Uplift 2=-423(LC 10), 16---849(LC 10), 10=-552(LC 10)
M"Grav 2=393(LC 19),16=1637(LC 15), 10=1236(LC 16)
FORCES. (lb) -Max. Comp./Max. Ten. -All fames 250 (lb) or les� except when Shown.
TOPCHORD 2-3---3071388, 3-4=-206/354.4-5=-1901364, 5-6=-1354/1139,6-7=-1337/1209,
7-8=-153311227; 8-9=-192011337,9-10---1165/886
BOTCHORD 2-16=-399/227,15-16=-l48Pj722,4-15---291/215,14-15=-70BI1106,13-14=-625/1238,
11-13=-106811636. 10-1 1=-214/286 1
WEBS 5-15=-1536/832,5-14=0/303. 6-14=-2/257, B-13-127/283.7-13---47/364,
8-13=-489/408, 9-1 1=-85911374, 3-16=-287/396,
NOTES-
1) Unbalanced met live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=1 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=l 51t; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C: Encl., GCpi=0.18; MWFRS (directional) and C-C Exlelriorj(2) -1-4-0 to 2-8-0, Interior(l) 2-M to 13-4-2, Exterior(2) 13-4-2 to
33-3-14, Intedor(l) 33-3-14 to 37-3-4, Exterior(2) 37-3-4 to 411-3�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) Provide adequate drainage to prevent water ponding. I
4) This truss has been designed for a 10.0 psf bottom chord live to ad 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 = 10.0psf.
6) Bearings are assurined to be: . Joint 10 SYP No.2 crushing capacity of 565 psi.
7) Refer to girder(s) for truss to truss connections. I
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 423 lb uplift at joint 2, 849 It, uplift at
joint 16 and 552 lb uplift at joint 10.
Joaquin Velez PE No.6811 82
MiTak USA, Inc. R. Cart 6634
6904 Parka East Blvd. Tampa FL 33610
Date:
Anril 94 9f)lq
WARI Venlydestgaarsherefen mdRE%D NOTES ON TRISM0 INCL UDEDAVIEKREFERANCEPAGEAUP7473mv. IGIS34IDISDUOREUSE.
Design valid for use only with Mireda COnneCtors. This design is based any upon porcrineters Mown, and S for an Individual building component, not
a truss system. Before use, the building designer must verify Me applicability of design parameters and property Incorporate Me design Into me OvOmIl
building design. Bidding Indicated is to prevent buckling of Individual truss wed andlor chord members only. Additional temporary and permanent bracing
Is always required for Stability and to prevent callopse, with posuble personal injury and property damage. �r general guidance agarding the
frobriCation, Storage. delivery. erection and brocing oftrumes and fruss sysilerm. MeAlli Quat Criteria. DSB49 and SCSI building COMP0130rif
Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Aaxo 2114,
WIF
MOW
6904 Parlre East BNd.
Tampa, FL 33610
I
Job
Truss
Truss Type
E-ST LUCI
T16870593
1755723
B21
HIP TRUSS
1 1
Job Reference (optional)
..".a. rjdFIL Illy, It- -
1.6x8 STP - 24
3X6 =
1 6 00 FI-2
46
2!
5X6 P�
4
2X4
,�W 5.6 27 28 15 14
3x6
117 &4
6x8 -
I
O.ZZU S NOV i a eui a Ni, i eK un
ID:6qDIOH2OVegl Nkl sxoNemzyuULB-IN 1 ft
5'o 5' 2
25--9-1'2
5x6
5X6
6 7
5X6
A=�� 8
29 is 1230 31 11
3xS SX6 = 3X4
me. wild Apr �4 uu:jun , zu i a rage i
Scale = 1:80.2
2x4
9
26
P
10
ski
17 L2 I I
.:i3.-.8 L-8 T�73 '_ i __i
VU2 i P__.0 _no , 0
Plate Offsets ()�Y)--
[2:0-6-0.0-0-61,14:0-M,0-3-0l,r6:0-3-0,0-2-01,[7:0-3-0.0-2-01,18:0-3-0,0-3-01
LOADING (psQ
SPACING- 2-0-0
CSI.
DIEFL.
in (too)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.65
VerfiLL)
0.37 17-20
>281
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.81
Vert(CT)
0.28 17-20
>378
too
BCLL 0.0
Rep Stress [nor YES
WB 0.61
Hom(CT)
0.07 10
111a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-MSH
Weight: 235 lb FT = 20%
LUMBER-
BRACING-
TOPCHORD
2x4 SO No.2 TOPCHORD
Structural wood sheathing directly applied or 3-6-5 oc, purfins.
BOTCHORD
2x4 SP No.2 *Except* BOTCHORD
Rigid ceiling directly applied or 4-4-3 oc bracing.
4-17:2x4 SP No�3 WEBS
1 Row at midpt 5-16.6-15,8-13
WEBS
2x4 SP No.3
REACTIONS.
(Ibfsize) 2--391/0-8-0, 10=1250/0-7-8,17=158610,M
Max Hom 2=405(LC 9)
Max Uplift 2=-434(LC 10), 10=-575(LC 10). 17=-860(LC 10)
Max Grav 2=395(LC 19), 101 16),17=1729(LC 15)
FORCES. (lb) - Maol. Comp./Max. Ten. -All forces 250 (11p) or less except when shown.
TOPCHORD
2-3---3561417,3-4---2691402,4-5=-230/412, 5-6-147011212, 6-7=-137911179,
7-8=-1577/1208. 8-9i 9-10---2573/1613
BOTCHORD
2-17=-384/231, 16-17=-1580/706. 4-16=-321/245,15-16=-699/1321,13-15=-551/1258,
11-13=-1001/1764, 10-11=-1331/2256
WEBS
5-16=-174i 6-13=-9i 7-13=-204/430.8-13---72a/560, 8-11=-1381497,
9-1 1=-354/347. 3-17=-281/390
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10: Vult=160mph (3-sectand gust) Vasd=124mph; TCDL--4.2psf; BCDL=5.6psf; h=15ft; B=45ft; L=40ft; eave--5ft; Cat.
11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interfor(l) 2-8-Olo 15-4-2, EXtedor(2)15-4-2 to
31-6-9, Interior(l) 31-6-9 to 38-7-8, Extedor(2) 38-7-8 to 42-7-8 zone; porch left exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 Pat bottom chord live load nonconcument with any other live loads.
5) * This truss has been designed for a live load of 21 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 BCOL = 1 0.0psf.
6) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 434 Ito uplift at joint 2, 575 to uplift at
joint 10 and 860 It, uplift at joint 17.
Joaquin Velez PE No.681 82
liffiTek USA, Inc. R. Cart 6634
6904Parke EastBlvd.Tampa Fl. 3361D
Date:
April 24,2019
WARNING - Illvity deeq.,aralulfer.�.dF?ElID NOrES ON THISAND INCLUDED MYTEKRERERWINCEPAGEM�7473rila, 1�015 BEFORE USE
Dedgnvclld forusoonlywith Mitek0connectors. This design steased onlyu,pon parameters ft%n, and Isforon Individual bulding component, not
a truss syeem. Before USO. %a building designer must verity meapploctollItyoi parameters and properly Incorporate ths design Into the overall
burdingdesign. Bracing Incloari Is to Prevent bucking of Individual tress web and/or chord members only. Additional temporary and aernionant bracing
MOW
Is always required for stolanty, and to prevent coui with otomble personal Inury and property damage. For general guidance regarding the
folorication, storage, derVery. election and brocIng of ousses, and tusi syslems, seeANSVWII 11i Ciftsfa. DSB-99 and SCSI Building Component
6904 Parke East Blvd.
Safety InfoariationavOilable from huss Plate Institute. 218 N. Lee Stleat. Suite 312, Alexandria VA 22314.
Tampa, FL 33610
Job
ss pe
4E-ST LUCI
]J7ACK-TOYPEN
T16870594
1755723
TRUSS
itsuinuens ringsoume, riam City, FL - Jabal, 8.220 a Nov 16 2018 M,Tek Industries, Inc. Wed Apr 24 09:38:23 2019 Page I
ID:6qDIOH2OVegl Nkl sxoNemzyuULB-7XOxs7BSdawSwEw6l c9l u94gBwxs_kMc4xOXphzNYEU
-'-4-0 0-10-15
14�0 0-10-15
6
F "A
, �: i
Scale = 1:7.6
Plate Offsets (X.Y)-
[2:0-1-4,0-0-21
LOADING (psi)
SPACING. 2-00
CS1.
DEFIL
in
(too)
Ildeft
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.20
Vert(ILL)
0.00
5
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.04
VerfiCT)
0.00
5
>999
180
BCLL 0.0
Rep Stress [nor YES
W13 0.00
Horz(CT)
0.00
4
Was
ni
BCDL 10.0
Code FBC2017rrPI2014
MaIrix-Mp
Weight: 5 Its FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4SPNo.2
REACTIONS. (lb/size) 3=-4/Mechanical.2=159/0-8-0,4=-16/MechanicaI
Max Horz 2=79(LC 10)
Max Uplift 3=-4(LC 1). 2=-197(LC 10), 4=-16(LC 1)
Max Grav 3=22(LC 10). 2=159(LC 15).4=47(LC 10)
FORCES. (lb) - Maxi. Comp./Max. Ten. -All forces 250 (11b) or less except when shown.
BRACING-
TOPCHORD Structural wood sheathing directly applied or 0-10-15 oc purfins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=5.8psf; h=15ft; B=45ft; L--40fl; eave=-51t; Cal.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone: porch left exposed;C-C for members and forces&
MVVFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) at truss to bearing plate capable of withstanding 4 Ito uplift at joint 3, 197 lb uplift at joint 2
and 16 lb uplift at joint 4.
Joaquin Velez PE No.68182
MiTek USA, Inc. FIL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
Apiril 24,2019
- -
A WARNING- Varisycli vy,,ehrers.rdfiE4D NOTES ON THISAND INCLUDED affm!FKNEFERANCEPAGEM�7473 ra� HIM3,2015SEFORE USE.
- - - - - - - - -
Design valid for use only Vim Mureld!) connectors, This design Is based only upon poramotens shown, and Is for an Indi building component. not
a fim system. Before use. Me building designer must verity Me applicability of design parameters and properly Incorporate this design Into the overall
building design
is Xys qu,= Indicated 6 to prevent buckling of Individual miss web and/or chord members only. Additional temporary and permanent bracing
for stability and to Prevent calicoes, with possible personal Injury and property damage. For general guidance regarding the
fabrication storage, delivery, erection and brockig of inzaes and inis sstems, seeANSVTPII QU Cri D511.99 and BCSI Building Component
Safety inforsnallsonovalloble from Trusa Plate Matfute. 218 N. Lee street, Suite 3T2. Aexa T 14,
MiTek'
69� Parke East Blyd.
Ta.pa, Fl. 33610
Job
Tress
These ype I I �
City Ply
LT 10/2 WATERSTONE-ST LUCI
T16B70595
1755723
CIV
Jack -Open Triess i
2
�
Job Reference (optional)
Builders Firstfource, Plant City, FL - 33567, 8.220 a Nov 16 2018 MiTek Industries, Inc. Wed Apr 24 09:38:24 2019 Page 1
ID:6qDIOH2OVegl NklsxoNemzyuULB.bjyJfTC40tQxXOVIbYgGQMdr)d(H6jB=Jb74L7zNYET
_1_4"O 0-10-15
1-4.0 0-10-15
Scale = 1:7.6
9
T
9
Plate Offsets (YY)--
12:0-1-13,0-0-8]
LOADING (psf)
SPACING- 2-0-0
GSI.
DEFL.
in
(too)
Vdefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip COIL 1.25
TC 0.20
Vert(LL)
0.00
7
>999
240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.04
Vert(CT)
0.00
7
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Hor;z(CT)
0.00
2
n1a
n1a
BCDL 10.0
Code FBC2017)TP12014
Matril
Weight: 5 Ito FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (RcIsize) 3=-5/Mechanical.2=159/0-8-0,4--15/MechanicaI
Max Hom 2=79(LC 10)
Max Uplift 3---5(LC 1), 2=-180(LC 10), 4=-15(LC 1)
Max Grav 3=16(LC 10). 2=159(LC 1), 4=36(LC 10)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ils) or less except when shown.
BRACING-
TOPCHORD Structural wood sheathing directly applied or 0-10-15 oc puffins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTIES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterlor(2) zorl for members and forces& MWFRS for reactions
shown; Lumber DOL=1.60 plate gri DOL=11.60
2) This truss has been designed fare 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide
will fit between the bottom chord and any other members.
4) Bearings am assumed to be: , Joint 2 SYP No.2 crushing capacity of 565 psi.
5) Refer to girder(s) for truss to truss connections.
6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI I angle to grain formula. Building designer should verity
capacity of bearing surface.
7) Provide mechanical connection (by others) of Muss to bearing plate capable of withstanding 5 lb uplift at joint 3, 180 lb uplift at joint 2
and 15 to uplift at joint 4.
Joaquin Velez PE No.68182
MiTek USA, Inc. FIL Cert OG34
9904 Parke East Blvd. Tampa FIL 33610
Date:
April 24,2019
WARNING- Wfifyd�s1goW.ste.4rtdR0ID NOTES ON THS�DINCLUDWWEKREF�CEPAGEM�,�..�. 7071342015 BEFORE USE
Design valid for use only wIM Mirekg contractors. ThIs denign Is based only upon parameters sh�. and [; far an IndIvIdual bulding component, hot
Nil'
a I system. Soros Inc. the bullding dengner must verry the appFcabliffy of design parameters and properly Incorporate Mls dedgn Into Me overall
buildIng design. BrocIng Indicated a to prevent buckling of lndMdual MM web ondlor chord members only. Additional temporary and bracing
Mek'
permanent
Is always required for stability and to prevent collapse with passible personal Injury and properly damage. For general guldonce regarding Me
fobrIcaflon, storage. delivery, erection and bracing of trusses and truss systems. seeANSl Quaid Criteria. DS549 and SCSI Building Component
6904 Parke East Blvd.
Safety Intonational from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandro. VA 2211A.
Tarnpa. FL 33610
Job
Truss ype I I
Oty .
LT 10/2 WATERSTONE-ST LUCI T16870596
1755723
�Tr.
C 3
JACK-OPENTRUSS
4
�Ply 1
�
1
Job Reference (optional)
burners rimicource, ream Ully, I-L - JJO01, IOZZU S NOV 11, ZU1IJ Mi I eK Industries, Inc. Won Apr 24 J9:Ub:2b 2019 Vage 1
ID:6qDIOH2OVegINklsxoNemzyuULB-3vWhtpDigBAo9Y3U9FBVzaAOhkcYSesvXFtetazNYES
2-UM5
2-10-15
Scale= 1: 12.6
I
1 2-10-15
Plate Offsets (X,Y)-- [2:0-14.4,Edgel
LOADING fteso ]SPACI G- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 4-7 >999 240 MT20 244/196
TCDL 7.0 Lumber DOL 1.25 BC 0.09 VerrCT) -0.01 4-7 >999 180
BCLL 0.0 IRep Stress Incr YES WEI 0.00 Horz(CT) -0.00 3 n/a n1a
BCDL 10.0 1 Code FBC2017rrPI2014 Matdx-MP Weight: 12 In FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or2-10-15 oc pudins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc blecing.
