HomeMy WebLinkAboutTRUSSM He ko \c��
RE: M1 1392 - THE WINDSOR
Site Information:
Customer Info: Wynne Dev Corp
Lot/Block:
Address: unknown
City: St. Lucie County
Lumber design valueslare in accordance with ANSI/TPI 1 section 6.3
These truss desiglis relf' an lumber values established by others.
S
BY
*LUd9CW*
MiTek USA, Inc.
6904 Parke East Blvd.
Tammfl_ 33VO-41 IT
Project Name: M-1 1392 Model: 71 Carlton 3 Bedroo ear orc
Subdivision: I
State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address: I
City: state:
General Truss Engineering Criteria & Design Loa(
Loading Conditions):
Design Code: FBC2017/TPI2014 D(
Wind Code: ASCE 7-10 W
Roof Load: 37.0 psf Fl
This package includes 15 individual, dated Truss D
With my seal aff i�ed to this sheet, I hereby certify tf
conforms to 61 G1 5-31.003, section 5 of the Florida
N o.
11
S
ssNamel
�Da �te
E
T
I , /22/18]
12
1 T1 35696611
Al
13/22/18
13
IT13569662IA2
13/22/18
14
IT13569663IA3
13/22/18_j
15
1 13569664.
16
IT13569665IA5
3/22/18
7 1
T1 3569666
1 ATA
8 IT135696671B
13/22/18
9 1
Ti-35-6§�-6-8-1
BHA 13/22/18
1
110
1 T1 3569669
1 GRA 13/22/18
1
Ill
I T1 39M670
I J1_
13/22/18
112
IT13569671IJ3
13/22/18
13 _Lllq�6967�JJ5_
13/22/18
14
IT13569673IJ7
13/22/18
115
1 135696741KJ7
13/22/18
The truss-drawing(s) referenced above have been
USA, 16(c.under my direct supervision based on d
provided by Chambers Truss.
Truss Design Engineer's Name: Finn, Waite
I
My license -renewal date for the state of Florida is
(Individual Truss Design Drawings Show Special
ri Program: MiTek 20/20 8.1
Speed: 165 mph
Load: N/A psf
n Drawings and 0 Additional Drawings.
am the Truss Design Engineer and this index sheet
[rd of Professional Engineers Rules.
M
irepared by MiTek
e parameters
February 28, 2019.
IMPORTANT NOTE: The seal on these truss component designs is a certification
that the engineer named is licensed in the jurisdiction(s) identified and that the
designs comply with ANSI/TPI 1. These designs are based upon parameters
shown (e.g., loads, supports, dimensions, ' shapes and de�ign codes), which were
given to MiTek. Any project specific information included is for MiTek's customers
file reference purp9se only, and was not taken into account in the preparation of
these designs. MiTek has not independently verified thelapplicability of the design
parameters or the designs for any particular building. Before use, the building designer
should verify applicability of design parameters and proi$erly incorporate these designs
into the overall building design per ANSI/TPI 1. Cha�f4j'2.
R P p, 0�e,�,
.... :- 4,
E N *' �P
'9'$*% -
No 22839
-XZ
t— An.. *'
:13 *. STATE OF * UJ
0 1014!
A- ft., & ,
V N,
4 OR I
11111111111110%
Walter P. Finn PE No.22839
Mrrek USA, Inc. Fl. Cert KU
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
FILE COPY
Finn, Walter I Of I
Job
Truss
Truss Type
Qty
Ply
THE WINDSOR
T13569660
Mlt"092
A
HIP
Job Reference (optional)
t,namDers truss, iric., r-011 Ne[Ge, r-L
.4-0-0 6-10-14
ID: kfiGCA6bx7j2Syl H DXFw7ye3;�X"j'R"3'q'U's"Z'b'k't"W"X"U'd"u"XL'4"V'5'6"b"B' N7zH—LSgUaLgXZYzYQiC
)0-2-131— b6-0 0 8-11 2 35-0-0 6-0-
5-3-131 5_9_; 2_ _1 0-14
Scale = 1:60.5
4.00 FIT
4x8
2x3 I I
dX6 4x4 =
4X8 2x3
2x3
4
26 5
16 7 27
8 9
25
25
28
24
2
29 7
c?
2
2
10 11 �' C0
10
�4
6
6
17
16 Is
14
13
12
3x4
3X4
3X6 6x8
3x4
3X6
3X4 3x5
9-0-0
14-11-0
20-2-13
L6-0 0
35-0-0
9-0-0
5-11-0
—9-0-0
Plate Offsets (X,Y)-- [2:0-0-14, Edge], [4:0-5-4,0-2-01, [8:G-5-4,
G-2-01, [10:0-0-6, Edge]
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL. In
(loc) Ildefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.57
eil(LL) 0.42
12-23 >572
240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.47
Vert(CT) 0.37
12-23 >659
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.94
Horz(CT) 0.03
10 n1a
n/a
BCDL 10.0
Code FBC2017fTP12014
Matrix -MS
Weight: 161 lb FT = 20%
LUIMBER-
BRACING-
TOPCHORD 2X4 SP M 30
TOPCHORD
Structural wood
sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD 2X4 SP M 30
BOTCHORD
Rigid ceiling directly applied or 4-5-1 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=433/0-8-0,15=1596/0-8-0. 10=669/0-8-0
Max Harz -2=-97(LC 10)
Max Uplift 2=-235(LC 12),15=-1439(LC 12), 1 0=-799(LC 12)
Max Grav 2=467(LC 17),15=1596(LO 1). 10=685(LC 22)
FORCES. (lb) -Max. Comp./Max. Ten. -All f6rces 250 (lb) or less except when shown.
TOPCHORD 2-3=-639/108, 3-4=-396/0, 4-5=-967/776, 5-7=-967/776, 7'-8=-45 /938, 8-9=-1 009/1884,
h
9-10=-1265/2154
BOTCHORD 2-17=0/652,15-17=0/430,14-15=-704/454,12-14=-1586/938, 1(1-12=-1971/1174
WEBS 3-17=-372/461, 4-17=-272/451, 4-15=-1 087/1002, 5-15=-336/386, 7-14=-766/399,
8-14=-580/997, 8-12=-958/447, 9-12=-358/600, 7-15=-1329/219
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VUlt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat.
11; Exp C; Enci., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 t10 2-6-0, Interior(l) 2-6-0 to 9-0-0, Exterior(2) 9-0-0 to
30-11-6, Interior(l) 30-11-6 to 36-0-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconc�rrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capabl I withstanding 100 lb uplift at joint(s) except at=lb)
2=235,15=1439,10=799.
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cent 6634
8904 Parke East Blvd. Tampa Fl. 33610
Date:
March 22,2018
,& WARNING - Verify design parameter. and READ NOTES ON THIS AND INCLUDED kfrEKREFERANCE PAGE M11-7473 rev. iav=ofs BEFORE USE.
Design valid for use only with Mffek*D connectors. INs design Is based only upon parameters shown, and Is for an Individual bufldlng component not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
bullcllng design. Bracing Indicated Is to prevent buckling of Individual truss webland/or chord members only. Additional temporary and permanent bracing
MOW
and property damage. Forgenera
Is always required for stability and to prevent collapse with possible personal Inj I I guidance regardng the
_%
truss systems
fabricallor'L storage, delivery. erection and bracing of trusses and eANSI/TPI 1 Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Information avallable from Iruss Plate Institute, 218 N. Lee Street. Suite 31.i Alexandria, VA 22,314.
Tampa, Fl. 33610
Job
Truss
Truss Typ
Qty
Ply
THE WINDSO
T13569661
M 1 1N2
At
SPECIAL
1
Job Reference (optional)
unarnbers truss, Inc., t-on: merce, M
20
C'.
6
3x6 =
8-6-0 2-6-0 3-9-0
5x6 2x3 I I
4.00F12 2x3 4 21 5
3
13 12
3x5 5x8 MT1 BHS
I.. I .. . 1—. . . — I . .11, 1 .. . --.. ..' .. — .... - ... — --.. -.— — I - I -'- .
ID: kfiGCA6bx7j2SyIHDXFw7ye3KX-BdcD!CaDVBeO6nTjvolKfpgX?NVK4xWep?056?zYQiB
24-0-0 27-4-7 35-0-0 6-0-
-7-9 -0-
4-3-2 '_4_7 7
3A = 5x6
6 22 7
RR 2x3
8
7x8 MT1 8HS
2. 0 0 FI-2
Scale = 1:61.3
23
co
0
C?
C)
3x12 Z:
10-0-0
10-0-0
4-110
14_9_�
24-6-8
9-9-8
;jb-u-u
10-5-8
Plate Offsets (X,Y)--
[2:0-0-2, Edgel, [9:0-1 -15, Edge]
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in (loc)
I/defl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.63
Vert(LL)
0.75 11-12
>563
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0 ' 91
Vert(CT)
-1.21 11-12
>348
180
MT18HS
244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.77
Horz(CT)
0.35 9
nfa
n/a
BCDL 10.0
Code FBC20171FP12014
Matrix -MS
Weight: 155 lb
FT = 20%
LIUIVIBER- BRACING-
TOPCHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 2-7-7 oc pudins.
BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0
Max Horz 2=-1 17(LC 10)
Max Uplift 2=-825(LC 12), 9=-825(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when sl�own.
TOPCHORD 2-3=-3209/2102, 3-4=-3006/2024, 4-5=-3022/2080, 5-6=-3022/2080, 6-7=-464312994,
7-8=-5324/3364, 8-9=-5751/3700 1
BOTCHORD 2-13=-1883/3007,12-13=-1591/2657,11-12=-2456/3908, �J-1 =-044Z/0410
WEBS 3-13=-425/410, 4-13=-3541571, 4-12=-362/617, 5-12=-269/279, 6-12=-1 034/712,
6-1 1=-373/892, 7-1 1=-897/1523, 8-1 1=-404/435 1
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=1 28mph; TCIDL=4.2pSI'� BCDL=3.Dpsf; h=1 51t; B=70ft; L=35ft; eave=5ft; Cat.
11; Exp C; Encl., GCpl=O.l 8; MWFRS (directional) and C-C Exterlor(2) -1 -0-0 to 2-6-0, Interlor(l) 2-6-0 to 36-0-0 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at JoInt(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capablelof withstanding 100 lb uplift at joint(s) except at=lb)
2=825,9--825. 1
Walter P. Finn PE No.22839
MiTelk USA, Inc. FL Cart 8634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
I
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCEPAGEMII-7473 rev. 10103V2015 BEFORE USE
--
Design valid for use only with MITek8 connectors. This design Is based orgy upon �arameters shown. and Is for an Individual building component, not
W1,
a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overail
building design. Bracing Indicated Is to prevent buckling of Individual truss web �nd/or chord members only. Addiflonal temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and Iruss systems, i6eANSIMI I Quality Criteria, DSB-89 and BCSI BuIlding Component
6904 Parke East Blvd.
Safety Information ovallable from 11LISS Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22,314.
Tampa, Fl- 33610
Job
Truss
Truss Typ
Qty
y
THE WINDSOR
T13569662
M11,192
A2
SPECIAL I
I
I
Job Reference (optional)
unamDers I russ, Inc., VOT1 Vle[Ce, rL
I — — —.1—
IP: kfiGCA6bx7j2SylHDXFw7ye3KX-fpAbvYbrGUmFjx2vTVYZBODhBnrxpNMn2fgeeRzYQiA
00
,4-00-0 8-6-0 L4 9 0
22-0,'c 1 27-47 -0 0
- �7�_Tg
5
N
8-6-0 1
7-310 5-4-7
Scale 1:61.3
5x6 3x4
5X8
4.00 FIT 4 21 5
22 6
E 2x3
3
7
20
23
10
10
8 1cp
8
7x8 MT1 8HS
3x4
6 13 12
3x4 5x8
3xl 2 :z
3X6
2.00 F-12
10-0-0 14-9-0
22-0-0 46-8 35-0-0
L2
10-0-0 4-94
_0 10-5-8
Plate Offsets (X,Y)-- f2:0-0-6, Edgel, [6:0-4-0,0-2-3), f8:0-1-1 5, Edge]
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. In (loc) Well Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.66
Vert(LL) 0.72 10 >585 240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
" 0
ert(CT) -0.94 10-19 >447 180
VHorz(CT)
MT18HS
244/190
BCLL 0.0
Rep Stress Incr YES
WEI ('�::
0.34 8 rda n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 160 lb
FT = 20%
LIUMBER-
BRACING-
TOPCHORD 2X4 SP M 30
TOPCHORD Structural wood sheathing directly applied or 2-6-15
oc purlins.
BOTCHORD 2x4 SP M 30
BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0
Max Harz 2=1 36(LC 11)
Max Uplift 2=-825(LC 12), 8=-825(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when s!)own.
TOPCHORD 2-3=-3211/2064, 3-4=-3017/1998, 4-5=-2580/1800, 5-6=-3379/2225, 6-7=-5242/3250,
7-8=-5759/3665
BOTCHORD 2-13=-1847/3008,12-13=-1403/2418,11-12=-1552/2629,10-11-11990/3441I
8-10=-3410/5485 1
WEBS 3-13=-4201418, 4-13=-427/688, 4-12=-337/551, 5-12=-777/605, 5-11 =-465/925,
6-1 1=-391/277,6-1 0=-1318/2268, 7-10=-503/530
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=-4.2p�f; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 1 o 2-6-0, Interfor(l) 2-6-0 to 36-0-0 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1J grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 8 considers parallel to grain value using ANSI1TPI 1 anglel to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capabl'i of withstanding 100 lb uplift at joint(s) except at=lb)
2=825,8=825.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cent 6634
6904 Parke East Blvd. Tampa Fl. 23810
Date:
March 22,2018
,&WARNING -Verify designparametersandREAD NOTES ON THIS AND INCLUDED UITEKREFERANCE PAGE Mll-7473 rev. 101012015 BEFORE USE
Design valid for use only with MffekO connectors. This design Is based only upor)' parameters shown. and Is for an Individual building component. not
a truss system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
buildIngdesign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addiflonal temporary and permanent bracing
MiTeW
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the
fabilcation, storage, delivery, erection and bracing of trusses and truss systemsJ seeANSIITPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
THE WINDSOR
*;92
T13569663
M it
A3
SPECIAL I
11
1
Job Reference (optional)
unambers truss, Inc., I--ort vierce, t-L or au 5 I'lur 1 1 eU 10 IVII I UK 111UUbL1 lUb, IM. I 1ju Ivid] 44 — 1 Q.vo — I o rayU I
ID:_kfiGCA6bx�j2Syl HDXFw7ye3KX-70kz6ucTl ou6L5d61 D3okEmtrABCYrBwGJvBAtZYQi9
R-9-n 15-0-0 20-0-01 24-6-8 . 27-4-7 . 35-0-0 36-0-0
6-6-0 5-0-0
Scale = 1:62.3
4.00 F12
5x6
4X5
5
6
3X4
5x6 Z�-
4X6
7
5X6
3 4
8
21
22
2
11
9 10
Ic . P
1
-
12
7x6 MT18HS
6
4X8
14
13
2X3
5X6
3x12 z=�
3X5
2.00 F12
6-0 14-9-0
20�0-00 4-'11
35-0-0
N-0 6-3-0
5-i 4
10-5-8
Plate Offsets (X,Y)--
[2:0-1-6, Edgel, f3:0-3-0, Edge], 18:0-3-0,0-3-01, T9:0-1 -15, Edge]
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. In (loc)
I/defl
Ud
PLATES
GRIP
TOLL 20.0
Plate Grip DOL 1.25
TO 1��10
Vert(LL) 0.73 11
>572
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0 '.5
Vert(CT) -0.97 11-20
>432
180
MT18HS
244/190
BOLL 0.0
Rep Stress Incr YES
WB 0.83
Horz(CT) 0.36 9
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight: 160 lb
FT = 20%
LUIMBER-
TOP CHORD 2x4 SP M 30
BOT CHORD 2X4 SP M 30
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1349/0-8-0,9=134910-8-0
Max Horz 2=-1 55(LC 10)
Max Uplift 2=-825(LC 12), 9=-825(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when
TOPCHORD 2-4=-3256/2031, 4-5=-2426/1588, 5-6=-2680/1790, 6-7=-2829/1
8-9=-5720/3554
BOTCHORD 2-14=-181713048, 13-14=-1817/3048, 12-13=-1258/2274, 11-12
9-11 =-3302/5445
WEBS 4-14=0/329,4-13=-897/636, 5-12=-316/661, 6-12=-317/616, 7-1
7-11 =-1 07211939, 8-11 =-390/391
BRACING-
TOPCHORD Structural wood sheathing directly applied or 2-6-15 oc purlins.
BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at midpt 7-12
7-8=-5320/3257,
103,
1643,
NOTES- I
I ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASO E 7-10; Vult= I 65M ph (3-second gust) Vasd=1 28m ph; TOD L=4.2psf; BCDL=3.Opsf; h=1 51t; B=70ft; L=35ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 o 2-6-0, Interior(l) 2-6-0 to 36-0-0 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plat grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chory In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 9 considers parallel to grain value using ANSIfTPI I angle' to grain formula. Building designer should verify
capacity of bearing surface. 1
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=825,9=825. 1
Walter P. Finn PE No.22839
MITek USA, Inc. FL Cert 6634
$904 Parke East Blvd. Tampa I'L 33610
Date:
March 22,2018
A WARIVING-Venty design parameterand READ NOTES ON THIS ANDIAICLUDED MIITEKREFERANCE PAGE M11-7473mv. 1010"015 BEFORE USE.
Design valid for use only with MTrekO connectors. This design Is based only uponlparameterS shown, and Is for an Individual building component not
EF
a IrLm system. Before use, the building designer must vedly the applicability of design parameters and property Incorporate this design into the overall
building design. Bracing Indicated Is to prevent buckling of Individual tam wcl� and/or chord members only. Additional temporary and permanent bracAng
MiTek*
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabilcatiom storage. delivery, erection and bracing of trusses and truss syi;temsjse.eANSIjTPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Trtm Plate Instflute. 218 N. Lee Street, Sulte 31.�2, Alexandria. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Q11y,
Ply
THE WINDSOR
T13569664
M`11�92
A4
SPECIAL
.1
Job Reference (optional)
unamoers i russ, inc., t-orr Fierce, f-L
2
.T
3X5 =
23
0.115u 5 Mar I I zu I a Ivil I UK I nuutsu I U5, if IL;. I I lu IVIL11 ee U�� I 0:vu eu 10 rd9U I
ID:—kfiGCA6bx7j2SylHDXFw7ye3KX-bCILKEc6o6lzzFClawa1 HR12naXQHF54Vye]iJzYQi8
177-70-7018�" 24-6-8 27-4 35-0-0 6-0-
2-3-0 -0-0 6-6-8 _9% 7-7-9
4.00F1_2 5X6 X6
2X3 6 7
5
3X6
3X4
4
14
16 15 3x12
2X3 11 5x8 =
2.00 F12
5X6 --
4X6 zzz-
8
9 2X3 5;�
P�Z� 10
13
7x8 MT18HS
Scale = 1:62.3
Im
3x12 :�-
7
W
2'. -05
14-9-0
24-6-8
35-0-0
6
6-3-0
1 _;000
6-6-8
10-5-8
Plate Offsets (X,Y)--
[2:0-1-6,Edgel, [9:0-3-0,Edgel, rl 1:0-1-1
5,Edgel
I
LOADING (psf)
SPACING- 2-0-0
CS1.
DIEFL.
in
(loc)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.59
Vert(LL)
0.80
13
>528
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.95
Vett(CT)
-1.05
13
>400
180
MT18HS
2441190
BCLL 0.0
Rep Stress Incr YES
WB 0.98
Horz(CT)
0.39
11
n1a
n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix -MS
Weight: 172 lb
FT = 20%
LUIMBIER- IBRACING-
TOPCHORD 2X4 SP M 30 TOPCHORD
BOTCHORD 2x4 SP M 30 BOTCHORD
WEBS 2x4 SP No.3 WEBS
REACTIONS. (lb/size) 2=1349/0-8-0, 11=1349/0-8-0
Max Horz 2=-1 75(LC 10)
Max Uplift 2=-825(LC 12), 1 1=-825.(LC 12)
FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when s . hown.
TOPCHORD 2-3=-3253/1989, 3-5=-2435/1560, 5-6=-2399/1639, 6-7=-2217/1 01, 7-8=-2380/1519,
8-1 0=-5361/3228, 10-11 =-5716/3480
BOTCHORD 2-16=-1 776/3045,15-16=-1 776/3045, 14-1 5=-1 117/2168, 13-14=-2920/5154,
11-13=-3232/5441
WEBS 3-16=0/334, 3-15=-882/614, 5-15=-238/254, 7-14=1 63/42:171 6-� 4--309/604,
6-15=-315/409,8-14=-3146/1901, B-13=-1034/1946,10-13=-343/333
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1
members and forces & MWFRS for reactions shown; Lumber DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonc(
6) * This truss has been designed for a live load of 20.Opsf on the bottom cl
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 11 considers parallel to grain value using ANS VTP1 1
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate Cape
2=825,11=825.
Structural wood sheathing directly applied or 2-6-14 oc purtins.
Rigid ceiling directly applied or 2-2-0 oc bracing.
1 Row at midpt 8-14
)sf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat.
to 2-6-0, Interior(l) 2-6-0 to 36-0-0 zone;C-C for
e grip DOL=1.60
irrent with any other live loads.
I in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
e to grain formula. Building designer should verify
of withstanding 100 lb uplift at joint(s) except gt=lb)
Walter P. Finn PE No.22839
11AITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
WARNING- Verify design parameters and REW NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MM-7473 rev. IOIMO15 BEFORE USE.
Design valid for use only with MITek8 connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not
a truss system. Before use, the bulldlng designer must verify the applicability olf design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss w6b and/or chord members only. Additional temporary and permanent bracing
MiTeW
Is always required for stability and to prevent collapse w1fh possib4e personal injury and property damage. For general guidance regarding the
faWcation, storage, delivery, erection and bracing of trusses and tt= systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Tpuss Plate Institute. 218 N. Lee Street, Suite, , 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
ally
Ply
THIEWINDSO
T13569665
M 1 l';92
A5
SPECIA
16
Job Reference
o a i
(;hambers Truss, Inc., Fort Pierce, FL I GA30 a ar i 1 2 i i a I US as, ,C.