REACTIONS. (Itelsize) 3=59/Mechanical,2=194/0-8-0,4=30/MechanicaI
Max Horz 2 131 (LC 10)
Max Uplift -51 (LC 10), 2=-155(LC 10)
Max Grant 3-71 (LC 15), 2-197(LC 15), 4--48(LC 3)
FORCES. (11b) - Max. Complimax. Ten. -All forces 250 (11a) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-secarrid gust) Vasd=124mph;TCDL=4.2psf; BCDL--5.8psf; h=15ft; B=45ft; L--40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi-0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.6d plate grip DOL-1.60
2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been desi6ned 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 bottomi chard and any other members.
4) Bearings are assumed to be: , Joint 2 SYP No.2 crushing capacity of 565 psi.
5) Refer to girder(s) for trus� to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 Ita uplift at joint 3 and 1 S5 lb uplift at
joint 2.
Joaquin Velez PE No.68182
I USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
April 24,2019
hamcfemandRE4DNOmiS ON MSANDINCLUDMMffEKRE�ANCEPAGEM�74Mm. 10,1131,2015BEFOREUSE
A& WARNING- Vinifyde.11.pa i
Design valid for use onlywith Milek0connachers.ThIscosign Is based only upon parameters shown, and Is for on Individual building comIconent. not
a truss system. Before we, the buDdIng designer must verify Me applicablity, of design parameters and properly incorporate this design Into the Overall
buIdingdeegn. Wachng Indicated sto prevent buckling ofhldMdual thnswet, and/or chord members only. Additional temporary and permanent bracing
MiTek'
is always squired for stability and to provent-collopse with possible personal Injury and property damage. For general guidance regarding Me
fabrication, storage. delivery, ereaton and bracing of trusses and Muss systems, saeANSVrPII Qua Criteria, DS349 and BCSI Building Component
69N Parke Eas BlVd.
Safety Informationsovallatel. fr6m Trun Plate Institute, 218 N Lee Streel. Suite 312, Aexa '2114.
Tampa, Fl. 3ZO
Job
Truss
Truss Type
City
Ply
LT 1 (V2 WATERSTONE-ST LUCI
T16B70597
1755723
C3V
Jack -Open Truss
2
1
Job Reference (oplionall
Builders FirstSource, Plant City, FIL
33567, 8.220 s Nov 16 2018 M!Tek Industries, Inc. Wed Apr 24 09:38:25 2019 Page 1
ID:6qDIOH2OVegINklsxoNemzyuULB-3vWhtpDigBAo9Y3U9FBVzaADhkcYSesvXFtetazNYES
i 4.4.0 2-10-15
1.4.0 2-10-15
3X4 �
1 2
Scale = 1:12.6
Plate Offsets (X,Y)—
[2:0-1-13,0-0-81
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL
in
(too)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TG 0.20
Vert(LL)
-0.00
4-7
�999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.09
Verl(CT)
-0.01
4-7
>999
180
BCLL 0�0
Rep Stress Incr YES
WB 0.00
Horz(CT)
0.00
3
n/a
nta
BCDL 10.0
Code FBC2017rrP12014
Matrix -MP
Weight: 12 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No* 2 TOPCHORD
BOTCHORD 2x4 SP No.2 BOTCHORD
REACTIONS. (lb/size) 3--60/Mechanical,2=194/0-8-0,4=29/MechanicaI
Max Hom 2=i.31(LC 10)
Max� Uplift 3---.57(LC 10), 2=-146(LC 10)
Max Gmv 3=73(LC 15),2=195(LC 15),4=49(LC 3)'
FORCES. (1b) -Max. Comp./Mm Ten. -All forces 250 (1b) or less except when shown.
Structural wood sheathing directly applied or 2-10-15 ad pudins.
Rigid ceiling directly applied or 1 0-M oc bracing.
NOTES- ; L
1) Wind: ASCE 7-10; Vult= I 60mph (3-second gust) Vasd=l 24mph� TCDL--4.2psf; BCDL--5.8psf; h=1 5ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=O. 18; MWFRS (directional) and C-C Exlerloh(2) zone;C-C for members and forces & MWFRS for reactions
shom; Lu mber DOL--1,60 "Plate grip DOL=1.60
2) This truss has been designed for a 10.0 pat bottom chard live load nonconcu Meant with any other live loads.
3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Bearings am assumed to be: , Joint 2 SYP No.2 crushing capacity of 565 psi.
5) Refer to girder(s) for truss to truss connections.
6) Bearing at joint(s) 2 considers parallel to grain value using ANSVIPI I angle to grain formula. Building designer should verify
capacity of bearing surface]
7) Provide mechanical conne�iion (by others) of truss to bearing plate capable of withstanding 57 Ild uplift at joint 3 and 146 Ito uplift at
joint 2.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd.Tampa R. 33610
Date:
April 24,2019
,& WARNWO-Vldfyd.Wg.�mm'e�m.dRaDNOMS ON ThuSANDNCLVDEOMnSKREFER4NCEPAGE�74M. 10=015BEFOREUSE,
DesIgn valid for ussonlyWrIn MiTed3connectors ThIs design Is based orry umn porornetem�o� and Is for an Individual buildirg component not
a thuss system. Before use. the bulding d9sIgner must verify me applIcabifity of desIgn parameters and properly Incorporate ths design Into Me overall
buildingdedgn. trading Indicated Isto prevent buckling of Ind[Aduol truss web and/or chard members only. AddiffonaltemporaNcndpe�onentbrochg
M!Tek'
Is aWays roci for stability and to prevent coliapse w1m possible personal mury and properly damage. For general guldonce regarding Me
folodcation, storage, dellvery. erection and brocing of trusses and truss systems seeANSVrPII Quo" Cifteda. PSB49 and BCSI lifulding Component
6904 Parke Easl 3W.
Safety Informotioriovalloble from Truss Plate Institute. 218 N. Lee Shoot. Suite 312. Nexondr1a. VA 22114.
Tampa, FL 336 0
Job
Truss
Times Typo
Oty
Ply
ILT 1012 WATE RSTONE-ST LUCi
T16870596
�
1755723
C5
JACK-OPENTRUSS
4
1
Job Reference foutionaft
bullaers rusabource, MGM Ully, rL - ZrJobf, U22US NOV IbZUJU miIeK Inausmes, Inc. WedApr24U9;3B:252UI9 Fagert
ID:6qDIOH2OVegl Nkl sxoNemzyuULB-X64349DKwVJfNehi4kWd6a8sBB563mvcBPOzNYER I
4-1(M5
4�10-15
3X4 =
LOADING (psi)
SPACING-
2-0-0
CS1.
DEFIL
in
(too)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.58
V t(L L)
art
0.12
4-7
>494
240
TCDL 7.0
Lumber DOL
1.25
BC 0.51
Verl(CT)
0.10
4-7
>575
180
BCLL 0.0
Rep Stress Incr
YES
Wa
Hom(CT)
-0.00
3
rite
n/a
BCDL 10.0
1 Code FBC2017f roll
Mat
LUMBER- BRACING-
TOPCHORD &4SPNO�2 TOP CHORD
BOT CHORD 2X4 SP No�.2 BOTCHORD
.1
REACTIONS. (lb/size) 13=111/Mechanical,2=26110-M,4=5afMechani�I
Max Horz'2=185(l-C 10)
Max Uplift 13---120(LC 10). 2=-257(LC 10). 4=-71 (LC 10)
Max Grav i 3--122(LC 15), 2-261 (LC 1), 4=87(LC 3)
FORCES. (lb)-Max.Cor I ppJMax. Ten. - All forces 250 (lb) or less except when shown
NOTES-
1) Wind: ASCE 7-10; Vult..
ft; Exp C; Encl., GCpi=C
MWFRS for reactions s
2) This truss has been cleii
3) * This truss has been or
will fit between the bottc
4) Refer to girder(s) for in.
5) Provide mechanical car
joint 2 and 71 Ito uplift ai
Scare = 1:17.6
PLATES GRIP
MT20 244/190
Weight: 18 It, IFT = 20%
Structural wood sheathing directly applied or 4-10-15 cc puffins.
Rigid ceiling directly applied or 10-0-0 cc bracing.
160mph (3-secand gust) Vasd-- 1 24mph; TCDL=4.2psf; BCDL=5.Spsf; h=l 5ft; B=45ft; L--40ft; eave=5ft; Cat.
18; MWIFIRS (directional) and C-C Exteriar(2) zone: porch left exposed;C-C for members and forces &
town; Lumber DOL=1.60 plate grip DCL=1.60
great for a 10.0 Pat bottom chord live load nonconcument with any other live loads.
signed 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
Ti chord and any other members.
as to truss connections.
tiection (by others) of truss to opening plate capable of Withstanding 120 Ito uplift at joint 3, 257 lb uplift at
joint 4.
I
Joaquin Velez PE No.68182
Milrok USA, Inc. FIL Cart 6634
6904 Parke East Blvd. Tampa FIL 33610
Dat�;
April 24,2019
All WARNING - VheydSirrimpirmnaforsanuIREADNOTES ON THISAND INCLUDED AUrEKRE�ANCEPAGEAfi,747aN,v. laviazarOLSBEFOREUSE.
Design valid for use only with Miaccas connectors. This design Is based only upon parameters Shown and S for on Individual building component. not
a huss system. Before use. the building designer must verl"e cppilcablllty of design parameters and property Incorporate MIS design Into Me overall
buildingdesIgh. Bracing Indicated Is to prevent buckling of Individual trussivieb and/or Chord members Only. Addifloncitemporcqondpe�anentbrachg
WOW
IS dways required for stability and to prevent collapse vvith possible personal hiury and property damage. For general guidance regarding Me
fabrication. storage. delivery. creation and bracing of trusses and hus ssterns, seeANSVP11 Quo' Cifforla. D5549 and BICS! Building Component
69N Parke East Blvd.
Barrel fisfrohnisficircNallable from Twsa Plate Institute, 218 N. We Street Suite 312. PJexandria. VA 22714.
Tampa. FIL 33610
1
Job
Truss
Truss Type
Oty Ply
LT 10/2 WATERSTONE-ST LUCI
I
T16870599'
1755723
C5V
1
2
.
Job Reference (optional) !
Builders FirstSource, Plant City, FIL - 33567, 8.220 a Nov 16 2018 MiTek Industries, Inc. Wed Apr 24 09:38:27 2019 Page 1
ID:6qDIOH2OVegl NkI sxoNemzyuULB-?IeRIVEyhpRWOsDtGgEz2?FlyXEUwYLC?ZMkySzNYEQ
-1�4.0 4-10-15
1-4. 4.10-15
Sc.le = 1:17.6
3X4 �
Plate Offsets (X,Y)— 12:0-1-13,0-0-81
LOADING (pso
SPACING- 2-0-0
CS].
DEFL. in
jloc) Vdefl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.47
Vert(LL) 0.05
4-7 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.38
Vert(CT) -0.06
4-7 >999 180
BCLL 0.0
Rep Stress Incr YES
Wa 0.00
Hom(CT) -0.01
a n/a Fire
BCDL 10.0
Code FBC20171-rPI2014
MaftxMP
Weight: 18 to FT = 20%
LUNI
BRACING-
TOPCHORD Px4 SP No.2
TOPCHORD
Structural wood sheathing directly applied or 4-10-15 ad purfins.
BOTCHORD 2x4 SP No.2
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (lb/size) .3=112(Mechaniml,2=261/0-8-0,4=57/MechanicaI
Max Horz 2=185(LC 10)
Max Uplift 3=-I 11(LC 10), 2=-156(LC 10)
MuGmv3=136(LC15).2=264(LC15).4-87(LC3)
FORCES. (lb) -Max. COMpJMax. Ten. -AH forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; VuIt=1 60mph (3-second gust) Vasd= I 24mph; TCDL=4.2psf; BCDL=5.Bpsf; hl 5111; B--45ft; L=40ft; eave=5ft; Cat.
11; E)p C; Encl., GCpi=O. 18; MVVFRS (directional) and C-C Exleriar(2) zone;C-C for members and forces & MVVFFIS for reactions
shown; Lumber DOL--1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 pst bottom chord live load nonconcu ment with any other live loads.
3) .* This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Bearing at joint(s) 2 considers parallel to grain value using ANSLrrPI 1 angle to grain formula. Building designer should verify
capacity of hearing surface.
6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding I 11 lb uplift at joint 3 and 156 lb uplift at
joint 2.
Joaquin Velez PE No.68182
MiTek USA, Inc. FIL Cart 6634
6904 Parke East Blvd. Tampa FIL 3381 D
Date:
April 24,2019
AWARNING- Verity deerfanperameferesedREIDNOTES ON MISANONCLUDEDUffEKREFERANCEPAGEU�74mmv. ravissfavisSUORE USE
Design vold for use only with Miliekii connectors. This design d based only upon porometers shown, and Is for on Individual building component, not
a muss system. Before use, Me building designer must verily the opplaotbUlty, of design parameters and properly Incorporate this deal Into Me overall
building dorli Bracing Indicated Is to prevent buckling of Individual frass web and/or chord members only. Additional temporary and permanent bracing
Is always required for Mobility and to prevent collapse, with possible personal injury and property damage. For general guidance regarding Me
fabrication. storage. delivery, erection and bracing of trusses and buss systems scoANStni goals Cetera, DS549 and BCSI Building Component
Safety informational from Truss Note Institute, 218 N. Leo StrearSulte 312. Nexa !2114,
MIRA'
69M Parke Ea�t 31,id.
Tampa, FIL 33610
J107S5723
T rues,
Truss Type
E-ST UJIGI
I
T1687060D
D 7
Half Hip Truss
2
1
Job Reference (optional)
bunaers rusibource, riarn ully, rL - Jdabl,
I
�Mn I i
U.22US NOV 1tiZUlb Milek IndUSMOS, Inc. VVedApr24G9:3B:42201S
NklsxoNemzyuULB-3B26RdQNSQKOh9tieK?U99NIBaEAxAGPSOUI
L
5XB
2X4 11
5x6
3x4
5x6
6.00 r1_2
is
19 20 21 422 23 24
25 5 26
27 28 6 29 30 31
32 7 33 34
ji,
IS
14 36
37 38 13 39 40
41 12 42
43 11 45 46
47 10 48 49
Zbdi
2.4 11
6,02 MT20HS
3x4
6xl 2 MT20HS
5X6
Scale 1:74.8
5X6
35 8
50 9
2X4
LOADING (psf)
[SPACING-
2-0-0
CS1.
DEFL. in
(loc) Vclefl Ud
PLATES
GRIP
TCLL
20.0
Plater Grip DOL
1.25
TC 0.92
Verfil-L) 0.64
12 �795 240
MT20
244/190
TCDL
7.0
Lumber DOL
lRep
1.25
BC 0.81
Vert(CT) -0.78
12-13 >646 180
MT20HS
187/143
BCLL
0.0
Strass Mar
NO
WB 0.69
Horz(CT) 0.16
9 nta n1a
BCDL
10.0
�Code FBG2017/rPI2014
MaMx-MSH
Weight: 428 Ito
FT = 20%
LUMBER-
BRACING-
TOPCHORD 2x4 SP No.2"-E=ept*
TOPCHORD
Struictural wood sheathing directly applied, except end verlicals.
3-5,5-7: Px4 SP M 31
BOTCHORD
Rigid ceiling directly applied or 6-0-14 oc bracing.
BOTCHORD 2x4SPNo.11
WEBS 2x4 SP No.3rExcept*
3-13,5-13,6-12,7-11,B-10:2x4 SP No.2
REACTIONS. (Ilb/size) 2j2921/0-8-0,13-2924/0-3-8
Max Horz 2-1243(LC 8)
MmlLJplift2='-1649(LC8),9--1636(LC8I
FORCES. (lb) -Max. Comp I IMax. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-584613186. 3-4=-8024/4517.4-5=-8054/4547.5-6---8900/4992, 6-7=-793514456,
7-8=4975(2780, 8-9=-279411687
BOTCHORD 2-14=-292215154.13-14=-2923/5175,12-13---501018910,11-12=,441717887,
10-1 1=-284.3/5065
WEBS 3-14=-3a/688, 3-13=-178813196.4-13=-728/723. 5-13=-960/535, 5-12=-239/434,
6-12=-645/1137. 6-1 1=-I 184/955. 7-1 1=-IB09/3220.7-10=-2195/1556, 8-10---3066/5492
NOTES-
1) 2-ply truss to be connected togetherwith 10d (0.131'x3') nails as follows:
Top chords connected as follows: 2x4 - I row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 raw at 0-9-0 do.
Webs connected as follov4s: 2x4 - I row at 0-9-0 oc.
2) All loads am 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 clistribule only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced mof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=l 60mph (3-second gust) Vasd=1 24mph; TCDL=4.2psf; BCDL=5.8psf; h=l 5ft; B=4�ft: L=40ft: eave=5ft; Cat.
11; Exp C: Encl., GCpi=O.l 8; MWFRS (directional); Lumber DOL--1.60 plate grip DOL--11.60
5) Provide adequate drainage to prevent water poncling.
6) All plates are MT20 plates unless otherwise inificated.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom.chord and any other members.
9) Bearings are assumed to: be: , Joint 9 SYP No.2 crushing capacity of 565 psi.
10) Bearing at jo[nt(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
11) Provide rnechanIcal connection (by others) of truss to bearing plate capable of withstanding 1649 111 uplift at joint 2 and 1636 lb
uplift at joint 9.
Joaquin Will: PE No.68182
Il USA, Inc. FIL Cert 6634
6904 Parka East Blvd. Tampa FIL 331110
Date:
April 24,2019
AWARNING- Verify NOTES ON TFOSAND INCLUDED MITISKREFERANCEPAGEMX74M row. 14MIQ015 BEFORE USE
Design valid for use only wM Mffekg connectors. This design N based only upon parameters shcrwn, and Is for on Individual culding component, not
a truss system. Before use, the oultding des[gner must verify the appilcoblithr of design parometers and properly Incorporate tru design Into Me overall
building design. Bradng Indicated Is to prevent bucidIng of hcMdual Ouss web and/or chord mambers only. Additional temporary and permanent bracing
MiTek'
Is always rectulred for stability and to prevent r;rsladsa with possible personal hJury and property damage. For general guidance regandfing Me
fabricatlom storage, delivery, erection and bracing of trusses and trues systems, saeAlatrill QuaW C1118,10, DS549 and BCSI Building Component
Safety MformationaVallable from Truss plate Institute, 218 N. Lee Steel, Suite 312, Alexandria, VA 22314.
- I
6904 P.,i,. East BId.
Tempo. FL. 33610
Job
Truss
. t I
Truass Type
Qh'
ply
ILT 10/2 WATERSTONE-ST LUC[
!
T16870600
1755723
D7
Half Hip Trus�
1
2
� Job Reference (ODtiDnal)
bunders -irstisource, Flant City, 1-1- - 33557, 8.220 a Nov 16 2018 ]1 Industries, Inc. Wed Apr24 09:38:42 2019 Page 2
ID:6qDlOH2OVeglNklsxoNemzyuULB.3B26RdQN9()KOhgtleK?U99N[BaEAxAGPSOUI_5zNYEB
NOTES-
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loi 189 He down and 215 Ito up at 7-0-0, 87 Ile down and 164 lb up at
9-0-12, 87 lb dam and 164 lb up at 11-0-12, 87 lb down and 161 He up at 13-0-12, 87 Ile down and 164 lb up at 15-0-12, 87 to down and 164 lb up at 17-0-12, 87 le
down and 164 lb up at 19-0-12, 87 le down and 164 lb up at 21-0-12. 87 lb down and 164 lb up at 23-0-12, 87 [b down and 164 It, up at 25-0-12, 87 lb down and 164 tic
up at 27-0-12, 87 lb down and 164 le up at 29-0-12, 87 lb down and 164 lb up at 31-0-12, 87 lb down and 164 lb up at 33-0-12, 87 le down and 164 lb up at 35-0-12, 87
It, down and 164 lb up at 37-0-12, and 87 It, down and 164 lb up, at 39-0-12, and 87 lb dam and 164 It, up at 41-0-12 on top chord, and 326 Ito down and 142 le up at
7-0-0, 65 lb dam at 9-0-12, 65 lit down at 11 -0-12, 65 lb clowai 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 25-0-12, 65 lb down at 27-0-12, 65 lb down at 29-0-12,65 lb dam at 31-0-12, 65 lb dam at 33-0-12,65 lb down at 35-0-12, 65
to clown at 37-0-12, and 65 It, down at 39-0-12, and 65 le dam at 41-0-12 on bottom chord. The designifselection of such connection device(s) Is the responsibility of
others. i
r
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increasei Plate Increasei
Uniform Loads (plQ
Vert: 1-3=-54, 3-8=-54, 9-15=-20
Concentrated Loads (lb) I
Vert; 3=-1 89(B) 5---87(B) 14=-31 O(S) 12=-40(B) 7=-87(B) I D-40(B) 18=-87(B) 19i 21=-87(B) 23---87(B) 24---87(B) 25=-87(B) 26=-87(B) 27=-87(B)
28=-87(B) 30=i 31 =-87(B) 32=-87(B) 33--87(B) 34�.Si 35=-87(B) 36=i 37=-40(B) 38---40(B) 39=-40(B) 40=-40(B) 41=i 42=-40(B) 43=-40(B)
44---40(B) 45=-40(B) 46=-40(B) 47=40(B) 48iiii-41)(B) 49=-40(B) 50=40(B)
wMNMG-Vhtyd&s19m,a..ata16.dRE4D NOTES ON ?WSMDINCLUDOM�KR��NCEPAGEM�74M.I lWaTblSBEFOREUSE.
Design volld for we only with MRekB connectors. This design Is based only ul�oh parameters snovin, end is for an bndlvdual building component, not
Nil'
a thu&r system. Before use. me building claslCrier must verify Me applicability of design parameters and propary Incorporate this design Into the overall
buildIngdesIgn. Bracing Indicated sto prevent bi of Individual mas wee and/or chord members only. Addiflonal temporary and Parmonent bracing
M!Tek'
Is always required for stability and to prevent colloase, with Possible personal thury and property damage. For general guidance regarding Me
fabricalkin, storage, delivery. erectlon and bracing of marses and mass, system% seeANSVTPII Quaffly Criteria. DS349 and BCSI Build
Safety Infrominatiorrvaillable from Thas Plate Instnae. 218 N� Lee Street, Suite 312, Aoxandric. VA 22314. Ing CoMpOnsint
69M Parl East Blvd.
Tampa, Fl. 33610
Job
Truss
These Type I - I
Ply
LT 10/2 WATERSTONE-ST LUCI
T16870601
1755723
D9
Half Hi� Truss
�Qty.
I
�
I
Job Reference (optional)
buinaers rursizsouroe, riam uiry, -L �
..". IF luv .. le 1. v, I ul� IF lu. InAxi Apr Z% uU.00.q% 4u I w
2
6.00 F1-2 21 �2 23 5
Sca?e = 1:74.8
BIB 5.8 BIS
6 24 25 7 .26 -8---
2.4
3
FBI STP - 19 20
3X6 =
15 14 13
3X4 4X6 3XG
12 11 10
5X8 = 3x6 5.6
I
9
3x4
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL
in (loc) VdefI L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 1.00
V t(LL)
eft
'0.46 12-13 >999 240
MT20 2441190
TCOL 7.0
Lumber DOL
1.25
BC 0.97
Vert(CT) -0.69
12-13 >738 180
1
BCLL 0.0
Rep Stress Iner
YES
WB 0.64
Ho�(CT)
0.15 9 file n/a
BCDL 10.0
Code FBC2017fTP[2014
Matnx-MSH
Weigh!. 221 lb FF = 20%
LUMBER-
BRACING-
TOPCHORD 2x4 SP NO.2 *Except*
TOP CHORD
Structural wood sheathing directly appliedJ except end verticals.
4-5,7-8: 2x4 SP M 31
BOTCHORD
Rigid ceiling directly applied or 2-2-0 do bracing.
BOTCHORD 2x4 SP No.2
WEBS
1 Row at midipt 4-13, 5-12, 7-12.8-10
WEBS 2x4 SP N6.3 *Except*
I
4-13,5-12,7-12,8-10:2x4 SP No.2
I
REACTIONS. (lb/size) 2=1633fD-8-0,9=1558/0-3-8
Max Hom 2=297(LC 10)
Max Uplift 2=-795(LC 10), 9=-720(LC 10)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-2985/1922,3-4---279311832,4-5=-357912283,5-6=-3509/2145,6-7=-3509/2145,
7-8=-2363/1425,8-9=-148311000
BOTCHORD 2-15=-1925/2628,13-15=-1691/2475,12-13---2297/3593,10-12=-1453/2399
WEBS 3-15=-30af347, 4-15---163f441.4-13=-674/1�39,5-13=-478/420,6-12=-414/396,
7-12=-794/1274, 7-10=-1 110/882, 8-10=-1600/2657
I
NOTES-
1) Unbalanced met live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=5.8psf; h=1 5ft; B=45ft; L=40ft; eave=5ft; Cat.
I: Exis C; Encl., GCpi=0.18; MyVFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Intedor(l) 2-" to 3-4-2, Exterfor(2) 3-4-2 to
14-7-14, Intemorl) 14-7-14 to 38-1-12, Exterion(2) 38-1-12 to 42-1-12 zone;C-C for members and forces. & MVIFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 test bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-.6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi.
7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 In uplift at joint 2 and 720 111 uplift at
joint 9.
Joaquin Velez PE No.68182
MiTek U�A, Inc. FIL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
I April 24,2019
WARNING- Verify derignarnerretres, end READ NOMS ON �13 AND INCLUDED AffnEICREFERANCEPAGEM11-74" re, 104AMPOISSEFORELISE.
Fine-
Design void for we only with Affelk2 connectors. Pris design is based'orly Won parameters shown. and Is for an Individual building component not
IMI,
a truss, system. Before use. the building designer must verify the applicaleaty, of design parameters and proparly Incorporate this design Into Me overall
building design. Bracing Indicated Is to prevent buckling of individual huss web and/or chord members only. Additional temporary and bracing
M1761C
permanent
Is always required for stability and to prevent colloase with possible personol Injury and property damage. For general guidance regarding Me
'*. East Blvd.
fabrication, storage. dell,ary. erection and bracing of trusses and truss systems. seeAtiSimil Qual Cfflodo,DSB.89=dBCSIBuldbigComponI 1
if
Safety Inforranationcrallable from Truss Mote In 2 14,
striuno, 218 N. 1.0. Street Suite 312, she.ondria, VA 2 ST
6904 P.
Tampa, FIL 33610
Job
Trus a
Truss Type
P"
LT'012 WATEPSTONE-ST UJC[
T16870602
�R
1755723
D11
Hip Truss
I"y
Job at.,... (optional)
builders i-insibource, I'larn Ully, I-L. - JJabf,
mzzus Nov io�uiu viieKinausmes. Inc. vneaApr4�uv:,so:,u,zuiu rays, i
Scale = 1:74.8
5.8 =
21 22
5X8
5
5xS
6 24 25 7
15 13 12 10 9
3x5 I- axt ax6 3x4 5X8 axB= 2X4
34—
P TJV2 i Q
11 RE L.1-VNI �2_
77
Plate Offsets (X,Y)--
[2:0-2-9,0-1-8],[4:0-6-0,0-2-8],[5:0-4-0,0-3-01�[6:0-3-0,0-341,[7:0-5-8,0-2-41,[8:0-3-0,0-1-81
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL.
in (loc)
i
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.96
Vert(LL)
-0.32 15-18
>999
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.89
Verl(CT)
-0.71 15-18
>709
180
BCLL 0.0
Rep Stress Incir YES
WB� 0.89
Horz(CT)
0.12 9
n/a
n1a
BCDL 10.0
Code FBC2017/rP]2014
Matrii
Weight: 225 lb
FF = 20%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except'
4-5,6-7:2x4 SP M 31
BOTCHORD 2x4SPNo.I
WEBS ?x4 SP N6.3
BRACING.
TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOTCHORD Rigid ceiling directly applied or 4-6-0 oc bracing.
WEBS - I -Row at midipt 5-12.7-12
REACTIONS. (lb/size) 2=163310-8-0,9=155a/0-3-8
Max Horz 2=19i 9)
Max Uplift 2=-805(LC 10), 9=-71 O(LC 10)
Max Grav 2=1681(LC 15), 9=1558(LC 1)
FORCES. (lb) - Mani Comp./Max. Ten. -All fames 250 (11b) or less except when shown.
TOPCHORD 2-3=-2973/1958,3-4=-2721/1834,4-5---2997/2106,5-6=-2761/1942,6-7=-2763/1943,
7-8---1859/1248, 8-9=-1501/1089
BOTCHORD 2-15=-1745/2729,13-15=-1445/2455,12-13=-1860/3045,10-12=-970/1584
WEBS 3-15=-405/427,4-15=-199/573,4-13=-4681907,5-13=,3591365,5-12=-3901211,
6-12=-4d4/458,7-12=-866/1469,7-10=-3781411,8-10=-96211623
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph;TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L--40ft; eave=5ft; Cat
11; Exp C; Encl., GCpI=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Internor(l) 2-8-0 to 5-4-2, Extemor(2) 5-4-2 to
16-7-14, Interior(l) 16-Jr-14 to 30-0-2, Exlerior(2) 30-0-2 to 42-1-12 zone;C-C for members and fames & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 Pat bottom chord live load nonconcument with anyother live loads.
5) * 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 = lbDiasf.
6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi.
7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI I angle to grain formula. Building designer should verily
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 805 It, uplift at joint 2 and 710 Ib uplift at
joint 9.