I ID:_kfiGCA6bfl2Sy1 HDXFw7ye3KX-30sjXZdkZP9qaOnU8d5GpfrA:�—tBOm_DkcOlFmzyQi7
T 1-0-0 B-6-0 14-9-0 17-6-0 24_6 8 27-17 35-0-0 6-0-
,I -o-d 8-6-0 6-3-0 2-9-0 7-0-8 7-7-9 Scale = 1:60.3
4.00 FIT
6X8 �11
225
1
23 2X3
3X6 5�
5x6 WB zz:
3X4 �� 4
7 8 2X3
9
21
24
2
1121
12
10 11
1
sm
7x10 MT18HS
6
2
6
14
13
3X5
2X3
5X10
2.00 F1 _2
U12 :Z
i
-6-0
1
4;9 0
24-6-8
35-0-0
8-6-0
1 6
9-9-8
10 -5-8
Plate Offsets (X,Y)--
12:0-1-6,Edgel, f8:0-3-0, Edge], it 0:0-1 -1 5,Ed el
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in Qoc) I/defl Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.81
Vert(LL) 0.80
12-13 >526 240
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.92
Vert(CT) -1.28 12-13 >329 180
MT18HS
244/190
BCLL 0.0
Rep Stress incr
YES
WB 0.74
Horz(CT) 0.36 10 n1a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight: 160 lb
FT = 20%
LIUMBER-
BRACING -
TOP CHORD 2x4 SP M 31 'Except'
TOP CHORD
Structural wood sheathing directly applied or 2-2-0
oc puffins.
1-4,8-11:
2x4 SP M 30
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4 SP M 30
WEBS
I Row at midpt 6-12
WEBS 2x4 SIP No.3 *Except*
6-12: 2X4 SP M 30
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=1349/0-8-0, 10=1349/0-8-0
Max Horz 2=-1 79(LC 10)
Max Uplift 2=-825(LC 12), 1 0=-825(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3247/2112, 3-5=-2449/1679, 5-6=-2397/1763, 6-7=-5452/3624, 7-9=-5398/3482,
9-10=-5732/3689 1
BOTCHORD 2-14=-1865/3040,13-14=-1865/3040,12-13=-1223/2137, 10-14=-3401/5409
WEBS 3-14=0/303, 3-13=-861/619, 5-13=-216/264, 6-13=-300/5:27, 6-1 2=-2247/3526,
7-12=-323/388, 9-12=-321/306 1
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=1 65mph (3-second gust) Vasc1=1 28mph; TCDL=4.2,psf; BCDL=3.opsf; h=1 5ft; B=701t; L=35ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=O.l 8; MW FRS (directional) and C-C Exterior(2) -1 -0-0 to 2-6-0, Interior(l) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to
21 -0-0 zone;C-C for members and forces & MWFRS for reactions shown; L , umber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise Indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconjurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chold 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 1 bpSf.
6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 ai�igle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
2=825,10=825. 1
Waltat P. Finn PE No.22839
MITek USA, Inc. Fl. Cart 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
March 22,2018
WARNING- Verify design parameters and REW NOTES ON THISAND IMMUDED MfTEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE -
Design valid for use only wIth MITekS connectors. This design Is based only upon parameters shown, and Is for an Individual building component not
a truss system. Before use, the building designer must verify the applicability ofdesign parameters and propedy incorporate this design Into the overall
buildIngdesign. Bracing Indicated Is to prevent buckling of Individual truss w4b and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal lhjury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systerns� seeANSIITPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
FL
Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite �1 2, Alexandria. VA 22 il 4.
Tampa, 3361 D
Job
Truss
Truss Typ
aty
ply
�THEWINDSOR
T13569666
M 11`319 2
ATA
COMMON
,
Job Reference (optional)
Uhambers I russ, Inc., t--orl merce, t-L
2
6
3x6 =
24
4-7-0 4-7-0
4.00 F1 _2
2x3 1 25 26
3x6 5
3x4
3
17 16 is
2x3 11 4x6 =
3x8
1
0. IOU bIV1d[ 11 4U 10
MHUMMU-111—,
11— 1 1 IU I —I IQ. 1 1 4V I � FQUI I
ID:—kfiGCA6bx7j2SylHDXFw7ye3KX-XbQ6lveMKiHhCYMgiLcVMsOOlOH6lFeNyG7rnCzyQi6
22-1-0 26-8-0
35-0-0 6-0-
4-7-0 4-7-0
8-4-0 -0-0
Scale = 1:59.5
4x4
6
.27 28 2x3 11
7
3x6 zZ�
8 3x4
9
29
29
F2
to 11
4
30
31 14 13
12
0
3xB =
2x3 11
3x6
46
22-1-0
1 26-8-0
35 -0-0
9-2.0
1 4-7-0
8-4-0
Plate Offsets (X,Y)-- 12:0-0-2, Edge], [10:0-0-2, Edge]
LOADING (psf)
SPACING- 2-0-0
cSI.
DEFL.
in (loc) Well Ud
PLATES GRIP
TOLL 20.0
Plate Grip DOL 1.25
TO 0.59
Vert(LL)
0.33 14-15 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.68
Vert(CT)
-0.64 14-15 >652 180
BOLL 0.0
Rep Stress Incr YES
WB 0.59
Horz(CT)
0.13 10 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight: 166 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOPCHORD
Structural wood sheathing directly applied or 3-1-15 oc purlins.
BOT CHORD 2X4 SP M 30
BOTCHORD
Rigid ceiling directly applied or 5-2-15 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0
Max Horz 2=-1 79(LC 10)
Max Uplift 2=-775(LC 12), 1 0=-775(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-3404/1963, 3-5=-2807/1637, 5-6=-2801/1739, 6-7=-' 2801/173b, 7-9=-2807/1637,
9-10=-3404/1963 1
BOTCHORD 2-17=-1724/3188,15-17=-1724/3188,14-15=-966/2053,
10-12=-1739/3188
WEBS 6-14=-560/968, 9-14=-681/524, 6-15=-560/968, 3-15=-681/524
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psfl BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 tol2-6-0, Interion(l) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to
21-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) 100.01b AC unit load placed on the top chord, 17-6-0 from left end, suppo)rted at two points, 5-0-0 apart.
4) This truss has been designed for a 10.0 psf bottom chord live load noncc ricurrIe-it with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord ilp' 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
2=775,10=775. 1
Walter P. Finn PE No,22839
MITek USA, Inc. Fl. Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
,&INARMING -Vefily design parameters and READ NOTES ON THIS AND INCLUDEDMI, I EK —F—A.— —.EM&7473 rev. 1010312016 BEFORE USE.
Design valid for use only with MffekS connectors. This design Is based only upon perameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Wit
building design. Bracing Indicated Is to prevent buckling of Individual truss web a6d/or chord members only. Additional temporary and permanent bracing MOW
Is always required for stability and to prevent collapse with possible personal InIQ. and property damage. For general guldance regarding the
fabricallort storage, delivery, erection and bracing of trusses and truss systems. seVZSI/TPI I Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Russ Plate Institute, 218 N. Lee StreeL Suite 312, �Jexanclfla. VA 22314. Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13569667
Ml�;92
B
COMMON
2
,
�THEWINDSOR
Job Reforp
0 4
Chambers Truss, inc., Fori Pierce, FL I ou mai i i — i o ivu i um HiuLiSu leS, ilC. u ar
0" 0'
I D:-kfiGCA6bx7j2Syl H DXFw7ye3KX-?n-UyFL41 PYqixtG28ku4wc?ohOUi FW BwtPJezYQi5
-T1_0_Q 8-3-5 14-0-0 760 21-0-0 26-8-11 35-0-0 T.6-0-
8-M i
4-0-01 5-8-11 3 3-6-0 5-8-11 8-3-5 11-0-01
Scale = 1:59.3
3)(ti
4.00 F1 _2 1
2x3 11
2x3 11
7
3x6
3x6 Z:�
3x4 75� 4
6 3x4
d
24
25
2
10
6
17
16
15
14
13
12
6
2x3 11
3X6 3x4
3x4 3xG
2x3 11
3A
3x4
3-5 1
19 0_�
21-0-0
L6 8-1111
35-0-0
911-3-5 1 12
7-0-0
'g
8-3-5
Plate Offsets (X,Y)--
[2:0-2-6,Edgel, [6:0-3-0, Edge], [10:0-2-6, Edge]
LOADING (pst)
SPACING- 2-0-0
CS1.