Joaquin Velez PE NO.G11182
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
April 24,2019
WARNING. Vertly deefgn patarratemandRE4D NOTES ON MISANDWCLUDWM�KREF�NCEPAGEMIP74nm� IS=016BEFOREUSE
Design valid for use only with MiTeM connectors. This design � based only upon poromaters shown, and is for an Individual building component, not
. truss system, Before ussr. the building designer must verify Me applicability of design parameters and papery Incorporate this design Into Me overall
building design. Bracing indicated Is to prevent buckling of Individual trum web and/or c1nord members only. Additional temporary and permanent oraclng
M!Tek'
Is always required for stability and to prevent collapse with possible persond Injury and property damage. For general guidance regarding Me
fabrication, storage, delivery. erection and bracing of Lasses and Inass systems, seeANSIMIJ Quality Cii DSB49 and BCSI Building Comalonent
69N Parke East Blvd.
Safety Informationavorlable from Truss Rate Institute. 218 N. Lee Stout, Suite 312, Alexandria, VA 22314.
Tarripa, FL 33610
Truss
Truss Type
city
Ply
LT 10/2 WATERSTONE. ST LUM
.I
I T16870603
1755723
613
Hip Truss
1
1
I
Job Reference (optional,
uumers inirsusource, Plant uny, FL - 33515t, b.22USNovib2oibm�IeKinausInes,llnc. WodApr24011:08:302019 Pagel
ID:6qDIOH2OVegiNklsxoNemzyuULB-PtJawWG�-kp5FJySxonggdtk9l767iSehXaPYnzNYEN
� 44 1 If -8�2O 111 %11 0 SIX 2 42-3
1 _0 1_8 3_ _;0 4-10 0 T15" 1`33 4-1-41
1-4 7-5 1111-o 7-_1'1%0.
i I Scale 1:77.7
6.00 F1_2 5X6 2x4 11 6.l2YT20HS SX8
2X4 11 5 25 26 6 27 28 7 8
I C4
't ic?
20 19 1
14 13 12 11
3.6 5XIS 2x4 �4 11 SXB &8
7'1a�
1l -�2
21��11_11._Ao
lai�
_7
a
a
Plate Offsets (X,Y)-
[3:0-3-0,0-3-01,T5:0-4-0,0-2-81,18:0-M,0-2-81,[15:0-6-8,0-4-12],[16:0-3-8,Edge1,117:0-2-12,0-3-4]
LOADING (psi)
SPACING- 2-0-0
CS].
DEFL.
in (Joe) I/deft
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.79
Vert(LL)
0.44 16-17 >999
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.89
Vert(CT)
-0.84 16-17 >603
180
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.87
Hom(CT)
0.32 11 rVa
n1a
BCDL 10.0
Code FBC2017/rPI2014
MamxMSH
Weight: 255 Be
FT = 20%
LUMBER -
TOP CHORD
2x4 SP No.2 *Except*
5-7:2x4 SP M 31
BOTCHORD
2x4 SP No.2 *Except*
4-19,7-13:2x4 SP No.3,16-17,15-16:2x4 SP No.1
WEBS
2x4 SP No.3 *Except*
17-20: 2x4 SP No.2,10-11: 2x6 Sid No.2
BRACING-
TOPCHORD
Structured wood sheathing directly applied or 2-2-0 oc purins,
except end verticals. i
BOTCHORD
Rigid ceiling directly applied or 4-3-14 oc bracing. Except:
10-0-0ocibrading:17-19,13-15 '
WEBS
I Row at midpt B-15,9-11
REACTIONS. (lb/size) 2=165110-B-0,11=157610-3-B
Max Horz 2=235(LC 9)
Max Uplift 2=-791(LC 10), ll=-697(LC 10)
FORCES. (lb) - Max. Com�./Ivlax. Tall, -All forces 250 (1b) or less excbpt when shown.
TOPCHORD 2-3=-3032/1896,3-4--4104/2692,4-5=-4048/2744,5-6=-�3758/2551, 6-7=-3749/2542,
7-8=-331?J2293, 8-9=-1905/1363
BOTCHORD 2-20=-167i/2661, 16-17=-1890/3127, 15-16=-1997/3362, 7-15=-6231502,
11-12=-890/1302
WEBS 3-20=-1345/975,17-20=-1886/3071, 3-17=-563/1047, 5-17=-749/1324, 5-16=-3801887,
6-16=-468/487, 7-16---252/528,12-15---101011760,8-15=-1385/2294,8-12=-9511608,
9-12=-951540, 9-11 =-1 85311307
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=l 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Bpsf; h=15ft; B=45ft; L--40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C * Exterior(2) -1-4-0 to 2-8-0, Interion(l) 2-8-0 to 7-4-2, Extedor(2) 7-4-2 to
18-7-14, Interior(l) 18-7-14 to 28-0-2, Exlerlor(2) 28-0-2 to 42-0-12 zori for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60. plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) All plates are MT20 platei unless otherwise indicated.
5) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.0ps! on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members. 1
7) Bearings are assumed to be: . Joint 11 SYP No.2 cruishing capacity of 565 psi.
8) Bearing at joint(s) 11 considers parallel to grain value using ANSVTPI I angle to grain formula. Building designer should verify
capacity of bearing surface:
9) Provide mechanical connection (by others) of truss to bearing plate 6apable of withstanding 791 lb uplift at joint 2 and 697 Ito uplift at
joint 11.
Joaquin Velez PE No.68182
MiTek USA, Inc. FIL Cart 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
April 24,2019
WARNIM13- V�HlYd.�19.�1q.1t�...dft�DNOT�ONMISANDWCLUDEDM�KREFERANCEPAGEMIP74m�. lwwols BEFORE USE.
Destgn vold for use only with Niffeklaconnecters. This design is based only upon parameters sho,ru, and Is for an ridIvidual bufldhg component, not
Dal'
a truz systery. Before we, me building designer mosil verify me applicability of design parameters and properly Incorporate fills design into the overall
buildingdesIgn. Bracing Indicated Is to prevent buckling of Individual truvivieto and/or chord members only. Additional temporarycind priancrient bracing
MiTek'
is always required for goblily, and to prevent collapse win possible personal Injury and properly damage, For general g�ldance regarding me
fabricator, storage. delivery, erection and bracIng of trusses and trws systern% sedANSWIl Qua' Criteria, DS549 and ICS] Building Comrsonaint
�ilalble from Truss Plate Institute, Street,
6904 Parke East Blvd.
Tarnip., FL 33610
218 N. Lee Suite 312, Alexandria. VA 11M.
Job
Truss
Truss Type
Oty Ply
LT 1012 E-ST LUCI
]�;����JLTb
1755723
D15
Hip Truss
1 1
�WATE(RStTD�l
Reference (optional)
pat .. nc. pam
builders virsupource. Plant Ully, L - JJbbf,
5.221) S Nov 16 2018 Mi I ek Inclustines, Inc. Wed Apr 24 09:38:32 2019 Page 1
gl NO sxoNemzvuULB-MFRKLC15WL3pVd6q3DpBl2v3FYnVbbt)(8q3VdqzNYEL
Scale 1:77.7
5X6
6.00F1_2 5x6
2X4 It 5X8
5 27 6
28 29 7 30 8
2x4 11
4
3X6
5X6 r�
931
26
32
3
3
3X4 11 T
10
1.5xB STP
25
18
15 8
2 7x10 33 17 16 35 36
'4
46
19
37 38
21 20 3X4 -
14 13 12
3x5 6.6 2X4 11
2X4 11 5X8
6x8
11-2-0 19-7-6� B' 00
29_.21-_1;_
"4
42-3-8
Z 5_12
7- 1
i
10-7-B
Plate Offsets (X,Y)-- [3:0-3-0,0-3-01,[5:0-3-8,0-2-41,T6:0-3-0,0-3-41,[8:0-5-8,0-2-01,[15:0-3-0,0-2-12],[18:0-2-12,0-3-4]
LOADING (psi)
SPACING- 2-0-0
CSI;
DEFL.
in floc) Vdefl Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC t 0.82
Vert(LL)
0.40 19 �999 240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
13C r 0.96
Vert(CT) -0.73
15-17 �694 180
BCLL 0.0
Rep Stress [nor YES
W B;' 0.88
Hom(CT)
0.31 11 n/8 We
BCDL 10.0
Cocle FBC2017fTP12014
Matfix-MSH
Weight: 261 lb
FT = 20%
LUMBER.
BRACING-
TOPCHORD 2x4 SP N0.2 *E=ept*
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc puffins,
5-6: 2x4 SP M 31
except end venicals.
BOTCHORD 2x4 SP No.2 *Except*
BOTCHORD
Rigid ceiling directly applied or 2-2-0 do bracing. Except:
4-20,7-13: 2x4 SP No.3,16-18,11-14: 2x4 SP No.1
6-0-0 oc, bracing: 13-15
WEBS 2x4 SP No.3 *Except*
10-0-0 oc bracing: 18-20
18-21: 2x4 SP No.2,10-11: 2x6 SP No.2
WEBS
1 Row at micipt 6-15,
B-12, 9-11
REACTIONS. (lb/size) 2=i651/0-8-0, 11=1576/0-3-8
Max Hor;z 2=276(LC 9)
Max Uplift 2=-791 (LC 10), 1 1=-697(LC 10)
Max Grav 2=1707(LC 15), 11 =159l 16)
FORCES. (lb) - Max. Comp,/Max. Ten. -All forces 250 (lb) or less excebt
when shown.
TOP CHORD 2-3-310211887,34=4303/2706, 4-5--4328/2842,5-61--3049/2097,
6-7=-2596/191 1,
7-8---2577/1902, 8-9=-1944/1423
1
BOTCHORD 2-21=-1650/2885,17-18--1641/2937,15-17=-1809/3066,11-12=-999/1451
WEBS 3-21=-1467/960,18-21=-1860/3315.3-18---610/1116,5�,
18=-997/1719, 5-17=-88/501,
6-15=-656/406,12-15=-1 116/2098, 8-15=-1296/2163, 8112=-1284/789,
9-12=-241407,
9-11=-190211357
t
NOTES-
1) Unbalanced met live loads have been considered forthis design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd-124mph;TCDL-4.2psf; BCD LL.8psf; h=15ft; B--45ft; L--40ft; eave=5ft; Cat.
11; Exio C; Encl., GCpi=0.18; MVVFRS (directional) and C-C Exberlor(2)'14-0to 2-8-0, Interior(l) 2-8-0 to 9-4-2, Exlerion(2) 9-4-2 to
20-7-14, Interior(l) 20-7-14 to 26-0-2, Exterior(2) 26-0-2 to 37-3-14, Intanfor(l) 37-3-14 to 38-0-12, Exterlor(2) 38-0-12 to 42-0-12
zone;C-C for members and forces & MWFRS for reactions shom; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 Pat bottom chord live load nonconourrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the botam�clvord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit betweerl bottom chord and any other members, with BCD L _-� 1 O.Opsf.
6) Bearings are assumed to be: , Joint 11 SYP No.2 crushing capacity of 565 psi.
7) Bearing at joint(s) 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 791 Ile uplift at joint 2 and 697 lb uplift at
joint 11.
Joaquin Velez PE No.68182
MrTek USA, Inc. Fl. Carl 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
April 24,2019
WARl Vhfyd�.11.1..tr...dR1D1DN0mEB ONMISMDMCLUDW�KREMRANCEPAGEM�74n.. iaraawit;BEFoirl
Design valid for use only with Miffela connectars. This design 6 based only upon parameters shown and ll; for an Indmiduca ou'laing component, not
a trups system. Before we, Me building designer must verify Me applicability of design parameters and properly incorporate Ins design Into Me overall
burldingdesign. Bracing Indicated Is to prevent buckling of IndivIducl mas web and/or chord members only. Additional temporary end permanent bracing
MiTek*
Is always required for stabIlily and to prevent collapse with posslahe personal injury and property damage. For general guidance regarding Me
folaricol storage. delivery. election and bracing of hi and muss systems seeANSIMIJ Quorly Creed, Del and BCS1 Building Commment
Sal from
690,1 Parla East Blvd,
informationeviallable Truss Free Institute. 218 N. Lee Street, Suite 312, Aexandria, VA 22314.
Tampa, FIL 33610
Job
Trus s
us
Tr a Type
Qty
Ply
LT 10/2 WATERSTONE -ST LUCI
1
i
I T16870605
1755723
D17 1
Hip Tr
I
Job Reference (optional)
buiciers rusibource
11-4-Q
riam Ghy, FL - jobti,
5-3-8 7-7-8 11-2-4 17-0-0
23-4-0
U.��USNGvlb2Ul8MlleKinCntnes,tnc. WedApr2409:38:3 19 Pagel
ID:6qDICH2OVegiNklsxoNemzyuULB-qS?jYYJiHfBg6nhldxLNIGVBZyBiKOU5NUp396ZNYEK
S_ 42�1
11-�o!
5-3-5
2-4-0 3-b-12 5-9-12
6-4-1
MM4
r
r Scale 1:MD
6 00 5_2
5X8
2.4 11
5X8
6
277 28
29 So 8
5xl2 I-
3X4
5
9
i
2x4 I
<
a 131
4 6 4
I I I
e[
5x8
3
10
1SX8 S rp
19
15 X8 -
8xlo
18
17
16
Y
321
3x4
46
3X8 -
22 21 20
13 12 11
14
3X6
6.8 Zx4 11
i
2A 11 5K8 SX8
f
1. A
.-o . 9 . -4-8
tiiY4
Plate Offsets KY)�
[5:0-4-0,0-3-41,16:0-6-0,0-2-B],,16:0-5-4,0-2-0],[15:0-5-8,0-2-121,[19:0-2-8,0-3-8l,T22:0-3-8,0-3-OT
LOADING (psl)
SPACING- 2-0-0
CSI.
DEFL
in (too . I
Vdefl
Ud
PLATEi GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.98
Vert(LL)
0.55 20
>920
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.90
Vert(CT)
-0M 18-19
>542
180
BCLL 00
Rep Stress Incr YES
WB : 0.98
Horz(CT)
0.37 11
n1a
n/a
BCDL 10.0
Code FBC2017/rP]2014
Matrix-MSH
Weight: 268 11b FT = 20%
LUMBER-
- I
BRACING -
TOP CHORD
2x4 SP No.2
TOPCHORD
Stm&ural wood sheathing directly applied or 2-0-6 oc purlins,
BOTCHORD
2X4 §P N0.2 'Except*
except end verficals.
4-2118-13:2x4 SP No.3,17-19: 2x4 SP No.1
BOTCHORD
Rigid ceiling directly applied or 4-0-0 oc bracing. Except:
WEBS
2x4 SP No.3 *Exc�ept*
10-0-0ocbracing: 19-21,13-15
2X6 SP NO:2,19-22,3-19: 2x4 SP No.2
WEBS
1 Row at midpt 5-18
REACTIONS. 2:1659/0-8-0, 11=158310-3-8
2
Max Herz 317(LC 9)
Max�Uplift 2--787(LC 10), ll=-693(LC 10)
M Grav2=17l2(LCl5),ll=l602(LC16)
FORCES. (Ifte) M1 Comp./Max. Ten. - All forces 250 (11b) or less except when shown.