DEFL.
in (loc)
I/defl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.34
Vert(LL)
-0.11 14-15
>766
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.38
Vert(CT)
-0.24 17-20
>71 5
180
BCLL 0.0
Rep Stress Incr YES
WB 0.63
Horz(CT)
0.03 10
n/a
n/a
BCDIL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight: 149 lb
FT = 20%
LIUMBER- BRACING -
TOP CHORD 2X4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOTCHORD 2X4 SP M 30 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
WEBS 2x4 SP No.3
REACTIONS. All bearings 0-8-0.
(lb) - Max Horz 2=-1 79(LC 10)
Max Uplift All uplift 100 lb or less at joint(s) except 2=-371 (LC 12), 15=-453(LC 12), 14=-453(LC 12), 10=-371(LO
12)
Max Grav All reactions 250 lb or less at joint(s) except 2=:602(LCIJ) 15=844(LC 17), 14=840(LC 18), 10=602(LC
1 ) �1 '
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (1b) or less except when shown.
TOPCHORD 2-3=-945/572, 5-6=-1 81/256, 6-7=-1 81/258, 9-1 0=-945/574 1
BOTCHORD 2-17=-407/878, 15-17=-407/878, 12-14=-393/858, 10-12=-393/858
WEBS 3-17=-6/301, 3-1 5=-81 9/591, 5-15=-277/325, 7-14=-277/326, 9114=-819/592,
9-12=-5/301 1
NOTES -
I ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165Mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat.
11; Exp, C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-01c, 2-6-0, Interion(l) 2-6-0 to 17-6-0, Exterlor(2) 17-6-0 to
21 -0-0 zone;C-C for members and forces & MWFRS for reactions shown; 1-6mber 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 chor,� 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2, 453 lb uplift at
joint 15, 453 lb uplift at joint 14 and 371 lb uplift at joint 10. 1
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
A WARA11MG- Verify d..19.P...tns..d REW NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10103=15 BEFORE USE
Design valid for use only wilh MiTekV conneclors. This design Is based only upo� parameters shown, and Is for an Individual building component not
a truss system. Before use, the bulldIng designer must verify the applicability of,design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss wep and/or chord members only. AddlIfonal temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the
fabficallon, storage, delivery, erection and bracing of trusses and truss syslem� seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Triuss Plate Institute, 218 N. Lee Street, Suite 3.12, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
THE WINDSOR
T13569668
M11392
BHA
BOSTON HIP
Job Reference (optional)
Chambers T russ, Inc., Fori Pierce, FL 0*' 0 s Mar I 1 20 1 G 101 i an M LiSUIGS, I1C. Li ar : : I "Uu
ID:—kfiGCA6b,.7i�SyIHDXFw7ye3KX-UzXsAbfcrKXPRsV3pmfzRHT14B—kD89gQacyr5zYQi4
15-6-0 21-6-0
�]6 11.�6-0 1 13-6 014-0,0 17-6-0 1160 210-0 23 6 0 1 25 60 1 T 0'0 q�_O_o N-0
B]0 2�
2-0-_0 U-6-01-6-0 ' 2-" 2-'0-'0 I-e-0 �6t ir� 2--6-6 P, - �0
Scale = 1:62.4
4.00 F1 _2 M =
57115 58 17
56 1 59
3x6 548 55 9 9 20 60 22 3x6 I --
5xi 2 53 4 6 34 3x4 246 26 5x12
11 6 19 1 2 e27
9W 63
52
2 28 29
6 35 42 43 34 44 45 46 47 48 49 31 50 61
33 32 so
3x6 6x8 6x8 3x6 3X4
28 2
3x4
14-0-0 21 -0-_O 28-0-0 5-00
L
0 -0-0 7_0_�
_0_0 7-0-0 1 7-0- 7
Plate Offsets (X,Y)-- [32:0-3-8,0-3-01 1
LOADING (psf) SPACING- 2-0-,0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.13 35-38 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(OT) -0.16 35-38 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(CT) 0.04 28 n1a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 208 lb FT = 0%
LUMBER- BRACING-
TOPCHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 5-3-13 oc purlins.
BOTCHORD 2x4 SP M 30 BOTCHORD RigId ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-33,27-32
JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23
REACTIONS. All bearings 0-8-0.
(lb) - Max Horz 2=1 79(LC 7)
MaxUplift All uplift 100 lb or less atjoint(s) except 2=-565(LC 8), 3 1269(LC 8), 32=-1 017(LC 8),
28=-434(LC 8)
Max Grav All reactions 250 lb or less at joint(s) except 2=812(LC 1 33=1825(LC 1), 32=1 529(LC 1),
. 28=626(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1692/1103,3-4=-105/259,27-28=-1129/710,3-5=-441/520,5-7=-436/514,
7-10=-436/514, 10-11=-4361514,11-13=-436/514,13-16=-436/514,16-18=-436/514,
18-19=-436/514,19-21=-382/412, 21-23=-382/412, 23-25=-382/412, 25-27=-387/418
BOTCHORD 2-35=-939/1572, 33-35=-909/1484, 32-33=-382/400, 30-32=-575'/10041 28-30=-568/1039
WEBS 3-35=-191/649, 27-30=0/451, 3-33=-2090/1523,11-33=-810/782',19-32=-772[745,
27-32=-1484/1044, 9-10=-463/453, 20-21�4621454
NOTIES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL--4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat.
11; Exp C; Encl., GCpi=O.l 8; MWFRS (directional); Lumber DOL=11.60 plate gri DOL=11.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are 2x3 MT20 unless otherwise indicated.
5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrLt 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. i
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 565 lb uplift at joint 2, 1269 lb uplift at
joint 33, 1017 lb uplift at joint 32 and 434 lb uplift at joint 28. 1
8) Graphical purlin representation does not depict the size or the odentatio�n of ti'le puffin along the top andfor bottom chord.
9) Hanger(s) or other connection clevice(s) shall be provided sufficient to suppoo concentrated load(s) 265 lb down and 381 lb up at
7-0-0,1581b down and 2061b up at 9-0-12,158 lb down and 206 lb up at 11-0-12,1581b down and 206 lb up at 13-0-12,1581b
downand2061bupat 15-0-12,1581b down and 2061b upat 17-0-12,158 lb down and 206 lb up at 17-11-4,158 lb down and 206
lbupat 19-11-4,158 lb down and 206 lb up at 21-11-4,158 lb down and 266 lb up at 23-11-4, and 158 lb down and206 lb upat Walter P. Finn PE No.22839
25-11-4, and 158 lb down and 206 lb up at 27-11-4 on top chord, and 37316 down and 236 lb up at 7-0-0, 69 lb down at 9-0-12, 69 MiTek USA, Inc. FL Cert 6634
lb down at 11-0-12, 69 lb down at 13-0-12, 69 lb down at 15-0-12, 69 Ib down at 17-0-12, 69 lb down at 17-11-4, 69 lb down at 6904 Parke East Blvd. Tampa FL 33610
19-11-4. 69 lb down at 21-11-4, 69 lb down at 23-11-4, and 69 lb down at �5-11-4, and 69 lb down at 27-11-4 on bottom chord. Date:
The design/selection of such connection device(s) is the responsibility of ot6ers.
10) In the LOAD CAS E(S) section, loads applied to the face of the truss are n6ted as front (F) or back (B). March 22,2018
WARNI�0' Verify design parameters and REAID NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10103NOIS BEFORE USE.