TOPCHORD 2-3=,3213/1903,3-4=-6438/3758,4-5=-6495/3793, 5-6=72925/1973, 6-7=-2579/1946,
7-6=-257911946, B-9=-2486/1773, 9-10=-1874/1281, 10-1 1=-1537/1 108
BOTCHORD 2-�2--1697/3039,18-19--228213951, 16-18=-141212688,15-16�1223/2219,
845=-155/547,�
WEBS 5-1:9=-1359/2839,5-18=-1498/1024,6-18---428/1018, &16=-1681301, 7-16---387/428,
8-1.6=-3811666,9-12=-967f775,10-12=-1022/1637,12-15=-1057/1688,9-15=-227[789,
3-22=-2641/1545.19-22=-2184/3987, 3-19=-1607/2969
NOTES-
1) Unbalanced met live loads have been considered for this design.
2) Wind: ASCE 7-10 ; Vult-160mph (3-second gust) Vasd=124mph;TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L--AOft; eave=5ft; Cat.
11; Exp C; Encl., OCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-M, Intedor(l) 2-8-Oto 11-1-8, Extedor(2) 11-1-8 to
22-7-14, Interior(l) 22-7-14 to 24-0-2, Extedor(2) 24-0-2 to 35-6-4, IntenoT(l) 35-6-4 to 38-0-12, Exterior(2) 38-0-12 to 42-0-12
zone;C-C for meirlbers and foices & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL--1.60 a
3) provide adequale'drainage to prevellf water pending.
4) This truss has be�n designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads.
5) * This truss has b�en 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 tf� bottom cho - rd and any other members, with BCD L =J O.Opsf.
6) Bearings are ass6med to be: , Joint 11 SYP No.2 crushing capacity of 565 psi.
7) Bearing at joint(s)'l I considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechani�al connectio� (by others) of truss to bearing plate capable of withstanding 787 lb uplift at joint 2 and 693 th uplift at
joint 11.
Joaquin V.eloz PE No.68182
MiTek USA, Inc. Fl. Cert 6634
6904 Parke , East Blvd. Tampa Fl. 3361 D
Date:
April 24,2011
r
ARIV o, de e ndR D AMD DED E�IIEF A E 74 �E OSE
'y Mor"s 00 M's 'McLu "T 5�4C" P 0 mv 0'5 a 0
w '�G_ V ' Znparoo`E
D9xgn �0`d`o, -9 on, y with Mile 0 nne 'a" ""' cles"o * bo-d only U o poroo'e'er, hown und "o, an InEduo' bu'dn cc mpo sot not
tn
'r _�y 8 for. b.,Idcg de�lg 0 ol. , f � n P.,._.t d Pro ,I �d. gn T. the v.T11
u 2m - Tu-t �`xfy "'. p bl"`� d. lg I 'p '.to "' a
�`d d-aE g "�tp,.vsn, buckling -f"',d.., rra� _1b .4., I'd m _bera.ly Addl.n-'hxo`xxry no P-,M.�.rtbroclng
MiTek'
11 ., ar "N to 'r.�.ot c"c". _" cs". pe� , hl �d cp. R'. For 9.�era, Vd n.e r.g.rdng ts
- '-T". P. u'
f. bri ... n ft'.0. ,..'on on, " ,ng ' lru_l _d u_ M. a'. S 11 Q. C 30,9 caul 5 'a. dg
ry Mmb C._p ... t
69G4 P.6 East 81W.
ff.
I... U. �cxo T.. plot. 2" 1 Is. "e., 2 e.. ,,. '1242
Ta�pa, fl. 33610
Job
Truss
Truss Type
Cry Ply
LT 10/2 WATERSTONE-ST LUCI
T16870606
1755723
Dig
Hip Truss
I
�
Job Reference (optional)
Builders FirstSource, Plant City, FL - 33567,
2. " 2 1911
8.220 s Nov 15 2018 Mill Industries, Inc. Wed Apr 24 09:35:35 2019 Page 1
ID:6qDIOH2DVegl Nkl smNemzyuULB-mq7TzEK-pGROM4qPkMNrNhaa=sXo4NqolAE�-zNYEI
L7-_l I 2NI 1�1 L5.�I.�l -1
�11 �4
.0 1 N
4�6 0
1 2-:9
N
t - jT_
5 �1'2 6-
6 0
Scale 1:Ml)
axis
6.0 0 it -2
5X6 2A 11
6
727 8
x8
' 5X8
26
28 5x6
K5
9
4.12
z
11 Li
4
1 STP=
.5xB
114
�KMT21HS--
is 5 12 - '9 6
2
IX14
17
16
30
30
31
6.12 MT20HS=
7XIO
21 20 19
13 12 11
14
3x6
5xB al
2X4 11 5x8 3x8
6-.B
2-,1-,1,2 LNO-50
985-No
L�'."-o
r��O
f
Plate Offsets (X,Y)--
[3:0-5-4,0-2-4].[4:0-5-0,0-1-8],[5:0-4-0,0-3-01,[6:0-3-8,0-2-4],[7:0-3-8,0-2-4],[9:0-3-0.0-3-41.[15:0-4-12,0-2-8],[16:0-4-12,0-3-4],[17:0-5-8,0-3-0],
118:0-5-8,0-4-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Vcleff
Ural
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.79
Veri(LL)
0.85
19
>597
240
MT20
2441190
TCOL 7.0
Lumber DOL 1.25
BC 0.81
Vert(CT)
-1.17
19
>432
ISO
MT20HS
187/143
BCLL 0.0
Rep Stress ]nor YES
WB 0.94
Hons(CT)
0.55
11
n/a
n1a
BCDL 10.0
Code FBC2017fFP12014
Matti
Weight: 284 lb
IFT = 20%
LUMBER-
BRACING -
TOP CHORD
2x4 SP N0.2 *Except*
TOPCHORD
6-7.1-5: 2x4 SP M 31
BOTCHORD
2x4 SP No.2 *Except*
BOTCHORD
4-20: 2x4 SP M 31, 16-18: 2x6 SP M 26, 6-13: 2x4 SP No.3
15-16:2x4 SP No.1
WEBS
WEBS
2x4 SP No.3 *Except*
3-21,10-11:24 SP No.2,18-21,4-17,7-16: ?x4 SP No.2
3-18:2x4 SP No.1
REACTIONS. (lb(size) 2=1656/0-8-0, 11=157510-3-8
Max Horz 2--358(LC 9)
Max Uplift 2=-788(LC 10), 1 1=-697(LC 10)
Max Grav 2=1680(LC 15). 11=1575(LC 1)
FORCES. ([b) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3190/1858, 3-4=-986315557,4-5=-3953(2484,5-6=-2581/1792, 6-7=-2266/1713,
7-8=-2327/1827, 8-9=-2426t1713.9-10=-1S72`I245, 10-11=-151111078
BOT CHORD 2-21=-168113069, 20-21=-204/356. 4-18=-1892/3691,17-18=-4940/9094,
16-17=-205113690.15-16i 10212023, 8-15---199/263
WEBS 3-21=-2483/1428,18-21=-1 939/3570.3-18=-3280/6D47, 4-17=-5497/2941,
5-17=-433/1002. 5-16=-1569/1007, 6-16=-304/753,7-16=-1361458, 7.15=-3741748,
12-15=-1022/1688, 9-15=-207/686, 9-12=-907[721,10-12=-977/1632
Structural wood sheathing directly applied or 2-2-0 oc puffins,
except end verticals.
Rigid ceiling directly applied or4-4-7 oc bracing. Except:
10-0-0ocbracingl
1 Row at ril 4-17,5-16
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=1 60mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=5.8psf; h=1 51t; B--45ft; L=40ft; eave=5ft; Cat.
11; Exia C; Encl., GCpi=O.l 8; Mi (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Intedor(l) 2-8-0 to 13-4-2, Extedor(2) 13-4-2 to
33-3-14, hil 33-3-14 to 38-0-12, Exteril 38-0-12 to 42-0-12 zone;C-C for members and forces & MATRIS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherydise indicated.
5) This truss has been designed for a 10.0 psf bottom chard 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-" wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
Joaquin Velez PE No.68182
7) Bearings are assumed to be: , Joint 11 SYP No.2 crushing capacity of 565 psi.
li USA, Ine. FL Cort 6634
8) Bearing at joint(s) 11 considers parallel to grain value using ANSVI-Pl 1 angle to grain formula. Building designer should very
6904 Parks East Blvd. Tampa FL 33610
capacity of bearing surface.
Date.,
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 788 lb uplift at joint 2 and 697 Its uplift at
April 24,2019
joint 11.
- - -
WARNING-V�lifyd�g��..,I...dRUDNOTES ON MISANDMCLUDEDMffEKREFERANCEPAGEU�74M�s, 101IM42015BEFORE USE
-m�
Design valid for use ody with vro& connectors. This design Is based only upon parameters strown, and Is for an ridividucl building component not
a hum system, Before use. the building designer must verify Me ol�plcoblhfy of design parameters and properly IncoMorcha this design Into me overall
lbuffldfngdos�gn. Bal Indicated N to prevent buckling of Indivdual muss web and/or chord members only. Additional temporary and permanent bracing
M!Tek
Is always required for stability and to prevent collapse win possible personal Injury and property damage. For general guidance regarding the
fabricaril storage. delivery. erection and bracing oftrumes and humsystrems. sbeANSVrPI1 Qua[ Oftilo, DSB-89 solid BCSI building Component
690,1 parks East Blvd.
Tampa. H. 33610
solely Informanoria,olloble from Truss Plate Insitute. 218 N. Lee Sfteet. Surte 312 Alrocs all 4.
I
Job
Truss'
Truss Type
Qty
Ply
LT 10/2 WATERSTONE-ST LUCI
T16870607
1755723
D21
I
HIP TRUSS
1
1
=Job
1
Reference Loptional)
Builders FirstSource, Flant City, I-L - 33557,
5x6 5�
3
- - I - 1 18
2 3x4
19
3.6 3XIS 11
17
46
6.00 F1 _2
24
ts.Zi&U 5 NOV LO ZU 10 Mi I eK inausines, mc. vveu �fpr �� uu.ao.00 cu iv royu t
ID:6qDIOH2OVegl Nkl sxoNemzyuULB-APo=FNs5BpyDY7-PUwY?JC4Tztr.?IfqXmWqrJzNYEF
42.3-8
Scale 1:82.7
5xS
SX6
5 6
2A 11
7
25
5x6
8
6
6
16
3x6 3xB
13 12 11 10
2x4 11 5x8 3xB =
LOADING (pso
SPACING-
2-0-0
CSI.
DEFL.
in (loc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.64
Vert(LL)
-0.22 14-15 �999 240
MT20 244/190
TCOL 7.0
Lumber DOL
1.25
'BC 0.77
Vert(CT)
-0.39 14-15 >999 180
BCLL 0.0
Re� Stress Incr
YES
iWB 0.92
Horz(CT)
0.08 10 n/a n1a
BCDL 10.0
Code FBC2017/TPI2014
Mamx-MSH
Weight: 266 Ito FT = 20%
LUMBER-
BRACING-
TOPCHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-6-10 oc purlins,
BOTCHORD 2x4 SP No.2 *Ex6ept*
except end verticals.
3-19,7-12:2x4 SP No.3
BOTCHORD Rigid ceiling directly applied or 4-4-0 oc, bracing. Except:
WEBS Px4 SP N0.3 'Ex�elpl'
10-0-0 no bracing: 12-14
9-10 2x6 SO No.�
WEBS
I Row at midpt 4-15.6-15
REACTIONS. ([lb/size) 2=271/0-8-0, 19=159810-3-0,10--1339/0-3-8
Max Hom 2=399.(LC 9)
Max Uplift 2=-281(LC 10), 19=-861 (LC 10), 10=-592(LC 10)
Maor Glen, 2=27�(!_C 19),19=1669(LC 15), 10=1372(LC 16)
1
FORCES. (lb) - Max. ComfiJIM�IX Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3601422,3-4=-1967/1271, 4-5=-1641/1224,5-6=-1386/1214,6-7=-1957/1546,
7-8=-1934/1358, B-9=-158211014. 9-10=-13091904'
BOTCHORD 18-19=-1673/962,3-18=-160a/1019,15-17=-941/1807,14-15=-66511392, 7-14=-3261406
WEBS 3-17=442/15931 4-15=-4221354, 5-15=-139/465,6-14=-547/8813,11-14=-80711419,
8-14=-981461, 6L11=-727/582, 9-11=-754/1340
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult-160dph (3-second gust) Vasd=124mph;TCDL=4.2psf; BCDL--5.8psf; h=15ft; B=45ft; L=4011; eave=5ft; Cat.
11; Exto C; Encl., GCpi-0.18; Mi (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Intertor(l) 2-8-0 to 15-4-2, Exabstion(2) 15-4-2 to
31-3-14, Interior(l) 31-3-14 6'�13-0-12, Extedor(2) 38-0-12 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) Provide adIaquate drainage taprevent water pending.
4) This truss hasbeen designed fare 10.0 psf bottom chord live load nonconcument with anyotherfive loads.
5) * This truss has been designe6 for a live load of 20.Cpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom ch6rd and any other members, with BCDL = 1 O.Opsf.
6) Bearings are assumed to be::,'Joint 19 SYP No.2 crushing capacity of 565 psi, Joint 10 SYP No.2 crushing capacity of 565 psi.
7) Bearing at joint(s) 10 consider� parallel to grain value using ANSVTPI 1 angle to g rain formula. Building designer should ve rify
capacity of hearing surface. ;
8) Provide mechanical connectio'n (by others) of truss to bearing plate capable of withstanding 281 Ilp uplift at joint 2, 861 In uplift at
joint 19 and 592 Ile uplift at jolr�t 10.
Joaquin VeTez PE No.68182
MiTelk USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date'.
April 24,2019
AWARNING - Vionly df�afl. .,..are i rs�dl`!Eilf) NOTES ON THIS AND WCLUDEDM�KREF�ANCEPAGEM�7473m� 101flulahVISBEFOREUSE
Design Valid for use only with Mffek@ connectors. Mis design a based only ul�on parameters Shown, and Is for on Individual building component, not
a hOss system. Before use, %a belong designer must Verify Me applaability of design Parameters and prc�pedy Incorporate, I his design Into the overall
ouldfingdosign. Bracing Indicated Is to buckling Mall truss members only. Additional temporary and permanent bracing
M!Tek*
prevent of web cndror chord
a always required for stability and to prevent collapse wth possible pqrsanol Injury and property damage. For general guidance regarding Me
6904 Parke East Blvd.
fabrication, storage, delivery. erection and bracing of ruses and trues systems, seeANSIMII Quall Ciffeiki. DSM9 and BCSI Building Component
Stafet, Informortichion.l.1al. from Tecia Plate hirfirue. 2 18 M Lee Street, Suite 312. Alexandria. VA 22314.
Ta.p.. FL 33610
Job
Truss
Truss Type I T�
Ply
LT 10/2 WATERSTONE-ST LUC
T16870608
1755723
E7
Jack -Open Truss
�Oty
33 1
� I
Job Reference (or
Builders FirdSource, Plant Gay, FL - 3M67,
l S NOV lb ZUl 6 Val i ex,nausines, inc.
4. 'u, %I age .
2
1
I
Scale = 1:22.6
7-0-0
Plate Offsets (X,)O-- 12:0-2-10,0-1-81
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in
(too) Udell Ud
PLATES GRIP
TOLL 20.0
Plate Grip DOL 1.25
TO 0.79
Vert(LL) 0.19
4-7 �436 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.72
Ven(CT) -0.21
4-7 >400 180
BOLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.01
3 ni Ids
BCDL 10.0
Code FBC2017fTP12014
Matfix-MP
Weight: 24 to FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4SPNo.1
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc pudins.