Design valid for use only with MilekO connectors. This design Is based only upon parameters shown. and Is for an Individual building component not
a truss system. Before use, the building designer must verIfy the applicability aid sl met rsa d properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web /or chord members only. Additional temporary and permanent bracing
MiTeW
Is always required for stability and to prevent collapse wilh possUe personal Injury property damage. For general guidance regarding the
fabricallom storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 PaFke 2ast Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee StreeL Suite 312, Aiexandfla, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
WINDSOR
'
T13569668
M11392
BHA
BOSTON HIP
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, i-L
tmov 5 knar i i 26io [va I er, !I MUbLileb, H 1U. 11JU IVMi �� VU. 10—�v 10 U�
2Syl HDXFw7ye3KX-y95ENxgEcefG304FNTAC--VowpbKzybOpfEMWOXzYQi3
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1.25
Uniform Loads (pit)
Vert: 36-39=-20, 1-3=-54, 3-15=-54, 15-27=-54, 27-29=-54
Concentrated Loads (lb)
Vert: 35=-373(F) 30=-23(F) 42=-23(F) 43=-23(F) 44=-23(F) 45=-23(F) 46=-23(F) 4 =-23(F) 46=-23(F) 49=-23(F) 50=-23(F) 51 =-23(F) 52=-1 69(F) 53�1 1 8(F)
54=-1 1 B(F) 55=-1 18(F) 56=-1 18(F) 57=-1 1 8(F) 58=-1 18(F) 59=-1 18(F) 60=-1 1 B(F� 61 =-1 1 B(F) 62=-1 18(F) 63=-1 1 B(F)
,& WARNING - VerW design parametem and READ NOTES ON THISAND tNcLuDE D mrrEK REFERANcE PAGE M11-7473 rev. 10VOW015 BEFORE USE.
Design valid for use only with MffekO connectors. This design is based orgy upp'n parameters shown, and Is for an Individual building component. not
a fruss system. Before use, the building designer must verity the applicability qf design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
Is always required for stability and to prevent collapse with possible personaIjInjury and property damage. For general guidance regarding the
fabilcallom storage. delivery, erection and bracing of trusses and truss systems. seeANSIjTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Insthute, 218 N. Lee Street SulteJ312. Alexandria VA 22314. Tampa, FIL 33610
Job
Truss
Truss Type
Qty
Ply
NDSOR
T13569669
M111392
GRA
HIP
�THEWI
Job Reference (optional)
- -- -- -- -- ----
unarnDers I russ, I nc.,
-Ti-0-0
r-on Me[Ge, t-L
7-2-2
14-11-0
4-0-6
7-0_0
7-11-0
5x8 MT18HS
4.00 F12
3X5 11
3 22
23 24
25 4
2
15 33
34 14 35
13
2X3
5xl 2
3X4
3X6
7-11-0
.. I .. . .. . . — . .... . .. 11. — —, .— .. .. __ — I — I - - _'_ .
7j2SyIHDXFw7ye3KX-QMfcaHhsNyn7hAfSxBhRWiY�_m?eChzGytu53wzzYQi2
28-0-0 1 35-0-0 36-O-Q
Scale = 1:60.3
3X6 = 4X8 = 4X8
26127 5 28 629 30 31 32 7
37 38 12 39 11 40 41 10
3X4 = 4X6 = 2X3 11 3X5
T'�
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in (loc)
I/defl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.94
Vert(LL)
0.30 10-21
>792
240
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.67
Verl(CT)
-0.30 10-12
>812
180
MT18HS
244/190
BCLL 0.0
Rep Stress Incr
NO
WB 1.00
Horz(CT)
0.09 8
n1a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 153 lb
FT = 20%
LIUMBER-
TOP CHORD
2X4 SP M 30
BOT CHORD
2X4 SP M 30
WEBS
2x4 SP No.3 *Except*
4-13: 2x6 SP No.2
REACTIONS. (lb/size) 2m750/0-8-0,13=3223/0-8-0, 8=1225/0-8-0
Max Harz 2=-78(LC 6)
Max Uplift 2=-448(LC 8),13=-2442(LC 8), 8=-1 159(LC 8)
Max Grav 2=755(LC 17), 13=3223(LC 1), 8=1 225(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when
TOPCHORD 2-3=-1534[729,3-4=-1052/1347,4-6=-1052/1347,6-7=-1946/1
BOTCHORD 2-15=-586/1423,13-15=-59611464,12-13=-171011946,10-12=
8-1 0=-2329/2789
WEBS 3-15=-159f733, 3-13=-291711869, 4-13=-848/801, 6-13=-3504/
7-12=-940/731, 7-10=-489/690
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-9-5 oc puffins.
BOTCHORD Rigid ceiling directly applied or 4-6-8 oc bracing.
WEBS I Row at midpt 6-13
2 Rows at 1/3 pts 3-13
7-8=-2978/2565
6-12=-430/666,
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; T(DDL=4.2p�f; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat.
11; Exp C; Encl., GCpl=0.18; MWFRS (directional); porch right exposed-, Lum�er DOL=11.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconct�irent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capablelof withstanding 448 lb uplift at joint 2, 2442 lb uplift at
joint 13 and 1159 lb uplift at joint B.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 329 Ito up at
7-0-0, 90 Ito down and 155 lb up at 9-0-12, 90 lb down and 155 lb up at I 1�0-1 2, 90 lb down and 155 lb up at 13-0-12, 90 lb down
and 155 to up at 15-0-12, 90 lb down and 155 lb up at 17-0-12, 90 lb down, and 155 lb up at 17-11-4, 90 lb down and 155 lb up at
19-11-4, 90 lb down and 155 lb up at 21-11-4, 90 lb down and 155 lb up a I It 23-11-4, and 90 lb down and 155 lb up at 25-11-4, and
203 lb down and 329 lb up at 28-0-0 on top chord, and 452 lb down and �63 lb up at 7-0-0, 63 lb down and 3 lb up at 9-0-12, 63 lb
down and 3 Ito up at 11 -0-12, 63 lb down and 3 lb up at 13-0-12, 63 lb down and 3 lb up at 15-0-12, 63 lb down and 3 lb up at
17-0-12, 63 lb down and 3 lb up at 17-11-4, 63 lb down and 3 Ito up at 119 1 �1 1-4, 63 lb down and 3 lb up at 21-11-4, 63 lb down and
3 lb up at 23-11-4, and 63 lb down and 3 lb up at 25-11-4, and 452 lb do I wn and 263 Ito up at 27-11-4 on bottom chord. The
design/selection of such connection device(s) Is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are n,oted as front (F) or back (B).
LOAD CASE(S) Standard
Walter P. Finn PE No.22839
MiTek USA, Ine. Fl. Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
,& WARNING - Verify design parameters and REA D NOTES ON THIS AND INCLUDED AirrEK REFERANCE PAGE Mll-7473 rev. I&OX2015 BEFORE USE.
Design valld for use only with Milek(B) connectors. Ns design Is based only upon �arometers shown. and is for an Individual building component, not
a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Info the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss weblandfor chord members only. Addillonal temporary and permanent bracing
MOW
Is always required for stability and to prevent collopseAdth possUe personal Injury and property damage. For general guidance regarding the
fabrication. storage, delivery, erection and bracing of trusses and truss system% �eaANSI/IPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 3 12, Mexandflo, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Typ
Qty
Ply
T13569669
M11392
GRA
HIP
4
[HEWINDSOR
Job Reference (optional)
Chambers Truss, Inc., [-on Pierce, I-L
0. IOU b Mal I I cvio IVII ION 11 i— - "I . . W
7j2Syl HDXFw7ye3KX-QMfcaHhsNyn7hAfSxBhRWiy__m?eChzGytu53wzzYQi2
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-3=-54, 3-7=-54, 7-9=-54,16-19=-20
Concentrated Loads (lb)
Vert: 3=-147(B) 7=-147(B) 15=-452(B) 13=-40(B) 4=-90(B) 10=-452(B) 22=-90(B) 23=-90(B) 24=-90(B) 26=-90(B) 27=-90(B) 28=-90(B) 30=-90(B) 31=-90(B)
32=-90(B) 33=-40(B) 34=-40(B) 35=-40(B) 36=-40(B) 37=-40(B) 38=-40(B) 39�4q(B) 40=-40(B) 41=-40(B)
I
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDEDfifirTEKREFERANCE PAGE Mll-7473 rev. 101012015 BEFORE USE.