BOTCHORD 2x4 SO No2
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ibtsize) 3=166/Mechanicai.2=336/0-8-0,4=83/MechanicaI
Max Hall 2=241(LC 10)
Max Uplift 3=-161(LC 10), 2=-179(LC 10)
M�Gmv3=199(LC15),2=343(LC15),4=124(LCS)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (11 or less except when shown.
NOTES-
1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL--5.8psf; h=15ft; B=45ft; L=4011; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenorl z6rI for members and forces& MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 Pat bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom cho�d and any other members.
4) All hearings are assumed to be SYP No.2 crushing Capacity of 565 Osi.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 161 lb uplift at joint 3 and 179 lb uplift at
joint 2.
I
Joactil Velez PE No.68182
MrrekUSA, Inc. FL Cert 6634
6904 Oarko East Blvd. Tampa FIL 3311110
Date: -
April 24,2019
WMNING-Vdfyd�&,.,�...Z�..dR�DNOTES ON INSAND INCLUDED Mff�RU�NCEPAGEMIP74M,.' larritimpl5SEFORE USE
Design valid for use only war 1ATIMIrOccniraefors. This dwign Is based only upon parameters shown and Is for on IndiVidul building component, not
OF'
a truss system. Before use, the building designer mug very, Me applicability of design parameters end propery Incoporal this design Into Me overall
bulidingdesign. Bracing indicated is to buckling offindividual irl and/or chord members only. Additional temporary and permanent bracing
prevent
Is always required for goblin and to prevent collapse with possible persond Injury and property damage. For generol guidance regal the
6904 Pairke East SVO
fabrication, storage, delivery. erection and bracing of Moses and truss systems. seeANSVWII Qual Cil DS549 and SCSI Building Comporniat
—linhin fimm Tr,,,, `.� ". ". " � , I — rhront 119 All—nmHdn VA 99 IA
Tampa. FL 33610
Job
Truss Type
City Ply
LT 10/2 W ATERSTONE-ST LUCI
T16870609
1755723
Pss
E7V
Jack -Open Truss
3 1
�
Job Referenqp (options)
Builders FirStSoUrce, Plant 1�dy, I,
I
I
22.6
LOADING (psi)
SPACING- 2-0-0
CSI_
DEF in (too) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Gnp DOL 1.25
TIC
0.81
Verl(LLL) 0.27 4-7 >312 240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC
0.87
Verl(CT) -0.23 4-7 >364 180
BCLL 0.0
Rep Shares Incr YES
WB
HorzfCT) -0.02 3 n/a n/a
BCDL 10.0
Code FBC2017/-rPI2014
Mat
Weight: 27 Ile FT = 20%
LUMBER.
TOPCHORD Px4 SP No.2
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-2-14 oc puffins.
BOTCHORD 2x4 SP No.2
BOTCHORD Rigid ceiling directly applied or 5-1-0 oc bracing.
WEDGE
Left: 2x4 SP No.3
REACTIONS. (lb/size) 3--156/Mechanical, 2m336/0-8-0,4=94/Mechanical
Max Harz 2=241 (LC 10) 1'
Max Uplift 3=-146(LC 10), 2=-172(LC 10). 4=-13(LC 10)
Max Grav 3--186(LC 15). 2=341 (LC 15), 4=1 19(LC 3)
FORCES. (Ile) -Max. CompJMax. Ten. -All forces 250 ([b) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mphcTCDt�=4.2psf; BCDL=5.8psf; h=15ft; 13=4511; L--40ft; eave=5111; Cat.
11; Exic C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exherfor(2) ione;C-C for members and forces& MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load non6oncurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom �hord 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. I
4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi:-
5) Refer to girder(s) for truss to truss connections. I
6) Bearing at joint(s) 2 considars parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verity
capacity of bearing surface. : . 1
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 to uplift at joint 3, 172 111 uplift at
joint 2 and 13 111 uplift at joint 4.
Joaquin Velez PE No.631 82
MlTek USA, Inc. FL Cort 66U
69D4 Parke East Blvd. Tampa Fl. 33610
Datc.
A n�,r
WARNING -Veraydsa9.wnrsrefemsodflEADn0TES ON MSANDMCLUDEDMffEKREFERANCEPAGEM�74Mm� laTrIsOlSBEFORE USE
.
Design valid for we only with Mi connectors. This design Is based only upon o orameten shown, and Is for an Individual toulich6corniponent, not
Bet
a truss system, Before use, me bulding designer must verity me appilcabilay of design parameters and properly Incorporate this design Into Me overall
buraingdosIgn. Bracing indicated Is to buckling Individual Tri and/or chord members only. Additional temporary and permanent bracing
WeIC
prevent of
Is always required for stability and to prevent collapse with possible persond Injuryand properly damage. For goneral guidance regarding the
69N Parke East Blvd.
fabrication. storage. ceilvxy. erection and bracing of trusses and trum systems, seaANSVIP11 Quality CrIfeil P3049 and BCSI Building Component
Tarspa, FL 33610
Safety Informallarrovoral from Truss Plate Institute. 218 N. We Street. Suite 31Z Neitandria, VA 22314.
Job
Truss
Truss Type
City Ply
LT 1012 WATERSTONE-ST LUCI
16870610
1755723
FG
Flat Truss
1 ;2
Job Reference (optional)
Builders FirstSource, Plant City, FL - 33567,
8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 24 09:38:47 2019
3.
6.0 0 F1 _2
4X6 =
Scale = 1:27.1
Plate Offsets D%Y)—
[5:0-4-0.0-4-41
LOADING (losil)
SP CING- 2-0-0
CSI.
DEFL.
in
(too)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.16
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 [nor NO
WB 0.28
Horz(CT)
0.00
6
n1a
n/a
BCDL 10.0
Code FBC2017/TP12014
Mamix-MP
Weight: 101 b FT = 20%
LUMBER- BRACING -
TOP CHORD 2X4 SP No.2 TOP CHORD
BOT CHORD 2x3 SP M 26
WEBS Px4 SP No.3 BOTCHORD
REACTIONS. gle/size) 6=2109/0-8-0.4=1925/0-8-0
Max Horz 4---72(LC 6)
Meet Uplift 6=-989(LC 8), 4=-926(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when she=.
TOPCHORD 1-2=-147Of7l2,2-3=-147Of7l2,1-6---1477f732,3-4=-14771732
WEBS 2-5=473/1094.1-5=-67511482. 3-5=-675/1482
SImclural wood sheathing directly applied or B-M oc purims,
except end verticals.
Rigid ceiling directly applied or 10-0-0 do to racing.
NOTES-
1) 2-ply truss to be connected together with 1 Od (0. 1 31'x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 do.
Webs connected as follows: Px4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=1 60mph (3-second gust) VascI=1 24mph; TCDL=4.2psf; BCDL=5.Bpsf; h= 1511; B=45ft; L=40ft: eave=Sft; Cat.
11; Exp C; Encl.. GCpi=6: i 8; MWFRS (directional); Lumber DOL=1.60 plate grip DOL= 1.60
5) This truss has been designed for a 10.0 psi bottom chord live load nonconcu nant with any other live loads.
6) * This Imes 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) Bearings are assumed to'bec Joint 4 SYP No.2 crushing capacity of 565 psi.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 989 lb uplift at joint 6 and 926 lb uplift at
joint 4. 1 .
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1169 Ile down and 582 Ito up at
3-4-12, and 1169 Ild down and 583 Ito up at 5-4-12, and 1281 It, down and 534 lb up at 1-4-12 on bottom chord. The
designtselection 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 Leads (pit)
Vert: 1-2=-54. 2-3=-54, 4-6-20
Concentrated Loads (lb) :
Vert: 5---1169(B) 7=-1175(B) 8---1169(B)
Joaquin Volez PE No.681 82
MiTak USA, In c. FL Cott 6624
6904 Parke East Blvd. Tampa FL 33610
Date:
April 24,2019
T,.pTe
Ply
LT 10/12 WATERSTONE-ST LUCI
F1755723
T5
T16870611
�Job
Comma ._
8 1.
Feference (optional)
bullaers rinabource, riana law, IL -
6.00 F1 _2
2x4
3
1.5.8 STP
a "'2��
3x4 =
e 1.y .. 1. 1. ... al� auuu�une�"... v'.. P, '� 'e, � .,e .
ID:6qDIDH2OVegl Nkl sxoNemzyuULB-UKPNigU7lG4YQ4Kv?a6uPQdt??LYL?elqKXMBkZNYE5
16-2-12 22-0-0 13 �4O
�2�12 5-9-4 4 0
Scale = 1:39.5
46
10 21 9 8
3x4 = 3XG 3x4
2X4
20
6 7
0
3X4
Plate Offsets (X,Y)- T2.0-1-4!0-0-21
LOADING (psillit
SPACING- 2-0-0
CS1.
DEFL. in (too) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.45
Vert(LL) -0.10 8-10 >999 240
MT20 244/190
TCDI_ 7.0
L , umber DOL 1.25
BC 0.56
VerrCT) -0.19 '8-10 �999 180
BCLL 0.0
Rep Stress ]net YES
WB 0.25
Hoa(CT) 0.04 6_ n/a n/a
BCIDL 10.0
Code FBC2017ITP[2014
MatHx-MSH
Weight: 102 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP NO.2 TOPCHORD Structural wood sheathing directly
applied or 4-8-0 ac pudins.
BOT CHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 7-5-11 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=8 36/0-8-0, 6--88610-8-0
Max: Horz 2= ''53(LC 8)
MaxUplift2- 68(LC10),6--468(LC10)
FORCES. (lb) - Max. Comp./yax. Ten. -All forces 250 (lb) or less except when sho.wn.
TOP CHORD 2-3--14051910,3-4--12871922, 4-5---12871922, 5-6---1405/910
BOTCHORD 240=-61611368, 8-10=-285/852,6-8=-61611223
WEBS 4-8--2881622' 5-8--354/362, 4-10=-2881622,3-10=-354/362
NOTES-
1) Unbalanced roof live loads h a been considered for this design.
2) Wind: ASCE 7-10; Vult=16.d,rnph (3-second gust) Vasd=124mph:TCDL=4.2psf; BCDL=5.8pSf; h=15ft; B--45ft; L--4Gft; eave=5ft; Cat.
11; ExpC; Encl., GCpi=0.18;MWFRS (directional) and C-C Extenor(2) -1-4-Oto2-8-0, Intcriorj1) 2-8-01:07-0-0, Exterionj2) 7-0-Oto
15-0-0, Intedor(l) 15-0-0 to 19-4-0, Exterior(2) 19-4-0 to 23-4-0 zone;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate gdp' DOL-1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This tress 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.
5) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 468 lb uplift at joint 2 and 468 Ile uplift at
joint 6.
Joaquin VaISz PE No.68162
MiTek USA, Inc. FIL Cart 6634
6904 Parka East Blvd. Tampa Fl. 33810
Date:
April 24,2019
WARNING - V�dfy desig. prumeters, and READ NOTES ON MIS AND INCLUDED MUEKRIEFERANCE PAGE MIP74M M, forici BEFORE USE.
Design valid for use entry Wth Mlek& connectors. 11h[s design Is based only upon parameters Mown, and is for an Individual building component, not
Bet,
a truss system. Before use. Me building designer mest verify the applicability of design Parameters end properly Incorporate this design Into the overall
buildIngdeelge. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members cnly. Addificnal temporary and permanent bracing
Mffek'�
is always required for stability and to prevent collapse with poseble personal Injury and property damage. For general guidance regarding me'
"East Blvd.
folbrIcation. storage. delivery, erection and bracing of tressas and truss systems. seeANSVTPII Quality ChIj DSM-89 and SCSI Bidding Companerst
Safety Informallonovialloble from Truck; 22314.
6904 Parka
Tampa, FL 33610
Plate Institute, 218 N. Lee Street, Sells 312, Alexandria. VA
Truss
Truss Type
layT
Of
�ly
LT 10/2 WATERSTONE -ST LUCI
T16870612
G1
Common Truss
3
1
�
Job Reference (optional)
Job
1755723
Builders FirstSource,
Flan't City, FL - 33567, 8 220 a Nov 15 201 B Mi I ek Industries, Inc. Wed Apr 24 09:3d:51 201 Is eage I
I I D:6qDIOH2OVeql'Nkl sxoNemzvuULB-lv5WVjXO1 BS6HY3UqifbO3EO3DN6YK5kWlAOo3zNYE2
6.00 F1_2
2X4 17
3
46
4
a4
5
Scale = 1:38.8
16
1.5.8 STP
6
I&
1.
1
9
8 20
7
3x4
3X6
3x4
&4 -
-
3.4
7
14.9-4
21-8-0
.NN
7.6-8
Plate Offsets (X,Y)--
16:0-0-0,0-0-101
LOADING (psi)
SPACING-
2-M
CS1.
DEFL. in
:(loc) Vdefl Ud
PLATES
GRII
TCLL 20.0
Plate Grip DOLL
1.25
TC
0.46
Ver1(LL) -0.12
7-9 >999 240
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC
'0.57
Vert(CT) -0.21
7-9 >999 180
BCLL 0.0
Rep Stress Incr
YES
WB
1 0.27
Horz(CT) -0.03
file r/a
13CDL 10.0
Code FBC2017ITP12014
Matfix!MSH
Weight: 99 lb
FT = 20%
LUMBER.
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-8-7
do purfins.
BOTCHORD 2x4 SP No.2
BOTCHORD
Rigid ceiling directly applied or7-3-10 ad bracing.
WEBS PX4 SP No.3
REACTIONS. (lb/size) 6--799/0-4-0,2=876/0-8-0
Max Horz 6=241 (LC 9)
Max Uplift 6=-361(LC 10), 2=-466(LC 10)
Max Grav 6=802(LC 16), 2=881 (1-C 15)
FORCES. (11a) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except When shown.
TOPCHORD 2-3=-1386/921, 3-4=-1275/932.4-5---1229/946,5-6--1356/935
BOTCHORD 2-9=-626/1205, 7-9=-294/839, 6-7=-647/1310
WEBS 4-7=-309/569.5-7=-324/383, 4-9=-289/636, 3-9=-352t362
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Bpsf; h=15ft; B=45ft; L--40fit; eave=5ft; Cal.
II: Exp Q Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1,1'14-0 to 2-8-0, Interfor(l) 2-8-Oto 7-0-0, Ext6dor(2) 7-0-0 to
15-0-0, Intedor(l) 15-0-0 to 17-8-0, Extenor(2) 17-8-0 to 21-8-0 zone;C-0. for members and forces & MWFRS for reactions shown;
Lumber DOL--l.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 par 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, with BCDL = 1 O.Opsf.
5) Beari ngs are assumed to be: Joint 6 SYP No.2 crushing capacity of 565 psi.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 361 ta uplift at joint 6 and 466 lb uplift at
joint 2.