--
Design valid for use only with MITekO connectors. This design Is based only upon pqrarneters shown, and Is for an Individual building component riot
a truss system. Before use. the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall
MI,
building design. Bracing Indicated Is to prevent buckling of Individual truss web aria/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal Injuryland property damage. For general guidance regarding the
MiTGk7
fabrktaffort storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street Sul le 312, ),�Iexandda. VA 22314.
6904 Parke East Blvd.
Tampa, Fl- 3361D
Job
Truss
Truss Type
Qty
Ply
THEWINDSOR
T13569670
M11392
it
MONO TRUSS
Job Reference (optional)
L;namDers I russ, Inc., t-on merce, I-L
-1-0-0
1-0-0
4.00 F1-2
2
0. IOU b IVIdl I I eU 10 JVII I UN I[ IULIbIll—, I I LU. I I IU IVIUI I U — 10 FGUU ,
D:-kfiGCA6bx7i2Syl HDXFw7ye3KX-OMfcaHhsNyn7hAfSxBhRWiYAk?oOhCqytu53wzzYQi2
3X4 =
3
4
Scale = 1:6.1
1-0-0
LOADING (pst)
SPACING- 2-0-0
CS11.
DEFL.
in
(loc)
I/detl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.18
Vert(LL)
-0.00
5
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.02
Vert(CT)
-0.00
5
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT)
0.00
4
n/a
n/a
BCDL 10.0
Code FB02017[TP12014
Matrix -MP
Weight: 5 lb FT = 0%
LUMEIER- EIRACING�,
TOPCMO Strur
TOPCHORD 2x4 SP No.3 t.ral wood sheathing directly applied or 1-0-0 oc purlins.
BOTCHORD 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=9/Mechanical,2=118/0-8-0,4=0/MechanicaI
Max Horz 2=48(LC 12)
Max Uplift 3=-4(LC 9), 2=-140(LC 12)
Max Grav 3=11(LC 17), 2=118(LC 1), 4=17(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shdwn
NOTES- i
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=1 28mph; TCDL� I = . psf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat.
11; Exp C; Encl., GCpi=O.l 8; MWFRS (directional) and C-C Exterior(2) zone;C-C or 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 nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord 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) of truss to bearing plate capable of lilithstanding 4 lb uplift at joint 3 and 140 lb uplift at
joint 2. 1
Walter P. Finn PE No,22839
MiTek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
March 22,2018
WARNING - Verity design pmameters and READ NOTES ON THIS AND INCLUDED MffEKREFERANCE PAGE MIP7473 rev. 10/03,2015 BEFORE USE.
Design valid for use only with MITeW connectors. This deslgn is based only upon parameters shown. and Is for an Individual building component, not
Dot
a truss system. Before use, the building designer must vedfy the applicab4lity of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek*
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, dellvery� erection and bracing of trusses and truss Systems, S06ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information avollable from TTLISS Plate InstItute, 218 N. Lee Street, Suite 312,,tl1exandda, VA 22314.
Tampa, FIL 33610
Job
Truss
Truss Type
City
Ply
THE WINDSOR
T13569671
Mi 1392
J3
MONO TRUSS
.8
Job Reference (optional)
unamDers i russ, mc., MIL r-wicu, rL
2
3A =
I 4.00 R-2
.. I — .
ID: kfiGCA6bx7j2Syl�a��;�.'��'U�6,;,.,�,v��1-117,'J'J"E'e'V'u,-C",-'
g3w5LNP6 Qf466YrcSPzYQii
3-0-0
nx,n
8
LOADING (ps'
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Vert(LL)
0.01
4-7
>999
240
TCDL 7.0
Lumber DOL
1.25
BC 0.19
Vert(CT)
-0.01
4-7
>999
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017fTP12014
Matrix -MP
LIUMBER-
TOP CHORD 2x4 SP N0.3
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 3=64/Mechanical,2=173/0-8-0,4=37/MechanicaI
Max Horz 2=85(LC 12)
Max Uplift 3=-54(LC 12),2=-147(LC 12), 4=-4(LC 12)
Max Grav 3=64(LC 1), 2=1 73(LC 1), 4=50(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; B
11; Exp C; Encl., GCpi=O.l 8; MWFRS (directional) and C-C Exterlor(2) -1 -0-0 to 2A
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grir
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all
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) of truss to bearing plate capable of witl
2 and 4 lb uplift at joint 4.
Scale = 1:9.4
3
4
PLATES GRIP
MT20 244/190
Weight: 11 lb FT = 0%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc pudins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
=3.Opsf; h=15ft; B=70ft; L--35ft; eave=6ft; Cat.
nterior(l) 2-6-0 to 2-11-8 zone;C-C for
L=1.60
any other live loads.
is where a rectangle 3-6-0 tall by 2-0-0 wide
54 lb uplift at joint 3, 147 lb uplift at joint
Walter P. Finn PE No.22839
M!Tek USA, Inc. Fl. Cart 6634
6904 Parke East Blvd. Tampa 171. 33610
Date:
March 22,2018
,& WARNING- Verify design parameters and REW NOTES ON THIS AND INCLUDED MITEK REIFERAMCE PAGE MI-7473 rev. 10103J2015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon d Is for an Individual building component not
a truss system. Before use. the building designer must verify the applicability of d, r, "..m properly Incorporate this design Into the overa
building design. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
prevent
Is always required for stabUlly and to prevent collapse %,Alh possible personal Injury and operlydamage. For general guidance regarding the
6904 Parke East Blvd.
fabricatiorx storage. delivery, erectlon and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Sireet, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
T13569672
Mi'1392
J5
MONO TRUSS
1
�THEWINIDSO
Job Reference (optional)
L;namners I russ, I nc., r-on Fierce, t-L
1-0-0
2
3X4 =
4.00112
1 0. IOU b IVIdI 11 4U 10 IVIIJeA I I IUU�UlUb, IIIU. I I IU IVIMI — V-0.11 . 9V I
ID:—kfiGCA6bx7j2Syl HDXFw7ye3KX-MknN?zj7vZlqwTpq2cjvb7dNcpKF96KFLCaA_szYQiO
5-0-0
lz_n_n I
8
3
4
Scale = 1: 12.7
i
i 9-N
I
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TOLL 20.0
Plate Grip DOL 1.25
TO 0.73
Vert(LL) 0.07
4-7 >863 240
MT20 244/190
TODL 7.0
Lumber DOL 1.25
BO 0.70
Vert(CT) -0.06
4-7 >964 180
BOLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00
3 nta n/a
BCDL 10.0
Code FBC2017fTP12014
Matrix -MP
Weight: 17 lb FT = 0%
LUMBER-
BRACING-
TOPCHORD 2x4 SP No.3
TOPCHORD
Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOTCHORD 2x4 SP No.3
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=115/Mechanlcal,2=24310-8-0,4=63/MechanicaI
Max Horz 2=123(LC 12)
Max Uplift 3=-104(LC 12), 2=-177(LC 12), 4=-9(LC 12)
Max Grav 3=1 15(LC 1), 2=243(LC 1), 4=87(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL==4.2psf; BCL=3.0psf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1 _0-0 to 2-6jO, Interior(l) 2-6-0 to 4-11-8 zone;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 nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opst 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) of truss to beating plate capable of withstanding 104 lb uplift at joint 3, 177 lb uplift at
joint 2 and 9 lb uplift at joint 4. 1
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
AI& WARNING- I/er1fyd.819npram.1..dRE4DN0TES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 101012016 BEFORE USE
Design valid for use onlyvvith IvIlTek0connecters. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design p ' rameteis and property Incorporate thts design Into the overall
buildingdesIgn. Bracing Indlcaled Is to prevent buckling of Individual truss web andlo..?
r chord members only. Additional temporary and permanent bracing
MiTek*
Is always required for stability and to prevent collapse with ponlible personal Injury and 6roperty damage. For general guidance regarding the
fabrication, storage. delivery. erection and bracing of trusses and truss systems. seeANSl/TP1 I Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee StreeL Suite 312. Mexandfla, VA 22,314.
Tampa, FL 33610
Job
Truss
Truss Ty e Qty
Ply
THE WINDSOR
T13569673
M11392
J7
MONO TRUSS 24
Job Reference (optional)
L;naMDers i russ, I nc., t-on: i,ierce, r-L
1-0-0
11 1
2
3x4 =
8
9
4.00
0.113U b Ividl I I ev I a )VII Jur, 11 luuhulub' I[ lu. I I lu Ividi e� � I a; I/ 4u I o raq� I
ID:—kfiGCA6bx7i2Syl HDXFw7ye3KX-MknN?zj7vZi qwTpq2cjvb7dRbpO6g6KFLCaA_szYQiO
7-0-0
7-0-0
4
Scale: 3/4"=1'
LOADING (pst)
SPACING-
2-0-0
CS1.
DEFL.
In
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate GrIp DOL
1.25
TC 0.47
Vert(LL)
0.17
4-7
>494
240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.39
Vert(CT)
-0.19
4-7
>447
180
13CLL 0.0
Rep Stress Incr
YES
WEI 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017fTP12014
Matrix -MP
Weight: 23 lb FT = 0%
LIUMBER-
TOP CHORD 2X4 SP M 30
BOT CHORD 2X4 SP M 30
REACTIONS. (lb/size) 3=165/Mechanical, 2=315/0-8-0, 4=88/Mechanical
Max Harz 2=1 61 (LC 12)
Max Uplift 3=-153(LC 12), 2=-211 (LC 12), 4=-12(LC 12)
Max Grav 3=165(LC 1), 2=315(LC 1), 4=125(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when show
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDLr4.2psf; Ei
.00
11; Exp C; Encl., GCpi=0.18; MW`FRS (directional) and C-C Exterior(2) — - o 2-161(
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip 1
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent i
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in a2
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) of truss to bearing plate capable of withIs
joint 2 and 12 lb uplift at joint 4. 1
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat.
nterlor(l) 2-6-0 to 6-11-8 zone;C-C for
L=1.60
any other I ive loads.
is where a rectangle 3-6-0 tall by 2-0-0 wide
153 lb uplift at joint 3, 211 lb uplift at
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 8634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
,&WARNING -Verify designpr...frs.d READ NOTES ON THIS AND INCLUDEDMUEKREFERANCE PAGE 11411-7473rev. 101=015 BEFORE USE.
Design valid for use only with MiTekS connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not
truss Before the building designer the design Incorporate this design Into the
a system. use. must verify applicability of parameters and properly overall
building design. Bracing Indicated Is to prevent buckling of Individual miss web and/orichord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication. storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TP1 I Quality Criteria, DSB-89 and BCS1 Building Component
6904 Parke Easi Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. PJexanddcL VA 22,314.
Tampa, FL 33610
Job
Truss
Truss Type
aty
Ply
THE WINDSOR
T13569674
M11,392
KJ7
MONO TRUSS
4
1
Job Reference (optional)
unamoers i russ, i nc., r-on rierce, r-L
0
0. WU 5 Mar I I ZU 10 IVII I eK I HUI.15U]eti, H IU. I I 1U lVidl e4 UU: lo;10 eum ruge i
ID:—kfiGCA6bx7i2Syl HDXFw7ye3KX-qxLlDljlgtghYdOlcJE88LAgbCnNuWqPZsKjXlzYQi?
9-10-1
1-5-0 6-8-12 3-1-5
4
2.83 12 3X4
2 F-1
7 6
3x4 2x3 11 5
3x4 =
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/defI
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.20
Vert(LL)
-0.04
7-10
>999
240
TCDL 7
L. ber DOL
1.25
BC 0.26
Vert(CT)
-0.08
7-10
>999
180
BCLL 0�00
R.p Stress Incr
NO
WB 0.24
Horz(CT)
0.01
5
n1a
ri/a
BCDL 10.0
Code FBC2017[TP12014
Matrix -MS
LIUMBER-
TOP CHORD 2x4 SP M 30
BOT CHORD 2X4 SP M 30
WEBS 2x4 SID No.3
REACTIONS. (lb/sIze) 4=127/Mechanical, 2=379/0-11-5, 5=461/Mechanlcal
Max Horz 2=1 92(LC 8)
Max Uplift 4=-1 31 (LC 8), 2=-262(LC 8), 5=-238(LC 8)
Max Grav 4=1 56(LC 13), 2=379(LC 1), 5=461 (LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when
TOPCHORD 2-3=-838/366
BOTCHORD 2-7=-4871798, 6-7=-4871798
WEBS 3-7=0/307, 3-6=-920/561
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; B
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip D
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all
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) of truss to bearing plate capable of witl
joint 2 and 238 lb uplift at joint 5.
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as I
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-54
Trapezoidal Loads (plf)
Vert: 2--O(F=27, B=27)-to-4=-133(F=-39, B=-39), 8=0(F=10, B=10:
PLATES GRIP
MT20 244/190
Scale = 1:20.6
Weight: 36 lb FT = 0%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat.
1.60
any other I ive loads.
is where a rectangle 3-6-0 tall by 2-0-0 wide
131 lb uplift at joint 4, 262 lb uplift at
(F) or back (B).
15, 13�15)
Walter P. Finn PE No.22839
M!Tek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
I
WARNING- Verify design parameters and REW NOTES ON THIS AND INCLUDED MtTEKREFERANCEPAGMI-7473 rev. 10103)2015 BEFORE USE.
--
Design valid for use only with MiTek0conRectors. This design Is based only upon parameters!shown. and Is for an Individual bufldlng component not
W1,
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
bulldingdesign. Bracing Indicated Is to prevent buckling ofindtvidual truss weband/or choid members only. Additional temporary and permanent bracing
WeW
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery. erection and bracing of trusses and truss systems� seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Tam Plate Institute, 218 N. Lee Street Suite 312. AJexandflc.L VA 22314.
Tampa, FL 33610
Symbols
PLATE LOCATION AND ORIENTATION
3/�' Center plate on joint unless x, y
offsefs are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teefh.
--t-
For 4 x 2 orientation, locate
plates 0-1114' from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
*Plate location details available in MiTek 20/20
software or upon request.
The first dimension is the plate
4 x 4 width measured perpendicular
to slots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T or I bracing
if indicated.
Indicates location where bearings
(supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Min size shown is for crushing only.
Industry Standards:
ANSIITPII: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses,
Numbering System
6-4-8 1 dimensions shown in ft-in-sixteenths
I(Draw! ngs not to scale)
2 3
TOP CHORDS
0
a-
0
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORUS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERSAETTERS.
PRODUCT CODE APPROVALS
ESR- 1311, ESR- 1352, ESR 1988
ER-3907, ESR-2362, ESR- 1397, ESR-3282
0
of
0
a-
0
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/TP 11
section 6.3 These truss designs rely on lumber values
established by others.
@ 2012 MiTek@ All Rights Reserved
MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015
A 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 BCSI.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
3. Never exceed the design loading shown and never
stock materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane atjoint
locations are regulated by ANSI/TPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed I W. at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10. Comber is a non-structural consideration and Is the
responsibility of truss fabricator, General practice is to
comber for dead load deflection.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purlIns provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others.
16. Do not cut or alter truss member or plate without prior
approval of an engineer.
17. Install and load vertically unless indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
19. Review all portions of this design (front, back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture in accordance with
ANSI/TP1 1 Quality Criteria,