Joaquin Velez PE No.68182
MiTels USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
April 24,2019
'& WARNING - i deagn parrineten ynd READ NOTES ON MIS AND INCLUDED MffF' I KREF7ERANCEPAGEMX7473.ie. ISM20158EFORE USE
DesIgn valid for use only with MITak0connectors. Ti design Is based only Won por6maters shown, and s for on Individual building component, not
a truss system. Before use. the bullcing designer mustverlty, me applIcabilly of desIgh paromatersond property Incorporate trisclesIgn Into the overall Wit
buildingdesIgn. Bracing indicated Is to prevent buckling of md1vidual truss web and/or chord members only, Addltoncl temporary and permanent bracing M!Tek'
Is alwoys,equlred for stabilly and to prevent collapse with possible personal Injury and property damage. For general Wisdance rogardIng the
labricatiom storage. delivery, erectlon and bracing of trusses and muss syslems, seeANSIMI I Quoin 69N Prirl,e East Blvd.
21 criteria. DSB49 and BCSI BuIlding Component
Safety Informindflordolloble, from Trusa Plate nultute. 218 N. Lee Street Suite 312. Amandria. VA 22 14. Tamp.. FL 33610
Job
Truss
Truss Type
I I T
Ply
LT 1012 WATERSTONE-ST _UCI
I
TI 6870613
1755723
GX I
Common Truss
71
1
�
.
Job Reference (optional)
Builders FirstSource, Plant City, FL - 33567,
I
3A = 1 23
6 00 F1_2
11.220 a Nov 16 2018 Fill I ek Industries, Inc.
I D:6q[)IOH2OVegl Nkl sxoNemzyuUUB- EICGIOYGZojqWr
46 =
24 UB:38:53 2019 Pagel
Scare = 1:41.6
10
25
12
13 1
22 21 20 19 18 17 16 15 14
3XG
LOADING (psf)
SPACING-
2-0-0
TCUL
20.0
Plate Grip COIL
1.25
TCDL
7.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2017/TP12014
LUMBER-
TOPCHORD 2x4SPNo.2
BOTCHORD 2x4SPNo.2P
OTHERS 2x4 SP No.3
REACTIONS. All bearings 22-0-0
3X4 =
CS1. !
DEFL. in (Ioc) I/clell Ud
PLATES GRIP
TC 0.'22
Ven(UQ -0.00 13 n/r 180
MT20 244/190
BC 0:06
Ven(CT) -0.00 13 rdr 120
WB 0.09
Hom(CT) 0.01 12 n1a n/a
Matrix-SH
Weight: 115 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purfins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
(11b) - Max Horz 2=253(LC 9) 1
MaxUplift All uplift 100 lb or less aijoinits) 1u, 2 1, 42, 23, l(, 16,115,14 except 2=-152(LC 10),
12=-152(LC 10)
Max Grav All reactions 250 lb or less at joint(s) 2, 19, 20, 21; 22, 23, 17, 16, 15, 14, 12
FORCES. (lb) -Max. CompJMax. Ten. -All fames 250 (11b) or less except when shown.
TOPCHORD 5-6=-100/283,6-7=-105/424,7-8--105/424.8-9=-741283 I
WEBS 6-20---139/299,3-23=-173/293,8-17=-137/299,11�l4�--172/293
NOTES-
1) Unbalanced roof live loads ha6 been considered for this design. I
2) Wind: ASCE 7-10; Vult=160rnph (3-second gust) Vasd=124mph;TCDL=4..2psf; BCDL=5.8psf; h=15ft; B=45ft; L--40ft; eave=-21t; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comed(3) -1-4-0 to 2-8-0, Exterior(2) 2-8-0 to 7-0-0, Corri 7-0-0 to
15-0-0, Extedor(2) 15-0-0 to 19-4-0, Corl 19-4-0 to 23-4-0 zori for members and forces & MWFRS for reactions shoval
Lumber DOL=11.60 plate grip DOL=1.60 I-
3) Truss designed for wind loads in the plane of the tmss only. For studs exposed to wind (normal to the face), see Standard Industry
, Gable End Details as applicable, or consult qualified building designer as Per ANSI/TP 11.
4) All plates am 2x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chard bearing.
6) Gable studs spaced at 2-0-0 Ga.
7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
8) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide
wiff I fit between the bottom chord and any other members.
9) Lumber designated with a "P"'is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where
used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other
suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion
protection is required, and G 185 galvanized plates may be used with this design. Incising factors have not been considered for this
design. Building designer to verify suitability of this product for its intended use.
10) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 21, 22, 23,
17, 16, 15, 14 except at=lb) 2=1 52, 12=1 52.
12) Beveled plate or shim required to provide full bearing surface with truss chord at loirl 2.
Joaquin Velez PE No.68182
MiTek USA, Inc. FIL Cori 6634
SH4 Parke East Blvd. Tampa FIL 33610
Date:
April 24,2019
A WARNING -VedlydesignprommeNniandREAD NOTES ON MISMDWCLUDEDMUEKREFEMNCEPAGEMl�74"�v. 10,011,2015BEFORE USE
Design void for use only witth Mffie& connectors. This design Is based only upon parameters shown, and Is for an Individual lburdn6 component, not
a miss system. Before use. the oulding designer must verity the applicablihily of destgn'parametem and properly Incorporate this design Into the overall
loulding design. Bracing indicated s to bucki[ng d lndN!duci thiss web and/or members only. Addifional temporary and permanent bracing
MiTek"
prevent chord
Is always required for stability and to prevent collapse wrth possible personal Injury and property damage. For general guidance regarding the
6904 Parkc East Blvd.
fabrication. storage. delivery. erection and bracing of husses and thuss systema. seeANS1,11fill Quality Crifieft, DS549 and 1101 Building Component
Tampa, FL 33610
Safety linforroodonavallable from Truss Plate Institute, 218 N. We Sheet. Suite 312. Nexanddic. VA 22314.
Job
Truss
Truss Type ' !—'-1 ----
F
2ty Ply
LT 10f2 WATERSTONE -ST LUCI
17
7
T16870614
1765723
M
COMMON TRUSS
3
Job Reference (optional)
Builders FirstSource, Plant City, FIL - 33567,
8.220sNov.162018MiTelkindustries, Inc. WedApr2409:36:54
10:6qDIOH2OVeglNklsxoNemzyuULB-!UmfyjZuK6qh8?n3LrDlehs�gQKqkjBACF
4x6 =
Scale = 1:23.1
LOADING (psf)
SPACING- 2-M
CS1. i
DEFL.
in
'loc)
Vdell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.76
Vint(LIL)
0.17
8-14
>571
240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BG 0.89
Vert(CT)
0.15
8-14
>673
180
BCLL 0.0
Rep Stress Incr YES
WB 0.18
Horz(CT)
-0.00
2
n/a
n/a
BCDL 10.0
Code FBC2017fTP12014
Matnx-MSH
Weight: 41 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 3-10-4 cc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=341/0-3-8,7=54310-4-0
Max Horz 7=-130(LC 8)
Max Uplift 2=-363(LC 10), 7=-484(LC 10)
Max Grav 2=342(LC 19), 7=543(LC 1)
FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 3-4=-225/486,2-3---218/388
WEBS 4-7=-3021613
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VulI=l 60mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C: Encl., GCpl--O. 18; MWFRS (directional) and C-C Extedor(2) 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) 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 chordand any other members.
5) Bearings are assumed to be: , Joint 2 SYP No.2 crushing capacity of 565 1psi.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
2=363,7=484.
Joaquin Velez PE No.68182
MiTek USA, Inc. FIL Carl 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
April 24,2019
Job
Truss,
Qty
Ply
LT10/2WATERSTONE-STWCI
'I T16870615
1755723
IVIX
1
Job Reference (optional)
Buildem I-Insiboures, Vlant Ully, VL - 33567,
U.220 S Nov 15 2018 Mi I eK Industnes, Inc. Wed Apr M 09:08:55 2UI 9 Fage I
6.00 F12 2A 11
3
5-0-0
4x6
4
5 2x4 11
Scale = 1:21.2
6
2
�7
10 9
3.4 20 11 2X4 11 2X4 11
3A
10-0-0
10-0.0
Plate Offsets (X,Y)--
12:0-2-0,Edgel, 16:0-2-O.Edgel
LOADING (psft
SPACING- 2-0-0
CSI.
DEFL in (too)
Ildefi Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.28
Verfil-L) -0.00 71
rVr 180
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BIG 0.06
Vert(CT) -0.00 7
rdr 120
BCU_ 0.0
Rep Stress Inter YES
WB 0.13
Hoa(CT) 0.00 6
n/a fire
BCDL 10.0
Code FBC2017/TP12014
Manfl*SH
Weight: 44 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural
wood sheathing directly applied or 6-0-0 oc punins.
BOTCHORD 2x4 SP No.2 BOTCHORD- Rigid fie
- oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. AllbeadingsIO-0-0.
(11b) - Max Hom 2=-130(LC 8)
MaxUplift All uplift 100 lb or less alloinfis) 10, 8 except,2=-I8l(LC 10), 6=-181(LC 10)
Max Gray All reactions 250 th or less at joint(s) 2, 6. 9, 10, 8
FORCES. (11o) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 3-4=-5B/262,4-5=-58/262
WEBS 3-10=-181/424, 5-8=-180/424
NOTES-
1) Unbalanced met live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph;TCDL=4.2psf; BCDL-_5.8psf,'h=l5ft; B=4511; L--40.ft; eave=2ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comen(3) zone;C-C for members and forces & MWFRSfor reactions
shown; Lumber DOL=1.60 plate gdp DOL=1.60
3) Truss designed for wind loads in the plane of the tnuss 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 ANSVTPI 1.
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 2-0-0 oc.
6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.0psf on the beftem.chord in all areas where a rectangle 3-" tall by 2-M wide
will fit between the bottom chord and any other members.
8) All hearings are assumed to be SYP No.2 crushing capacity of 565 psi.
9) Provide mechanical connection (by otfiers) of truss to bearing plate capable of withstanding 100 lb uplift at joinfis) 10, 8 except
at=lb) 2=181, 6--181.
10) Beveled plate or shim required to provide full bearing surface with trui;s chord at joint(s) 6.
Joaquin Velez PE No.68182
MiTek USA. Inc. FL Dart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 24,2019
WARNSO-Vdfyd.�9��,..�W�.dR"DNO�S ON MISANDWCLUDEDM�KR��NCEPAGEM�7473.�. lartUlt?0ISBEFORE USE
Design valid for use only with Vffek(D connectors. This design Is based only upon parameters Mown, and Is for on Individual building component, not
Nil'
a truw system. Before use. Me building designer must verify Me applicability of design parameters and properly Incorporate this design Into Me overall
touldingdasign. Bracing Indicated Is to prevent bucldIng of Individual Was web and/or chord members only. AddlitIonal temporary and bracing
MiTek
permanent
Is always reiquired for stability and to prevent callow with possible personal Injury and properly damage. For general guidance regarding Me
tobricall storage. delivery, erection and bracing of trusses ond trure systems, seeMSVIPII Qual� Criteria. OS549 and SCSI Building Component
Safety Infournallotici from Truse plate Institute, 218 N. Lee Street SUM 31Z Alexandria, VA 22 14.
6904 Pai*9 East Blvd.
Terre.. FIL 33610
I
Job
Truss
Trusts Type — 11
Cry Ply
LT1012WATEl1STON6-STLUCI
I
T16870616
1755723
PSI
Piggyback Tru�
�
Job Reference (optio all
1.1...ul..' I Illy, cloo." J.Z�U S NOV ' b Zulu rm I ex Industries, Inc. wed Apr 24 09:38:56 21)l 9 Page 1
ID:6qDIOH2OVegl Nkl sxoNemzyuULB-ftuPNPb9Sj4PNJxSTGFmj6yMBEBnGDCrgZtnSHzNYDz
2.4-0 4-8-0
2.4.0 2.4.0
3x6 Scale = 1:9.0
2X4
2X4 =
Plate Offsets (X,Y)-.
[3:0-3-0,Edgel
LOADING (Pat)
SPACING- 2-"
Cit.
DEFL.
in (too)
Udell
Ud
PLATES GRIP
TCLIL 20.0
Plate Grip DOL 1.25
TC 0.05
Vert(LL)
n/a -
n/a
999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.09
Vert(CT)
n/a -
We
,
999
BCI-L 0.0
Rep Stress Incr YES
W13 0.00
Horz(CT)
0.00 5
n/a
n/a
BCDL 10.0
Code FBC2017[TP12014
Matrix-P
Weight: 12 Ile FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 I TOPCHORD Structural wood sheathing directly applied or 4-8-0,oc pudins.
BOTCHORD 2x4 SP No.2 BOT CHORD i Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 4-8-01.
(1b) - Max Hom 1 =-41 (I-C 8)
Maxi-plift All uplift 100 lb or less atioint(s) 1, 2, 4
MaxGrav All reactions 250 to or less atjoint(s) 1, 5. 2. 4
FORCES. (11b) - Max. Comp./Max. Ten. - All forces 250 ([b) or less except when sham.
NOTES-
1) Unbalanced met live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=l 60mph (3-second gust) Vascll 24ni TCDL=4.2psf; BCDL=5.Bpst; h=1 5ft; 3--45ft; L--40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18;.MWFRS (directional) and C-C Extedor(2),zone;C-C for members and forces & MWFRS for reactions
sham; Lumber DOL=1.60 plate brip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
5) * This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. -
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 4.
8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
Joaquin Valitz PE No.68182
MiTek USA, Inc. FIL Cert 6634
6904 Parks East Blvd. Tampa FIL 33610
Date:
ApOl 24,2019,
A WARIVING- WdoldeagmIrsomrhessadRElIDNOTESON MISMDMCLUDEDM�KREFERANCEPAGEMx7v3.�. lG=sQI5SEFOREUS&
Design valid for use any wlth Ivitelklil connectors. This design 0 based only upon porometers shown, and Is for on incMdual bullding component not
Bat
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, 3rcclng Indicated Is to prevent buckling of Individual truss, web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always reculrec! for stability and to prevent collapse with possibly pertonal hourly and proleerty damage. For general guidance regardIng the
fabrication, 0 .. go. delivery. 81.cton and bracing of truellss and thuss system% �OANSWII Qual Criteria. DSS-89 and SCSI Building CompOnOnt
69M Parlm East Bvd.
Safety Informationavollable from Truss plate Insfitute, 218 N. Lee Shear, Suite 31Z Aiello zil 4.
Tampa, 171. 33610
Job
Truss
Cry Ply -
LT 10/2 WATERSTONE-ST LUCI
T16870617
1755723
psi
2 : I
�
Job Reference (optional)
uunaem rimnbource, Plain: ully, I-I_- JJnb I,
O.Z4USNOVibzuiumiieK]nCmtn�,inc. WedApr2409:33:57ZUlU Pagel
3
4x6 11
scale = 1:9.1
IT 15!
7—
.6
LOADING (psi)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10�0
2x4 =
SPACING-
2-0-0
CS1.
Plate Grip DOL
1.25
TIC 0.06
Lumber DOL
1.25
EIC 0.09
Rep Stress Incir
YES
WB :0.00
Code FBC2017[rPI2014
Matrix-P
! 2x4 =
DEFL. in (loc) i Ud
Vert(LI-) n/a - n/a 999
VerfiCT) n1a - nfa 999
Hom(CT) 0.00 5 n/a n/a
LUMBER- BRACING -
PLATES GRIP
MT20 2441190
Weight: 11 lb FT = 20%
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 4-8-0 oc purfins.
BOTCHORD 2x4 Ste No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 4-".
(lb) - Max Horz 1 =-37(LC 8)
MaxUplift All uplift 100 Its or less at joint(s) 1, 2,4
MaxGrav All reactions 250 lb or less at joinfis) 1. 5.2.4
FORCES. (lb) - Max. CompJMax. Ten. - All fames 250 (lb) or less except when sham.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=I 60mph (3-second gust) Vasd=1 24mph; TCDL=4.2psf; BCDL=5.8psf; h=15tt; 8=45ft; L--40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=O.l 8; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and fames & MWFRS for reactions
sham; Lumber DDL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord beading.
4) This truss has been designed for a 10.0 psi 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-" wide
will fit between the bottom chord and any other members.
6) All bearings, are assumed to be SYP No.2 crushing capacity of 565 psi.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joinfis) 1. 2. 4.
8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
Joaquin Velez PE No.68182
MiTek USA, the. FL Cent 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 24,2019
,& IVARNING - Vefifydseg. P.M.. d RE,11) NOTES ON THISANDINCLUDED MffEKREF6F1ANC5PAGEMX74A3 nii,. laTUrs,015BEFORE USE,
Design valid for we only with, VITekt) cornectors. The design Is based any upon parameters s1nowit end Is for an Ini building component, not
a truse system. Before we. Me bulldlng designer must verify Me applicability of design parameters and properly incorporate this design Into me overall
bulding clesign. Bracing Indicated Is to prevent bucking of Individual muss web and/or chord members only. Additional temporary and bracing
WOW
permanent
Is always required for staterly and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
falelcolicn, storage, delivery, orection and bracing of trusses and twe systerw seeANSVlPI1 Quo Criteria. DSO-69 and BCSI Building Compariml
Safety Informallonavailable from Trum Plate Institute, 218 N. Lee Sheet. Suite 312, Ali M214.
69U Parke East Blvd.
ll FL 33610
T16870618
755723 JR7 JACK -OPEN TRUSS 12 1 1
Bullion; FirstSmicia. Plain City. FIL - 33567. B.M a No
4 Scale
1:22.2
NAILED
NAILED
NAILED
NA LED
1 1
11
424 12
4.24 r12
NAILED
NAILED
NAILED
NAILED
Us
10
t2
NAILED
a
NAILED
9
2
S P
A. 12
13
14
NAILED
NAILED
NAILED
4
x6 NAILED
NAILED
NAILED 4.6 = 5
.
9.10-1
9-10.1
Plate Offsets (X,Y)- f2:0-1-4,Edgel,
IFO-0-F,0-2-01
LOADING (ps!)
SPACING-
2-0-0
CSI.
DEFL. in
(too) Well Ud
PLATES GRIP
TCLIL 20.0
Plate 36
DOL 1.25
TIC 0.97
Vert(U-) -0.26
5-B >448 240
MT20 2441190
TCDL 7.0
Lumber
DOL 1.25
BIC 0.55
Vert(CT) -0.51
5-8 >231 180
BCLIL 0.0
Rep Sfte�s
Incr NO
WE 0.82
HorzCT) 0.01
5 n1a n1a
BCDL 10.0
Code FI3
I C2017/TP]2014
Mavix-MSH
Weight: 43 It, FT = 20%
LUMBER-
BRACING-
TOPCHORD 2x4
NM%2
TOP CHORD
Structural wood sheathing directly applied or5-3-4 be puffins.
BOTCHORD 2X4 E 1
2PP
I
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (Iblelze) 4=195IMechanical,2=44310-8-0,5�24
.. Mechanical
Max Hom 2=240(LC
d)
Max Uplift 4--195(LC
6). 221 O(LC 8), 5=-1 7(LC 5)
Max Grav 4=195(LC 1),
2=443(LC 1), 5=304(LC 3)
) FORCES. (lb) - Max. Comp./Max. Te All forces 250 (Ils) or less except when she".
1TOPCHORD 2-3=-866/3E 1
1BOTCHORD 2-5=-472/8E:9 -
IWEBS 3-5=-171/479
NOTES-
1) Wind: ASCE 7-10; Vulti 60mph (3- 1 second gust) Vasd=124mph; TCDL--4.2psf; BCD "-.8psi; h=15ft; B--45ft; L=40ft; eave=Sft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFR§ (directional); Lumber DOL--1.60 plate grip DOL=1.60
12) This truss has been designed fare 10.0 psf bottom chord live load nonconcurrent with any other live loads.
13) - This truss has been designed for 4 live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
: wiill fit between the bottom chord an� any other members.
14) Bearings are assumed to be: , Joirl SYP No.2 crushing capacity of 565 psi.
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 Ils uplift at joirl 5 except at=lb)
4--195.2=210. 1 1
7) �NAILED" indicates 3-1 Did (0. 1 48'x3') or 2-12d (0. 1 48'xg.25') toe -nails per IN DS guidlines.
In the LOAD CASE(S) section, leads applied to the face of the truiss are noted as front (F) or back (B).
I
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Inerease=1.25
Uniform Loads pff)
Vert: 11-4-54, 5-6=-20
Concentrated Loads (lb)
Vert: 9=49(F=25, B=25) 1 0=32(F=16. B=1 6) 1 1=-1 03(F=-51, B=-51) 12=23(F=12, B=12) 13=-10(F=-5, B=-5) 14=-50(F=-25.
B=-25)
Joaquin Velez PE No.68182
MiTisk USA, Inc. FL Cent 6634
69114 Parke East Blvd. Tampa FIL 33610
Date:
April 24,2019
,& WMNING-V.Htydegpl...f...dR�DNOTES ON THEANDNCLUDEDM�KRUEMNCEPAGEM�74Mm� loWullsSEFORE USE
Design vard for use only with M1ek9 cont9chons. This clas�gn a based only upon parameters sown, 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 ms design Into me overall
culdingdesign. Bracing Indicated B, to prevent bucWing of hdividual truess, web and/or chord members only. Adcrt[ono? fiemporan, and permanent bracing
MiTek
Is dways required for stablinty and to prevent collapse with possible personal Injury and property damage. For Donald guidance regordbng the
6904 Parla, Eas BKq1.
fabrication, storage, delivery. erectlon and bracing of trusses and truss systems saGANSVTPIT Qualfty Criteria. DS%49 and BCS1 Building Component
,arable from Truss Plate Insfitut., 218 N. Lee Street, Suite 312, Ale.andro, VA 22314,
Tmpa,FL 3340
Truss
Truss Type
I, -- I
Oty Ply
LT 10/2 WATERSTONE-ST LUCI
. T16870619
VR7
JACK -OPEN TRUSS
I
1
�
� �dob
Reference (optional)
builders vinsibource. rim ully, 1-1- - �bt`f.
fl
NAILED
NAILED
e1A E
'L
NAI LED
3,4
U.22IJ S NOV IS ZU18 MI I eK mammas, Inc. wed Apr 24 U9:JU:UU Mlif rage I
ID:6qDiOH2OVegl NklsmNemzyuULB-Xe7wDnetwybrswFDi6Kiuy6uorSr8LO3aB�_b2zNYDv
NAILED
NAILED
13
4.24 F12
NAILED 4x6
3
12
ifqNAILED
16
NAILED
7
NAILED
`5 2.4 11
NAILED
NAILED
2.48 F1_2
LOADING (pl
SPACING-
2-"
CS1.
DEFL
in
110c)
:I/defl
Ud
TCUL 20.0
Plate Grip DOL
1.25
TC 0.65
Vail
0.08
6-7
>999
240
TCDL 7.0
Lumber DOL
1.25
BIC 0.53
Vert(CT)
-0.13
6-7
>9?2
180
BCUL 0.0
Rep Stress Incr
NO
W13 0.5�.
Horz(CT)
0.02
6
n/a
n1a
BCDL 10.0
Code FBC2017frP[2014
MatrIx-MS
H
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4SPNo.1
WEBS 20 SP No.3
REACTIONS. (lb/size) 4=159/Mechaniwl,2=443/0-10-3,6=287i
Max Horz 2=24l 8)
Max Uplift 4=-150(LC 8), 2=-206(LC 8). 6=-73(LC 5)
Max Gmv 4=1 59(LC 1), 2=443(LC 1), 6=298(LC 3)
FORCES. (Ii -Max. Comp./Max. Ten. -All forces 250 (lb) or less except
TOPCHORD 2-3-1166419
BOTCHORD 2-7=-497/1097,6-7=-50211117
WEBS . 3-7=0/255.3-6=-1081/480
NOTES-
1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph;TCDL=4.2
11; Exic C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate
2) This truss has been designed for a 10.0 psf bottom chord live load noncioncs
3) * This truss has been designed for a live load of 20.Opsf on the bottom chom
will fit between the bottom chord and any other members.
4) Bearings are assumed to be: , Joint 6 SYP No.2 crushing capacity of 565 pE
5) Refer to girder(s) for truss to truss connections.
6) Bearing at joint(s) 2 considers parallel to grain value using ANSVIPI 1 angl(
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to hearing plate capable
4=150,2=206.
8) "NAILED" indicates 3-1 Od (0.148'x3') or 2-12d (0.148'x2l.25') too -nails per 1
9) In the LOAD CASE(S) section, loads applied to the face of the truss am not
shown.
Scale: 1/2'=l'
19
4.6 �
�10_1
PLATES GRIP
MT20 2441190
Weight; 42 111 FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 5-2-10 do purlins.
BOTCHORD Rigid ceiling directly applied or 6-0-0 do bracing.
sf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat.
rip, Dl
Tent with any other live loads.
in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
grain formula. Building designer should verify
100 lb uplift ai joint(s) 6 except at=lb)
S guldlines.
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 (pit)
Vert: 1-4-54, 5-8=-20
Concentrated Loads (lb)
Vert: 1 1=49(F=25, 3=25) 12=32(F=l 6. B=1 6) 13=-106(F=-53, B=-53) 14=23(F=1 2, B=12) 15=-1 O(F=-5. B=.5) I 6=-52(F=-26'
9=-26)
Joaquin Velez PE No.68182
MiTek UK Inc. FL Cert 6634
6904 Parke East Blvd. Tampa R. 33610
Date:
April 24,2019
WARNING - ViVilydresle. svers.101srandRIDID NOTES ON WISAND INCLUDES Mel REFERANCEPAGEIRP7473 .11010011015 BEFORE USE
DersJi valid for use only with Mile& connectors, This design IS based only upon parameters Shown. and IS for an Individual bulking component, not
Nit
a Tnim system. Before use. the building deSIgner must verify the applicability of design parameters and popery Incorporate this design Into the overall
building dmIgn. Bracing Indicated Is to prevent buckling of Incliidual trus web and/or chord members only. Additional temporary and permanent bracing
MiTelc
Is always required for stability and to prevent colloper, with Domble personal Irtury and properly dcmage. For general guidance regarding the
6904 Park; Ea�i Blvd.
fabrication, storage, delivery, erection and bracing of insines and Inifo system% seeANSVTPIJ Qul Criteria, DSO-89 crid IICSI Building Component
Sofmtv, infonsinflarsavolInhip from T�� Rhfa lnsflts� 91 A N IA� qhppt sjlf� 319, Alpynndrin VA 99. ]A
T.pa, Fl. 33610
Symbols
PLATE LOCATION AND ORIENTATION
13 Center plate on joint unless x, y
Z
14- 4 offsets are Indicated.
Dimensions are In ft-In-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
F
For�4 x 2 orientation, locate
Numbering System
6-48 dimenst . ons shown In ft-in-sWeenths
(Drawings not to scale)
1 2 3
TOP CHORDS
C1-2
4
Q
or 0
Of
0
General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1 . Additional stability bracing for truss system. e.g.
diagonal or X-bracing, Is always required. See BCSL
2. Truss bracing must be designed by an engineer. For
wide truss spacing, Individual latetal braces themselves
may require,bracing. or alternative Tor I ----- -
bracing should be considered.
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
4. Provide coples of this tru� design to the building
designer, erection supervisor. property owner and
— cf�
lates 0-'10 from outside
p la
BOTTOM CHORDS
all other interested parties.
edge of truss.
8 7 6 5
5. Cut members to bear tightly against each other.
6. Plac e plates on ea& face ofir u ss at each
This symbol Indicates the
JOINTS ARE GENERALLY NUMBEREDAETIERED CLOCKWISE
joint and embed fully. Knots and wone at joint
required direction of slots In
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
locations are regulated by ANSlfrFI 1.
connector plates.
THE LEFL
7. Design assumes trusses will be suitably protected from
CHORDS AND WEBS ARE IDEiT[FIED BY END JOINT
the environment in accord with ANSlfrPI 1.
Plate location details avallable in Miliek 20/20
software or upon request.
NUMBERSAETTERS.
8. unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication,
PRODUCT CODE APPROVALS
9. Unless expressly noted. this design Is not applicable for
PLATE S111
ICC-ES Reports:
use with fire retardant, preservative treated. or green lumber.
The first dimension Is the plate
10, Camber Is a non-structural consideration and is the
width measured perpendicular
4 x 4
ESR-1 311, ESR-1 352, ESRI 988
responsibility of truss fabricator. General practice Is to
to slots. Second dimension Is
ER-3907, ESR-2362, ESR-1397, ESR-3282
comber for dead load deflection.
the length parallel to slots.
11. Plate type, size, orientation and location dimensions
Indicated are minimum plating requirements.
LATERAL BRACING LOCATION
12. Lumber used sholl be of the species and size, and
In at[ respects, equal to or better than that
Indicated by symbol shown and/or
by text In the bracing section of the
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
specified.
13. Top chords must be sheathed or purlins provided at
output. Use T or I bracing
spacing Indicated on design,
if Indicated.
Lumber design values are in accordance with ANSIfrPI 1
14. Bottom chords require lateral bracing at 10 ft. spacing,
section 6.3 These truss designs rely on lumber values
or less, If no ceiling Is Installed, unless otherwise noted.
BEARING
established by others.
15. Connections not shown are the responsibility of others.
Indicates location where bearings
(supports) occur. Icons vary but
Q 2012 MITek@ All Rights Reserved
16. Do not cut or alter truss member or plate without prior
approval of an engineer.
reaction section Indicates joint
number where bearings occur.
17. Install and load vertically unless indicated otherwise.
Min size shown Is for crushing only.
18. Use of green or treated lumber may pose unacceptable
�MI(o
environmental. health or performonce risks, Consult with
project engineer before use.
Industry Standards:
ANSI/TPil: National Design Specification for Metal
19. Review all portions of this design (front, back words
Plate Connected Wood Truss Construction.
and pictures) before use. Reviewing pictures alone
Is not suff iclent.
DSB-89: Design Standard for Bracing.
a
BCSI: Building Component Safety Information,
MiTek
20. Design assumes manufacture In accordance With
Guide to Good Practice for Handling,
ANSVIPI I Quality Criteria.
Installing & Bracing of Metal Plate
Connected Wood Trusses.
MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015